Appendix H - Galvanized Steel Poles and Stucture Specifications.pdf

APPENDIX H

GALVANIZED STEEL POLE & STRUCTURE SPECIFICATIONS

All steel poles and structures used on this project shall conform and be purchased in accordance with these specifications. Approval drawings, design calculations and other submittals required by these specifications shall be submitted to Southwestern and approved by Southwestern prior to fabrication, and as otherwise described in these specifications.

Structure outline and loading drawings are included in the drawing set for the line, bound separately.

PROJECT SPECIFIC REQUIREMENTS FOR STEEL POLES & STRUCTURES

Application requirements for this order are as follows:

1. Type of finish of the pole (Southwestern to check one)

a. Weathering

b. Galvanized __X___

c. Zinc primer and paint _____

2. Surface protection desired for embedded portion of the pole (Southwestern to check one or more)

a. Polyurethane Coating X See Drawing

b. Coal tar epoxy _____

c. Anodes _____

3. Climbing device type (Southwestern to check one)

a. Step Bolt Clips X

b. Ladder _____

c. Removable Step Clips _____

d. No Climbing provisions _____

4. Location of climbing device See Drawing

5. Length of ground collar 5 feet, with the top 3 feet above ground line.

6. Pole splices for multi-section poles

a. Slip joints

b. Bolted flange joints __X__

c. Shop welded joints (applicable for weathering steel only) _____

7. Poles shall be of a multi-sided design.

Exceptions and clarifications to RUS Bulletin 1724E-214, referenced by section:

5.1.4 Southwestern’s designation for wood equivalent steel poles and RUS Standard class shall be based on an equivalency factor of 0.65 shown in Appendix A.

SPECIFICATIONS

STEEL POLES & STRUCTURES

I. SCOPE:

A. General: The Bidder shall furnish the necessary labor and material to design, detail and fabricate the galvanized steel poles and other items shown on the drawings and specified herein to ship to designated locations. Should there be any conflict between these specifications, standards or drawings, the more stringent requirement shall apply.

The following major requirements shall be fulfilled:

1. The material used shall be suitable, of uniform quality, and without defects which would affect the strength or service of the structure.

2. Proper loads and conditions shall be used in the design.

3. The unit stresses shall be suitable for the material used.

4. The computations and design shall be properly made, so that the unit stresses specified shall not be exceeded and the structure and its details shall possess the requisite strength and stability.

5. The workmanship shall be such that defects are not produced during maintenance.

6. All materials shall be new and unused.

7. All poles shall include 3/4" step clips installed to provide climbing capability to the top of the pole. See Section III, Subsection E, Item 4 - Step Clips for details. Only step clips are required, step bolts shall not be provided by the Contractor.

II. APPLICABLE SPECIFICATIONS: The following standard of issue in effect on date of invitation for bid shall form a part of this specification:

1. ASTM A6 - Specifications for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling

2. ASTM A36 - Specification for Carbon Structural Steel

3. ASTM A123 - Standard Specification for Zinc (Hot-Galvanized) Coatings on Iron and Steel Products

4. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dipped) on Iron and

Steel Hardware

5. ASTM A283 - Specifications for Low and Intermediate Tensile Strength Carbon-

Steel Plates

6. ASTM A307 - Standard Specification for Carbon Steel Bolts, Studs, and

Threaded Rod 60 000 PSI Tensile Strength

7. ASTM F3125 - Standard Specification for High Strength Structural Bolts and Assemblies, Steel, Heat Treated, Inch Dimensions 120 ksi and 150 ksi Minimum Tensile Strength

8. ASTM A354 - Standard Specification for Quenched and Tempered Alloy Steel

Bolts, Studs, and Other Externally Threaded Fasteners

9. ASTM A370 - Standard Test Methods and Definitions for Mechanical Testing of

Steel Products

10. ASTM A394 - Standard Specifications for Stee Transmission Tower Bolts, Zinc-

Coated and Bare

11. ASTM A435 - Standard Specification for Straight-Beam Ultrasonic Examination of

Steel Plates

12. ASTM A572 - Standard Specification for High-Strength Low-Alloy Columbium-

Vanadium Structural Steel

13. ASTM A588 - Standard Specification for High-Strength Low-Alloy Structural

Steel, up to 50 ksi Minimum Yield Point, with Atmospheric Corrosion Resistance

14. ASTM A595 - Standard Specification for Steel Tubes, Low-Carbon or High-

Strength Low-Alloy, Tapered for Structural Use

15. ASTM A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

16. ASTM A633 - Standard Specification for Normalized High-Strength Low-Alloy

Structural Steel Plates

17. ASTM A663 - Standard Specification for Steel Bars, Carbon, Merchant Quality, Mechanical Properties

18. ASTM A673 - Standard Specification for Sampling Procedure for Impact Testing of Structural Steel

19. ASTM A675 - Standard Specification for Steel Bars, Carbon, Hot-Wrought.

Special Quality, Mechanical Properties

20. ASTM D1186 - Not Applicable This Contract

21. ASTM D7091 - Standard Practice for Non-destructive Measurement of Dry Film

Thickness of Non-magnetic Coatings Applied to Ferrous Metals and Non-magnetic, Non-conductive Coatings Applied to Non- Ferrous Metal

22. ASTM E4 - Standard Practices for Force Calibration and Verification of Testing

Machines

23. ASTM E83 - Standard Practice for Verification and Classification of Extensometer Systems

24. ASTM E165 - Standard Practice for Liquid Penetrant Testing for General Industry

25. ASTM E376 - Measuring Coating Thickness by Magnetic Field or Eddy - Current

(Electro Magnetic) Test Methods

26. ASTM E709 - Standard Guide for Magnetic Particle Testing

27. AWS D1.1 - American Welding Society, Structural Welding Code - Steel

28. ASNT-SNT-1A - American Society of Non-Destructive Testing Rec. Practice No.

SNT-TC-1A, and Supplement A - Radiographic Testing Method, Supplement B - Magnetic Particle Method, Supplement C - Ultrasonic Testing Method, Supplement D - Liquid Penetrant Testing Method

29. IFI - Industrial Fasteners Institute Fasteners Standards

30. RUS - Guide Specification for Standard Class Steel Transmission Poles 1724E-214

31. ANSI - Ladders - Fixed - Safety Requirements

ASC A14.3

32. ASTM F1544 - Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi

Yield Strength

33. ASTM A449 - Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use

34. ASTM A563 - Standard Specification for Carbon and Alloy Steel Nuts

35. ASTM A385 - Standard Practice for Providing High-Quality Zinc Coatings (Hot-

Dip)

36. ASTM A143 - Standard Practice for Safeguarding Against Embrittlement of Hot-

Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement

37. AWS D1.1 - Structural Welding - Steel

III. DESIGN:

A. General: The drawings detail the type poles to be furnished under this contract.

Outline and outline dimensions are fixed. Alternate designs are not desired and will not be considered. These specifications define minimum requirements. Should more stringent requirements be shown on the drawings, the more stringent requirement shall be followed.

B. Wood Equivalent Steel Poles: Shall also be designed per RUS Bulletin 1724E-214.

Southwestern’s designation for wood equivalent steel poles and RUS standard class (Table 1 of Bulletin), is as follows:

Southwestern’s Class RUS Standard Class

H6 S-07.4 H5 S-06.5 H4 S-05.7 H3 S-04.9 H2 S-04.2 H1 S-03.5 1 S-02.9 2 S-02.4 3 S-02.0

C. Design Calculations: Complete design calculations shall be furnished by the Bidder.

These calculations shall be made available within 30 days after award of the contract.

Stress calculations shall be based on non-linear elastic analysis.

Design shall give the following information:

a. Diameter, material thickness, moment of inertia, deflection, stresses and moments in the X and Y direction (X = transverse and Y = longitudinal), and safety factors in 5-foot increments up the pole, and at every section level and arm connection point.

b. Base plate configuration, thickness, maximum stress, type of steel and safety factor.

c. Anchor bolt length, size, quantity, maximum bolt force, type of material and safety factor.

d. Weights of all sections, base plate and anchor bolts shall be included, along with the ASTM specification for the material used.

e. The minimum design loads for each pole are shown on the "Loading Trees" provided on drawings in this section.

f. Design Loadings: Design loads are given in the form of "loading trees". Each loading case has its own loading tree showing longitudinal, transverse, and vertical loads applied to each connection point. Wind load on the pole along with the dead load including overload capacity factors must be added to the wire loads. Poles must meet all NESC requirements for GRADE B Construction.

g. Foundation Forces: Forces shall be provided at the base for foundation design.

The forces provided for foundation design shall not include additional safety factors, but shall be worst case, maximum forces for each force component.

D. Anchor Bolts:

1. General: The structure and associated anchor bolts shall be designed to transmit the structure forces to the foundation. Anchor bolts shall be designed for use with elevated, non-grouted structure bases.

2. Design Method: Anchor bolts shall be designed to provide resistance to all conditions of compression, tension and shear at the bases of columns. The design of the anchor bolts shall be based on Ultimate Strength Design (USD).

E. Climbing & Working Facilities:

1. General: When shown on the drawings, climbing ladders, working platforms and related items shall be located as shown and designed as part of the structure.

These facilities and related items shall meet the requirements of ANSI A14.3, applicable OSHA standards and minimum requirements stated herein.

Ladder side rails shall be not less than 2 x 5/16", with a spacing between side rails of 18". Rungs shall be not less than 3/4" square or round, and shall be spaced 12" on centers. The ladder may be vertical but shall not in any place have a backward slope.

Working platforms shall consist of a horizontal platform at the levels shown and shall include railing approximately 12" and 42" in height at all edges and around the climbing ladder access opening.

2. Ladder & Rest Stop Loading:

a. Each vertical section of ladder shall be designed for a minimum load of 350 pounds.

b. Each balcony or rest stop shall be designed for a vertical load of 1000 pounds to be applied to any 10 square feet area and on the top landing.

c. The overall structure and connections shall be designed to support the ladder and balcony when fully loaded.

3. Ladder Safety Devices: When drawings include climbing ladders 24 feet and higher, install a fall prevention device consisting of a single, center-mounted 3/8-inch steel tensioned cable, running the entire length of the ladder. The device shall be designed to support the minimum of the current OSHA load and impact requirements. The device shall be securely fastened at the top and bottom of the ladder and at intervals in between using the appropriate cable retainers, per the manufacturer’s instructions. The device shall allow at least two (2) climbers to utilize the system at the same time. The device shall be attached at the top of the climbing ladder to a minimum of four (4) ladder rungs for strength. Provide three safety sleeves or sliders that are detachable from the cable and have an anti-fall instant gripping locking mechanism. The sleeves shall be designed so that they cannot be installed on the cable incorrectly or upside down. The sleeves shall automatically travel around or through the cable attachments and guides. Acceptable safety devices are the Vi- Go Climbing System, manufactured by Miller Fall Protection, Latchways system or an approved equivalent. Rail or tube-type systems are not acceptable.

4. Step Clips: All poles shall include 3/4" step clips installed to provide climbing capability to the top of the pole. Only step clips are required, step bolts shall not be provided by the Contractor. Step clips shall be spaced not more than 16" center-to-center on alternate faces with additional step clips provided at working locations, splices, truss connection locations, etc., to facilitate safe climbing and working. Step clips on each pole shall be compatible with 3/4" Valmont 2117D or equal step bolts, and shall be designed as followed in the diagram below:

IV. MATERIALS:

A. General: All material shall comply with the applicable requirements of ASTM unless otherwise specified. ASTM yield strength of the material used shall be equal to or greater than values used in design calculations.

B. Steel Properties: The impact properties in the longitudinal direction of material which is essential to the strength of the structure shall be determined in accordance with the Charpy "V" notch test described in ASTM A370. The absorbed energy requirements for subsized test specimens shall be in accordance with ASTM A370 and A673. Minimum Charpy V-notch requirements of 15 ft-lbs at -20ºF.

Heat lot testing shall be used to determine whether the product meets the impact property requirements.

Steel used in galvanized structures shall have silicon content less than .06% for plates less than 1-1/4"; for thicknesses greater than 1-1/4", silicon shall be .15 to .3%.

The minimum steel thickness shall be 3/16" unless specifically shown otherwise on the drawings.

C. Pole, Arm, Arm Attachment Plates & Conductor Brackets: Material shall conform to the applicable ASTM specifications. If not specified, any combination of the following structural steels may be used. The steel shall conform to the latest revisions of the ASTM specifications and have ASTM minimum yield strength equal to or greater than the value used in the design calculations.

D. Base Plate: Materials shall conform to ASTM A572, ASTM A588, ASTM A633 with latest revisions.

E. Anchor Bolts & Nuts: Anchor bolt material shall conform to ASTM F1554. Threaded reinforcing bars, #14J and #18J, conforming to ASTM A615 may be used when required. Heavy hex nuts shall be used. Minimum Charpy V-notch requirements of 15 ft-lbs at -20ºF. The top 18-inches of these bolts shall be galvanized in accordance with ASTM A153. Anchor bolt nuts shall have a proof load equal to or greater than the yield strength of the anchor bolt.

F. Other Bolts & Nuts: Connecting hardware shall have a minimum weight of zinc coating of 1.65 oz./sq. ft. average or 1.50 oz./sq. ft. for any specimen. Galvanizing shall not be used for bolts having an ultimate strength over 130 KSI. Nuts may be galvanized. Impact tests are not required for heat-treated nuts and bolts. Bolts shall be ASTM A307, ASTM F3125/F3125M, ASTM A449 or ASTM A354 or equal.

G. Weld Material, Etc: The material used for making welds shall be compatible with the parent material, as defined by American Welding Society (D1.1, latest revision) and shall meet the impact requirements for the lowest test temperature of the plates being joined.

All welding shall be performed by certified operators using procedures qualified in accordance with AWS D1.1, American Welding Society Structural Welding Code. The manufacturer shall maintain written welding procedures, welding procedure qualifications, and welder qualifications. All electrode, flux and gas shall comply with AWS D1.1 for conditioning and storage.

H. Climbing & Working Facilities: When shown on the drawings, pole steps, ladder clips, climbing ladders, work platforms and related items shall be located as shown and furnished as part of the structure.

1. Step bolts shall be 5/8" or 3/4" diameter bolts with 2" diameter button heads of sufficient length to provide not less than a 5-1/2" step space between bolt head and post angle of structure, or preformed steps. A total of 300 step bolts shall be delivered to Southwestern. Coordinate the delivery location with the government representative.

2. Ladders shall conform to ANSI A14.3 or the requirements stated herein if more stringent.

V. MANUFACTURING:

A. Fabrication:

Workmanship and finish shall be equal to the best modern practice for outdoor structures and poles. Before being laid out or worked on in any way, material shall be thoroughly straightened in the shop by methods which will not deform or weaken it.

Templates shall be laid flat without distortion while work in being laid out. Shearing, clipping and punching shall be neatly and accurately done and all portions of the work neatly finished. All welding shall be done by persons qualified according to tests as prescribed by the American Welding Society.

The use of a burning torch for cutting bolt holes will not be allowed; however, torch cutting is permissible for cutting members provided that all irregular edges are trimmed smooth before galvanizing.

1. Shafts: These shall be regular polygons with a maximum length of 60-feet or less, as limited by the length of galvanizing tank. Poles shall be designed for butt jointed connections circumferentially welded, flanged, or telescoping slip fitted sections with 1-1/2 times the female I.D. as a minimum overlap between sections as shown on the drawings. If no specific type of joint is shown, the manufacturer may choose from these options. Sections to be galvanized shall fit within galvanizing facilities (no double dipping shall be permitted). Maximum tube thickness shall be 1-1/4";

multiple plies will not be allowed.

2. Base: These shall be either integrally welded baseplate with anchor bolts or embedded. Base shall have burned holes to fit the anchor bolts.

3. Anchor Bolts: These shall have rolled threads. All anchor bolts shall have a minimum of 12" of threads, galvanized for 18" on the threaded portion, and be supplied with two ASTM A563 heavy hex nuts. Preclustered anchor bolts shall be furnished. The bottom cage template shall be welded to the bottom of the anchor bolt (non-stressed area). The top cage template shall be sandwiched between the two heavy hex nuts. Maximum bolt circle dimensions specified shall not be exceeded.

4. Finish: The finish shall be galvanized. Galvanizing shall meet all of the requirements of ASTM A123 and A385 and A143 for the prevention of embrittlement. No double dips will be allowed. Galvanizing of iron and steel hardware, such as anchor bolts, nuts, washers, etc., shall be in accordance with

ASTM A153.

5. Precamber: This shall be achieved by alternating heating (never exceeding

1150ºF) and cooling of the pole shaft. Water may be used to speed up the process;

however, no water shall be applied to a heated surface until the temperature has fallen below 600ºF by means of air cooling.

6. Miscellaneous: Vangs shall be designed as thru-vangs, welded in place for the vang attachment. All bolts, nuts, washers and lockwashers shall be galvanized steel.

Ground sleeves shall be for corrosion protection only. A minimum thickness of 3/16" hot-rolled material shall be used. The sleeve shall extend 2 ft. above and 2 ft. below the ground line or as noted on drawings.

Bearing plates shall be used on embedded poles. They shall be a minimum of 3/16" thick and a diameter of 6" greater than the maximum pole diameter unless shown otherwise on the drawings.

Handholes, when used, shall be sufficiently reinforced so that no structural weakness results. The handhole shall be bolted to the pole.

All poles with open tops will be supplied with a pole cap. This cap shall have a single bolt connecting it to the pole. The cap shall prevent birds or large amounts of water from entering the pole, but allow for ventilation. Pole cap shall be galvanized.

Galvanized poles shall have two 5/8" diameter holes burned into the male end of the shaft, or heavy hex nuts welded to the shaft to facilitate hanging during galvanizing.

7. Coating for Direct Bury Poles: Corrocote II Classic two component polyurethane coating shall be applied per the paint manufacturer’s recommendation to the outside of the pole to a length equal to the depth of embedment plus 23 inches, or as noted on drawings.

B. Techniques:

1. All dimensions shown on the drawings shall be strictly maintained.

2. The outstanding leg of lacing and web angles shall be cut 45° at ends to improve appearance and assembly clearances.

3. Holes shall be drilled instead of punched if thickness of material exceeds diameter of hole.

4. The accuracy of the location of holes shall be such that, for any group when assembled, they shall all admit the bolts at right angles to the plane of the connection. The use of drift pins to correct misalignment of holes will not be permitted.

5. No holes shall be punched in members within 4" of a point of bending until after such member has been bent.

6. Members which are to be connected to other steel parts of the structures shall not have an error in length greater than 1/16" for members 30' or less in length, and not greater than 1/8" for members over 30' in length.

7. For bent members, the practice of cutting out sections and welding to facilitate bending will not be permitted unless the detail drawings specifically show such cuts.

8. Holes in base plates may be drilled or burned. Roughness of oxygen-cut surfaces shall not be greater than that defined by AWS D1.1.

C. Welding & Quality Control:

1. All welding shall be performed by qualified welders and operators using procedures qualified before fabrication.

2. All welding shall be performed by the electric-arc method by a process which will exclude the atmosphere from the molten metal. Welds shall be made as specified on the drawings and in accordance with the conventional welding symbols of the American Welding Society. All welding shall be done in accordance with the provisions of the latest revision of AWS D1.1. The surface of finished beads and adjacent metal shall be thoroughly cleaned by sandblasting to such an extent that zinc coating, when applied, will adhere firmly, uniformly, and permanently to the coated surfaces.

3. Minimum welding requirements for various joints and parts are stated below.

a. Base Plate to Pole Shaft Weld:

(1) Complete penetration for structures that have tension loaded conductors.

(2) As specified by the design for structures that do not have tension loaded conductors.

b. Circumferential Welds on the Pole Shaft:

(1) Complete penetration.

c. Longitudinal Welds in Areas Other Than Slip Joint Areas:

(1) Sixty percent penetration in welds of plates having a thickness of 3/4" or less, and eighty percent in welds of plates having a thickness greater than 3/4". Penetration shall be measured from the top of the plate to the bottom of the weld.

(2) Complete penetration for 6" adjacent to base plate and circumferential welds.

d. Longitudinal Welds in Slip Joint Areas:

(1) Complete penetration in female section plus 6".

(2) Complete penetration for bottom 6" of male section.

e. Welds Other Than Specified Above:

(1) These welds may be fillet, bevel or a combination of fillet and bevel as required by design.

f. Cold Formed Parts:

(1) All formed corners on the pole shaft sections in the slip joint areas over 1/2" thick and all other formed corners in material over 1/2" thick shall be one hundred percent magnetic particle inspected for cracks. All other formed parts shall have close visual inspection for surface discontinuities. All discontinuities shall be ground and magnetic particle inspected and repaired.

D. Member Marking:

1. Each section of a pole, arm, etc., shall be permanently marked with a nameplate identifying the piece. Poles shall also have a nameplate on the bottom section identifying the structure as a whole.

Anchor bolt cages shall be marked with a “V” notch or other approved marking on the bisect of the angle, both inside angles and outside angles, that can be used to properly orient the anchor bolt assembly during construction.

E. Cleaning: Thorough cleaning of the base metal shall be accomplished prior to galvanizing. Preparation of steel surfaces for galvanizing shall involve three stages:

degreasing (if necessary), scale or rust removal, and fluxing. Cleaning operations shall affect a completely cleaned surface.

Grit or sand blasting may be employed in situations where:

a. Mill or heat scale is deeply embedded in the surface of the steel.

b. The surface has inclusions of sand particles which are resistant to the normal pickling acids.

(Note: In extreme cases, special handling may be required.)

c. Welding flux is present.

d. Lacquer coatings not soluble in the degreasing bath are present.

e. Severe cold working of the steel has occurred.

After pickling, the material shall be rinsed thoroughly to rid the surface of residual acid and iron salts. The work shall then be dipped in an aqueous preflux solution consisting usually of zinc ammonium chloride.

VI. GALVANIZING:

A. After fabrication and cleaning, all structural shapes, plates, bars and strips shall be galvanized in accordance with the latest revision of ASTM A123, using the hot dip process. All bolts and nuts shall be hot dip galvanized in accordance with the latest revision of ASTM A153. All tubular sections shall be hot-dipped galvanized inside and out. Anchor bolts shall be galvanized a minimum of 12" on the threaded ends. Threads shall be chased after galvanizing, if necessary.

B. Safeguards against embrittlement shall be made by following the recommended practices of ASTM A143.

C. After galvanizing, the work may be quenched in water or cooled in air. Small parts, such as nuts, bolts and washers, which are galvanized in baskets in a batch, shall be centrifuged to remove excess zinc before it hardens.

D. All material shall be straightened as required after galvanizing. The procedure and equipment used to straighten material shall not deform the steel nor damage the galvanize coating.

VII. INSPECTION:

Material Certificates or Tests: The fabricator shall furnish a certificate that material and workmanship are in accordance with the standards specified, if requested by Southwestern.

VIII. NON-DESTRUCTIVE TESTING:

A. Personnel performing non-destructive testing in the form of magnetic particle, ultrasonic and liquid penetrant, shall be qualified in accordance with the American Society of Non- Destructive Testing Recommended Practice No. SNT-TC-1A and its supplements A, B, C and D, latest edition. Inspection shall be performed by personnel qualified as Level II or by persons qualified as Level I, if they are working under the supervision of Level II personnel.

B. Magnetic particle inspection shall be performed according to procedures specified in

ASTM E709, latest revision.

C. Liquid penetrant inspection, when specified, shall be performed according to the procedures in ASTM E165.

D. Ultrasonic inspection techniques and procedures shall be in accordance with AWS D1.1.

E. Finishes: Galvanizing shall comply in coating thickness requirements and shall be checked with a magnetic thickness gauge.

F. Compliance to paint coating thickness requirements shall be checked with a magnetic thickness gauge.

IX. RESPONSIBILITY & ERRORS:

If any material, whatsoever, in any state of completion is found defective as to workmanship, details or material, or contrary to the manufacturer's design or these specifications, it shall be rejected. This rejection may take place at the rolling mills, fabricating plant, the galvanizing plant, or at the project site. Any rejected material shall be replaced without any expense whatsoever to Southwestern. Southwestern will advise the Bidder of such rejection in writing or by telephone. The Bidder shall immediately determine the corrective procedures and shall so advise Southwestern and the Southwestern's Engineer of such procedures he proposes. The Bidder will be advised of approval or rejection of his proposed corrective procedures. Delays on part of the Bidder in making such correction will give cause to Southwestern to affect the necessary corrections and subsequently deduct the resulting costs from monies due the Bidder.

X. DRAWINGS & INSTRUCTION BOOKS:

A. General: The following drawings and instruction books shall be furnished in digital format to the Contracting Officer’s Representative (COR) via email:

1) Detail Drawings

2) Anchor Cage

3) Design Calculations

4) Installation Instructions

B. Drawing Requirements: Drawings furnished shall conform to the following requirements:

1. Approval Drawings: Drawings shall include all drawings specified above.

a. Final Prints: Drawings shall include all drawings specified above. Drawings shall be legible and shall be referenced as to project, order number, etc.

b. Computer Aided Drafting File (CAD): The drawing files shall be AutoDesk’s

AutoCAD 2015 or later drawing format (DWG) or exchange format (DXF). All shape files, line types, hatch patterns, etc., used in the drawings but not supplied with the AutoCAD software shall also be furnished.

c. PLS-Pole: A pole file created in PLS-Pole (any version), including all parts/material libraries, shall be furnished if the Bidder has this capability.

C. Document Ownership: All final drawings and files shall become the property of Southwestern, who shall have full rights to reproduce drawings and use them as Southwestern sees fit, including submitting them to other vendors for the purpose of obtaining bids on future steel pole purchases.

D. Guarantee: The equipment shall be guaranteed for not less than one year from the date it is accepted by Southwestern when unloaded from cars.

E. Shipment: All equipment shall be shipped prepaid, f.o.b. specified destination point.

Shipment shall be by truck.

When structures are shipped unassembled, duplicate parts of each structure shall be bundled together at the shop before shipment, except that bundles shall not be too heavy for convenience in unloading. Bundles and individual members shall be placed on timbers so that no pieces come into direct contact with the floor of car, and they may be stacked with timber separators but not more than three tiers high. Structure members shall be carefully placed and firmly secured to prevent shifting and damage to galvanizing or distortion of members during transit. Members shall not be in contact with sides or ends of the car. Members placed longitudinal in cars shall be protected from damage due to accidental longitudinal shifting by installing between bundles and at ends of metal-end cars substantial wooden panels, firmly wired in place, or by covering ends of bundles with suitable padding of burlap or other soft material.

All shipping blocks, panels or end covers shall be adequately padded with burlap or other soft, durable material to prevent abrasion of the galvanized finish. All shipping tie downs shall be non-metallic.

Bolts complete with nuts assembled shall be shipped in kegs or boxes strong enough to withstand the necessary handling and strong enough to prevent damage in transit and with none weighing more than 300 pounds. The various sizes of bolts for each structure shall be kept separate in sacks within the outer container. Each sack and/or container shall carry a list of the bolts contained therein shown in waterproof ink and securely attached to the container. Small angles and/or plates as required for each structure shall be wired together, pieces bearing the same assembly mark being kept together insofar as practicable. Connecting wires shall be strong enough to withstand the necessary handling and shall be galvanized.

Anchor bolts with ungalvanized portions shall not be stored or shipped on top of galvanized members to avoid rust staining galvanized surfaces.

In general, complete structures with bolts shall be included in each car. Where more than one structure is shipped in the same car, the material for different structures shall be segregated. Materials shall also be segregated by Bid Schedule.

Due precautions shall be taken when handling and loading tubular steel members to prevent damage to the shafts or their finishes. Shaft sections shall be properly blocked and secured to minimize movement during shipment. Blocks and straps shall be properly padded to minimize abrasion of the shaft finish. All shipping tie downs (straps, chains, etc.) shall be non-metallic (nylon, etc.).

Spliced shaft segments shall be properly identified so that the sections for each structure can be segregated upon arrival at their destination. If shafts have slip joints, flanged splices or field buttweld splices which have been prefit prior to shipment, the individual sections shall be match-marked so that they can be oriented properly and reassembled in the field. Plate edges of sections that have been prepared for field welding shall be suitably covered and protected during shipment and until they are assembled in the field. Each section of the shaft shall carry its individual identification.

Nesting a smaller shaft section within larger diameter tubes is not permitted.

All equipment and materials under the same schedule shall be shipped at the same time if possible.

A complete Bill of Material shall be submitted in triplicate, one to Southwestern and two to the Engineer, at least three weeks prior to the schedule arrival of the first shipment at the job site. The Bill of Material shall give an accurate definition of individual items constituting the contract. Bills of materials and/or packing lists shall also accompany the shipment.

Three copies of shipping notices shall be submitted to the shipping destination for each shipment. These shall be forwarded to arrive in Southwestern’s hands at least three days prior to arrival of material at the job site. Shipping notices shall state routing and PRO numbers.

Southwestern and the Engineer shall be advised when the equipment is shipped and both parties shall be given name of carrier, routing and estimated delivery date.

Shipments require notification 24-hours prior to arrival to be assured of unloading facilities being available upon arrival. Delivery shall not be made except during working hours, 9:00 A.M. to 3:00 P.M., Monday through Thursday, holidays excluded. The Bidder shall be responsible for all demurrage charges for deliveries during hours other than those listed above.