Specifications.pdf

STEEL STRUCTURES FOR

WESTERN AREA POWER ADMINISTRATION

SPECIFICATIONS

C1. STEEL TOWERS:

a. TOWERS, GENERAL: The Part II. Section B quantities show estimated totals for all individual delivery orders and are Westerns best estimate based on past experience and anticipated future needs. Western estimates that the material will be 70 percent standard-strength steel, 10 percent bolts and nuts, and the remainder high-strength steel.

The current standards shall be used for the ones listed in these specifications.

Drawings listed at C.3 show typical examples of the type of material that may be required.

(1) Steel Towers: The Section B CLINs Steel towers includes furnishing and delivering the following material:

(a) CLIN 0001: Delivery orders for these items may require separate tower stub angles, bolts, nuts, lockwashers and plates, or anchor bolts and switch operating platforms. (Individual delivery orders will be less than 2,000 pounds.)

(b) CLIN 0002: Delivery orders for these items may require separate tower stub angles, bolts, nuts, lockwashers and plates, or anchor bolts and switch operating platforms. (Individual delivery orders will range from 2001 to 20,000 pounds.)

(c) CLIN 0003: Delivery orders for these items may require separate tower parts. (Individual delivery orders will be less than 2,000 pounds.)

(d) CLIN 0004: Delivery orders for these items may require separate lattice or microwave tower parts, or complete towers. (Individual delivery orders will range from 2001 to 20,000 pounds.)

(e) CLIN 0005: Delivery orders for these items will consist of complete lattice towers or microwave towers, tower parts and/or extensions. Individual delivery orders will range from 20,001 to 50,000 pounds.

(f) CLIN 0006: Delivery orders for these items will consist of complete lattice towers or microwave towers, tower parts and extensions. Individual delivery orders will be above 50,000 pounds.

(g) CLIN 0012: Delivery orders for these items will consist of complete or partial tubular steel structures, including splice bolts, nuts and lockwashers. Individual delivery orders will be from 1,000 to 10,000 pounds.

(h) CLIN 0013: Delivery orders for these items will consist of complete or partial tubular steel structures, including splice bolts, nuts and lockwashers. Individual delivery orders will be from 10,001 to 50,000 pounds.

(i) CLIN 0014: Delivery orders for these items will consist of complete or partial tubular steel structures, including splice bolts, nuts and lockwashers. Individual delivery orders will be over 50,000 pounds.

(j) CLIN 0015: Delivery orders for these items will consist of complete or partial formed plate, tubular steel structures, including splice bolts, nuts and lockwashers. The maximum plate thickness will be 3/4-inch that the members are formed from. Individual delivery orders will be from 10,000 to 90,000 pounds.

(k) CLIN 0017: Delivery orders for this item will consist of complete tubular and lattice structures, including splice bolts, nuts and lockwashers and attachment splice bolts, nuts and lockwashers. Orders may require anchor bolts and nuts.

Individual delivery orders will be from 2,000 to 6,000 pounds.

(l) CLIN 0018: Delivery orders for this item will consist of galvanized steel angles, L4x3 1/2x5/16 x 14’-6”, including 2 – 5/8” U-bolts, nuts and washers.

Individual delivery orders will be from 20 to 160 units.

(m) CLIN 0019: Delivery orders for this item will consist of galvanized steel angles, L4x3 1/2x3/8 x 25’-6”, including 2 – 5/8” U-bolts, nuts and washers.

Individual delivery orders will be from 10 to 80 units.

(n) CLIN 0020: Delivery orders for this item will consist of galvanized steel angles, L3x3x1/4 x 14’-6”, including 2 – 5/8” U-bolts, nuts and washers.

Individual delivery orders will be from 30 to 250 units.

(o) CLIN 0021: Delivery orders for this item will consist of Cor Ten steel channels, C8x11.5 x 25’-0”. Individual delivery orders will be from 10 to 100 units.

(2) Dulling Surface Treatment: The Section B CLIN 0007, Dulling surface treatment include providing a dulled galvanized surface in accordance with the Galvanizing paragraph below. Contractor shall provide dulling surface treatment only if required by the individual delivery order.

(3) Shop Assembly: The Section B CLIN 0008, Shop Assembly includes providing shop-assembled towers and/or extensions in accordance with the Shop Assembly paragraph below. The Contractor shall provide shop assembly only if required by the individual delivery order.

(4) Erection and Shop Drawings: The Section B CLINs 0009 and 0010 Erection and Shop Drawings include providing drawings in accordance with the Contractor-furnished drawings paragraph below.

(5) Measurement: Measurement for quantities will be made on the basis of computed black steel weights calculated in accordance with the AISC Code of Standard Practice for Steel Buildings and Bridges.

Weights, calculated as noted above, are shown on the Western-furnished drawings and shall be shown on the Contractor-furnished final erection drawings. Payment will be based thereon. The contractor will be paid for holes cut out of plates for splices, and base plates, but not the corners on round shapes. If these holes are large enough and can be used by the government, the contractor shall contact the COR for disposition instructions.

(6) Off Load Steel Steel Delivery Order: The section B CLIN 0016, Off Load Steel Delivery Order includes providing labor and equipment to off load the entire delivery order at the site designated in the delivery order. The material shall be off loaded in one pile at the delivery location. If more than one delivery location is required then an additional $400.00 will be paid for each additional delivery site. The additional delivery sites will be along the way to the designated site or less than 200 miles out of the way from this designated delivery site. The contractor shall determine if the site is too wet or soft for off loading the delivery order. The equipment for off loading shall be capable of maneuvering in gravel, such as in the substations, pavement or concrete parking areas, as well as firm soil out at a remote site.

b. WESTERN-FURNISHED DRAWINGS:

Western will furnish with each delivery order one reproducible of all material bills and shop detail drawings required for the Section B CLINs for furnishing steel towers.

Drawings shall be used to fabricate materials. Check all drawings carefully, particularly with respect to possible exceptions from Contractors standard notations and practice (such as allowance for extra length of bent members). Contractor shall have complete responsibility for proper fit of members.

c. CONTRACTOR-FURNISHED DRAWINGS:

(1) General: The Section B CLIN 0009, Erection and Shop Drawings for self-supporting or guyed lattice tower and extensions, include providing erection and detail drawings for one complete tower. The Section B CLIN 0010, Erection and Shop Drawings for revising or modifying existing self-supporting lattice towers and extensions will be for revisions to existing erection and detail drawings as required, and may include any piece or part of a lattice tower. Contractor shall prepare erection and shop drawings as outlined in this paragraph. Western will provide design/outline drawings similar to the drawings included in this solicitation or existing shop drawings.

The delivery order will indicate whether complete tower erection and detail drawings or revisions to existing erection and detail drawings are required.

(2) Approval Drawings: When drawings CLINs are specified in the delivery order, submit, for approval, checked drawings covering tower bodies and full range of extensions as indicated on the delivery order. Government approval time will not count against the delivery time specified in Section C of the Specifications.

Drawings shall include:

(a) Shop detail drawings of members and connections. Members shall be detailed in place where practical. Drawings consisting totally of individual members are not acceptable. Show field-drilled and abandoned bolt holes.

Western will approve all connections to verify structural integrity.

(b) Erection drawings showing the following:

(aa) Marking and position of each member and, for each joint, number, and length of bolts and number and size of ring fills. Number of field-drilled and abandoned bolt holes per joint, members to be removed, and new members to be added.

(bb) A complete bill of material, including bolts and weights, listing all material for one tower body or extension or portion shown thereon. Show number of pieces required; description of each price, including size and length; and mark number on which shop detail of each piece can be found. Total weight of one complete tower body or extension shall be noted on the drawing. Summarize weights for a subtotal of new, removed, and remaining structural components; a subtotal of new, removed, and remaining bolts, nuts, locknuts, and ring fills; a total weight of new material; and total weight. Calculate weights in accordance with Towers, General paragraph.

(c) Controlling dimensions of each tower body or leg extension.

(d) Western structure identification and reference drawing number.

(e) Type and grade of material and finish.

Drawings shall be new originals. Reproducibles of specifications or Western-furnished drawings are not acceptable.

Use United States standard units of measurement and English words, signs, and symbols.

Drawings shall be thoroughly checked for accuracy and completeness before submittal. Western will not check details and intermediate dimensions.

Western will return one print of each drawing marked to indicate required changes and approved or not approved. Change details which Western determines necessary to make the finished construction conform to the specifications.

(3) Final Original Drawings: Furnish originals of drawings and bills and material listed in subparagraph (2) above.

(4) Mailing Address:

(a) Approval Drawings: Forward two sets of 11" X 17" prints to the Western Area Power Administration, ATTN: A7920, P.O. Box 281213, Lakewood, CO 80228.

(b) Final Original Drawings: Forward by certified mail to the above address.

d. MATERIALS:

(1) Structure Steel:

(a) High-Strength Steel: ASTM A 572, Grade 50, or approved equal.

(b) Standard-Strength Steel: Other steel, including bar-size shape, shall conform to ASTM A 36.

(c) Structural Steel Tubing: ASTM A 500, Grade B.

(d) Where indicated on the drawings, structural steel shall be in accordance with ASTM A 572/A 572M, Grade 50, 60, or 65. This steel plate shall have a minimum longitudinal impact strength of 15 foot-pounds at minus 20F as determined by the Charpy V-Notch Impact Test in accordance with ASTM A 673/A 673M.

(2) Bolts and Nuts: Bolts and nuts shall conform to the requirements shown on drawing 41 2001 and the following:

(a) Connection Bolts and Recessed Heavy Hex Nuts:

(aa) ASTM A 394.

(bb) ASTM A 325, Type 1; The Contractor shall submit a bolt length and grip table for approval to Western Area Power Administration, ATTN:

A7920, P.O. Box 281213, Lakewood, CO 80228.

(b) Step Bolts and Nuts: ANSI/ASTM A 394, Type 1.

(c) Locknuts: Lockwashers, regular, galvanized, or Type MF, No. 1, regular, square, galvanized.

(3) Headed Shear Connectors: Low-carbon steel studs, 3/4-inch diameter, and 2 or 3 inches long after welding. Heads shall be 1 1/4-inch diameter and 3/8-inch minimum thickness. Shear connectors shall be equipped with appropriate ceramic arc shields. Shields or the shear connector ends shall be flux-filled for automatic welding application.

(4) Arc-Welding Electrodes: Arc-welding electrodes shall be in accordance with the latest edition of AWS Specifications for Iron and Steel Arc-Welding Electrodes and suitable for the base materials, positions, and other use conditions.

(5) Galvanizing Repair Paint: ASTM A780. Zinc dust-Zinc oxide paint shall have a minimum zinc content of 94 percent (dry film weight).

(6) Anchor Bolts and Nuts: J-type anchor bolts: ASTM A 36. Headed-type anchor bolts: ASTM A 307. Nuts: ASTM A 563, Grade A. ASTM A325, Type 1 bots and nuts.

(7) Washers: Beveled washers shall be malleable iron or steel. Washers for anchor bolts shall be steel or wrought-iron.

(8) Grating:

(a) Serrated Rectangular Grating: Federal Specification RR-G-661E, Type I or II, one-piece serrated-steel grating. Two standard sections of grating may be welded together to form a one-piece unit. End banding bars are required.

Furnish grating with manufacturers’ standard hold-down clips.

(b) Rectangular Grating: Federal Specification RR-6-661a, rectangular steel grating, type W/B, 1 x 1/8 bearing bars and 4 inch by 1 3/8 inch bar spacing.

End banding bars are required.

(9) Eyebolts: Forged steel ASTM A 668, Class C, and conform to the requirements shown on drawing (31 2003).

(10) Steel Pipe: ASTM A 53, Grade B.

(11) Arc-Welding Electrodes: Use matching weld metal in accordance with the latest edition of AWS Code D1.1 (Structural Welding), except that the minimum tensile strength for Group I filler metal shall be 70 ksi or as specified on the drawings.

(12) Guys: ASTM A 475, extra-high-strength.

(13) Guy Hardware, Anchor Shaft, and Attachments: Guy hardware and attachment shall be of the type and manufactures rated strength as specified on the approved shop detail and erection drawings. Steel guy hardware, anchor shaft and attachments shall be galvanized.

(14) Ring Fills: ring fills shall be of the type and size specified on the drawings. If not specified on the drawings they shall be 1" diameter, with required thickness and with 11/16" holes drilled in the center for 5/8" bolts. Ring fills for 3/4" bolts shall be 1

3/4" diameter, with required thickness and with 7/8" holes in center. All edges shall be smooth and free of all burns and rough edges.

(15) Sleeves: Shall be Guyline Guardians as manufactured by Hughey and Phillips, Inc., 2162 Union Plaza, Semi Valley, CA 93065 or approved equal.

e. DESIGN DETAILS FOR WESTERN-FURNISHED DRAWINGS:

(1) Member Sizes: Sizes shall be as shown on the drawings. Substitutions shall not be made without written approval. Approval shall be given where the Contractor furnishes satisfactory proof the non availability of the originally indicated size.

(2) Details: Details shall be as shown on the drawings, subject to minor revisions as may result from the Contractors’ checks noted in the Western-Furnished Drawings and the Shop Assembly paragraphs.

(3) Bolts, Nuts, and Ring Fills: Bolts, nuts, and ring fills shall be the quantities, types, and sizes called for in the material lists including lockwashers. The quantities of the various connection bolt lengths shall be adjusted, if necessary, as a result of the shop assembly.

(4) Forged Hanger: Hangers may be fabricated from welded components, provided the welds are complete penetration and ultrasonically tested in accordance with the latest edition of the AWS Structural Welding Code, D1.1.

f. DESIGN DETAILS FOR CONTRACTOR-FURNISHED DRAWINGS:

(1) General: Member sizes, details, and setting dimensions for stubs shall be as shown on drawings. Connection details shown on drawings may be varied slightly;

provided, the change is in accordance with the specifications.

(2) Splices: Splice locations and details shall be as shown on drawings. Splices shall be at or directly above panel points. Splice angle thickness shall be heavier member unless otherwise shown on drawings. Grind splice angles at heel to fit fillets of outside angles. Do not use fillers between splice angles and main members of splices. Use a minimum of six bolts (three in each leg) in splices unless otherwise shown on drawings.

(3) Connections: Bolt connections using a minimum number of gusset plates. If elimination of gusset plates would increase joint eccentricity beyond a reasonable amount, use gusset plates. Clip corners of web members to eliminate or reduce eccentricity. Where gusset plates are used connect compression web members to main members with at least one bolt. Where fills are required at two or more adjacent holes, use a single-plate fill instead of ring fills.

Unless otherwise shown on drawings, the following conditions shall be met:

(a) Stressed web members shall be connected by at least two bolts.

(b) Secondary members may have one bolt connection placed on inner gage line. Where possible, without impairing strength of main members, two bolts shall be used.

(c) Diagonal tension web members may be connected entirely on a gusset to avoid use of fills.

(d) Diagonals shall be one piece and connected at the point of intersection by one or more bolts.

(e) Reinforce stressed members where outstanding leg is blocked out.

Stripping of outstanding angle legs will not be permitted unless approved by Western.

(f) Gusset plates for stressed members shall be at least 1/16-inch thicker than the connected web member.

(g) Provide ring fills at intersection of diagonal members when distance between two members, at intersection, exceeds 1/16-inch per foot of length of one of the members.

(h) Ends of outstanding legs of web member angles 2 inches and over shall be cut at 45 degrees where practicable.

(4) Double-angle Web Members: Connect members as follows:

(a) Tension members at 3-foot maximum intervals with stitch bolts and ring fills.

(b) Compression members with stitch bolts and ring fills spaced to that L/r ratio for one angle is not greater than the L/r ratio of double-angle member (maximum of 2 feet).

(c) With stitch bolts at a minimum of two locations between panel points.

(d) With one stitch bolt on the inner gage line when connected legs are 4 inches and smaller.

(e) With two stitch bolts and one filler plate (one bolt on each gage line) when connected legs are larger than 4 inches.

(5) Long Tension Members: Members carrying tension only or designated on drawings for draw shall be detailed shorter than theoretically required length.

Members 10 feet or less in length shall be detailed 1/8-inch short. Unspliced members more than 10 feet in length shall be detailed short by an amount equal to 1/16 inch for each 10 feet length, or major fraction thereof, plus 1/16 inch (maximum of 1/4 inch). Spliced members shall be detailed short an additional 1/16 inch for each lap splice or 1/8 inch for each butt splice.

(6) Connection Bolts: Threads shall not be in shear plane for ASTM A 394 Type 1 bolts. ASTM A 325 Type 1 bolts shall be long enough for full thread engagement of a recessed heavy hex nut and a lockwasher. Connection bolts shall be same type and grade for complete tower, unless shown in drawings. Provide lockwashers for bolts. Provide beveled washers for bolts in sloped flanges. Provide bolts, nuts, lockwashers, and beveled washers in quantity sufficient to compensate for normal field losses (2 percent maximum).

(7) Bolt Spacing: Unless otherwise shown on drawings or authorized by Western, minimum center to center hole spacing shall be as shown in Table C1-1. Where practical, spacing shall not be less than 3 diameters. Wherever possible, distance from bolt center to face of member shall permit socket wrench use.

TABLE C1-1 -- BOLT HOLE CLEARANCES (inches)

Minimum Edge Distance

Bolt Diameter

(inch)

Rolled or

Flame-Cut* Edge

Sheared

Edge

Minimum Center to

Center

5/8

7/8 1 1/8

1 1/2

¾

1 1 1/4

1 7/8

7/8

1 ¼ 1 3/8

2 1/4

*Where flame cuts are made by mechanically guided torch.

(8) Edge Distance: Unless otherwise shown on drawings or authorized by Western, Distance between member edge and bolt hole center shall not be less than shown in Table C1-1. In detailing gage lines, make allowance for mill tolerances in width of legs or flanges to ensure meeting specified minimum edge distance.

(9) Step Bolts and Eyebolts: Provide step bolts and eyebolts for each tower body as shown on drawings. Provide holes for step bolts for full length of leg extensions.

On new or changed designs, place space step bolts approximately 12 inches apart.

Provide holes for step bolts on inner gage line of all leg angles and space to avoid climbing interference with outstanding leg of structure web members.

g. FABRICATION:

(1) Straightening Material: Before being laid out or worked in any manner, structural material shall be straight, free from sharp kinks and bends, and clean of rust and dirt. If straightening is necessary, no metal damage shall result.

(2) Shearing and Cutting: Shearing and cutting shall be finished neatly on all material. Copes and re-entrant cuts shall be filleted before cutting. All flame cuttings shall be perform using mechanically guided torches.

(3) Holes: Holes in steel less than 13/16-inch thick may be punched to full size unless otherwise shown on the drawings. Holes shown on drawings as drilled holes and holes in steel 13/16-inch thick or more shall be drilled or subpunched and reamed. Holes shall be clean cut and without torn or ragged edges. Burrs resulting from reaming or drilling shall be removed with a tool making a 1/16-inch bevel.

Holes shall be cylindrical and perpendicular to the member. To avoid hole distortion and when holes are within 4 inches of a bending point, holes shall be made after bending.

(4) Punching: For punching to full size, the punch diameter shall be the nominal hole diameter and the die diameter shall not be more than 1/16-inch larger than the punch diameter. For subpunching, the punch diameter shall be 1/4 inch smaller than the nominal hole diameter and the die diameter not be more than 3/32 inch larger than the punch diameter. For reamed work, subpunching and reaming shall not result in a punched surface in the hole periphery.

(5) Reaming and Drilling: No reaming will be allowed unless specified in the drawing. The finished hole diameter shall be as shown on the solicitation drawings.

(6) Punching, Reaming, and Drilling Accuracy: Holes shall be spaced accurately in accordance with the drawings and located on the gage lines. The maximum allowable variation in hole spacing is 1/32 inch.

(7) Welding: Welding shall be done only in areas specified on the drawings.

Welding shall be performed in accordance with the latest edition of the AWS Structural Welding Code, D1.1. Use a shielded arc welding process. Headed shear connectors for the stubs shall be end-welded with automatic end welding guns.

Other welds shall be as shown on the drawings and made so that residual shrinkage stresses will be a minimum. No stress-relieving treatment is required. If not previously qualified, the welding procedure and welding operators shall be qualified in accordance with the latest AWS Structural Welding Code.

(8) Weld Testing:

(a) Visual Inspection: In addition to the ultrasonic tests required below, welds shall be visually inspected following the procedures, techniques, and standards of AWS D1.1-94.

(b) Ultrasonic: Perform ultrasonic tests in accordance with AWS D1.1, Section 6, on all welds. Test the entire length of complete joint penetration shop and field welds. Test shall be performed before galvanizing; except, that for complete joint penetration welds used at T-joints (as defined by AWS D1.1, Section 2), the tests shall be after galvanizing if the thicker plate is more than three times the thickness of the thinner plate.

(c) Magnetic Particle and Dye Penetrant: The COR may require magnetic particle or dye penetrant testing of any weld where the appearance or the configuration suggests a possibility of cracking. The technique and procedure for magnetic particle testing shall be according to ASTM E 709. The technique and procedures for dye penetrant testing shall be according to ASTM E 165.

The standards of acceptance for both types of testing shall be according to the AWS D1.1 Code.

(d) Weld Repair: Repair defective welds and reexamine according to ANSI/AWS D1.1. Welds with discontinuities that do not meet the acceptance criteria shall be rejected. Discontinuities include, but are not limited to the following:

(1) Porosity

(2) Incomplete fusion

(3) Incomplete joint penetration

(4) Undercut

(5) Overlap

(6) Cracks

(7) Slag inclusion

(8) Excessive reinforcement

(e) Reports: The Contractor shall submit a copy of all weld tests and reports, including visual tests, as soon as the tests are done to Western. The report shall include the date, person who performed the test, describe all areas tested and any other relevant information. Submit two copies to: Western Area Power Administration, P.O. Box 281213, ATTN: A7920, Lakewood, CO 80228.

(9) Base Plates: Base plates shall be straight, true, and square cut. Grind torch-cut edges straight and smooth.

(10) Compression Joints: Compression joint surfaces depending on contact bearing shall be faced to have full contact bearing when aligned and welded.

(11) Cold Forming: The Contractor shall have documented, detailed procedures describing cold forming. Methods shall produce bends without an undue amount of cracking. Cracking or opening of surface laminations shall be investigated and repairs performed, inspected, and recorded. Plates displaying gross cracks, laminations, or lamellar tears shall be rejected. The radius of any inside corner shall be the greater of three times the specified wall thickness, or as provided by the first edition of the AISC Manual of Steel Construction - Load and Resistance Factor Design.

h. MARKING: Individual pieces shall be marked with the designation shown on the Western-furnished shop drawings. Markings shall be stamped into the metal before galvanizing. The numerals or letters shall be ½” minimum height, clearly legible after galvanizing, and circled or bracketed with black paint. Anchor bolts may be identified by tagging. In designating members, use as few designations as possible; and each member of identical size and detail shall have the same designation regardless of its position in the structure. Mating parts shall be match-marked.

i. SHOP ASSEMBLY:

(1) General: Shop assemble complete tower bodies, and/or extensions, as indicated in the delivery order, including all bolts and plates. Western shall be notified if tower members are individually made and separate from one tower to the next; since additional shop assembly may be required.

(2) Assembly: Reaming of unfair holes is not permitted. A reasonable amount of drifting is allowed in assembly. A reasonable amount of drifting is defined as drifting without causing hole elongation or deformation of members. If with the use of a bull pin the material cannot be assembled, it shall be refabricated. Shop-assembled parts shall be dismantled for shipment.

Bolts used in shop assembly shall be of the length called for on the erection drawings. Where the indicated length is too short to permit acceptable assembly, the next longer bolt increment shall be provided.

If assembly is from Contractor-furnished drawings, provide revised drawings showing changes in accordance with Contractor-Furnished Drawings paragraph.

If assembly is from Western-furnished drawings, provide one marked print of affected drawings showing changes to Western Area Power Administration, ATTN:

A7920, P.O. Box 281213, Lakewood, CO 80228. Drawings will be revised and new reproducibles furnished in accordance with Western-Furnished Drawings paragraph.

j. GALVANIZING:

(1) Cleaning: After shopwork completion, materials shall be clean of rust, loose scale, dirt, oil, grease, slag and other foreign substances.

(2) Plate and Shape Galvanizing: Plates and shapes shall be galvanized after fabrication. After cleaning, materials shall be zinc coated (galvanized) in accordance with ASTM A 123. Where member lengths prevent dipping in one operation, care shall be exercised to prevent warping. Finished compression members shall not have lateral variations greater than 1/1000 the axial length between the points which are to be supported laterally. Double dipping of closed-member shapes will not be permitted. Holes shall be free of excess spelter after galvanizing.

(3) Hardware Galvanizing: Bolts, nuts, washers, and locknuts shall be galvanized in accordance with ASTM A 153. Excess spelter shall be removed by centrifugal spinning.

(4) Straightening After Galvanizing: Plates and shapes which have been warped by the galvanizing process shall be straightened by being rerolled or pressed. The material shall not be hammered or otherwise straightened in a manner that will damage the protective coating. If, in the opinion of the Contracting Officers Representative (COR), material has been harmfully bent or warped, it shall be rejected.

(5) Galvanizing Repair: Material with damaged galvanizing shall be redipped unless the damage is local and can be repaired by zinc dust-zinc oxide paint. If the galvanized coating becomes damaged after being dipped twice, the material shall be rejected. Where repair is authorized, the damaged area shall be cleaned by wiping with clean rags saturated with mineral spirits or xylene, followed by wire brushing.

The area shall be recleaned with solvent to remove residue and given two coats of zinc dust-zinc oxide paint, in accordance with ASTM A 780.

(6) Dulling Surface Treatment: When required, galvanized surfaces shall be treated to provide a coloration of aged, naturally-weathered, dulled galvanized steel, except it may be a gray or blackish gray. Treatment shall dull the shine and reflectance of surfaces and provide a generally uniform appearance over each surface and between separately galvanized and treated members. The dulling shall be accomplished by a submersion procedure for treatment and rinsing of all surfaces.

Soft or water soluble surface deposits resulting from the treatment shall be removed by rinsing. The treatment shall have a life of at least 1 year and not be detrimental to the service life of the protective zinc coating. Dulled surfaces shall be free of white rust (zinc oxide).

Bolts, nuts, and lockwashers need not receive the dulling treatment, provided the as-galvanized appearance approximates the naturally-weathered galvanized steel.

Stub angles do not need to be dulled.

The Contractors proposed surface treatment materials, procedures, and results shall be subject to Western approval. Alternate methods of dulling may be approved by the COR. To obtain approval, the Contractor shall submit chemical composition of the treatment, application procedure, background history of use, two samples representing the lightest shade, and two samples representing the darkest shade.

Required samples:

(a) Galvanized steel panels, 3 inches by 6 inches by 1/4-inch thick.

(b) Bolts.

(c) Nuts.

(d) Lockwashers.

If approved, the samples shall constitute the comparison standards for dulled galvanized steel inspection. Data and samples shall be sent to the Western Area Power Administration, ATTN: A7920, P.O. Box 281213, Lakewood, CO 80228.

(7) Vent and Drain Holes: Vent and drain holes for closed-member shapes are shown on the drawings. Vent holes shown on the drawings are required for proper air circulation after galvanizing and shall not be changed by the Contractor.

C2. QUALITY CONTROL:

a. GENERAL: Contractor shall define and implement quality control methods, procedures and functions which shall be available for review and approval by Western.

The Contractor shall maintain records on material specifications, mill test reports, welding procedures, welders and tackers identification and qualifications, welding electrode specifications types of inspections, and inspectors test results and visual and nondestructive test records.

The Contractor shall inspect components parts and welds to ensure conformance to:

drawings, dimensional compliance, procedures, overall workmanship, weld contour, and weld site.

b. WORKMANSHIP AND DEFECTIVE MATERIALS: Work shall be equal to best modern practice in the manufacture and fabrication of materials. Design details or fabrication not covered by the drawings or this solicitation shall conform to the latest edition of the AISC Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings. Contractor shall be responsible for the correct fitting of parts and replace defective materials discovered during erection.

c. MILL TEST REPORTS: After receipt of individual delivery orders, submit certified copies of reports of the chemical analysis and physical tests of structural steel and bolts and the chemical analysis and coating tests of galvanizing.

Certified mill test reports for steel shapes and plates shall show customers order, mill order, and individual delivery order number. Mill certification shall show the weights of steel furnished for each size and heat number represented by the tests. No material shall be shipped until certified copies of reports have been received.

Send one copy of each report to:

(1) Western Area Power Administration, ATTN: A7920, P.O. Box 281213, Lakewood, CO 80228.

(2) Western Area Power Administration Assistant Area Manager for Construction, Construction Engineer, District Manager, or designated representative as indicated on each delivery order.

C3. DRAWINGS:

The following drawings are attached to the Solicitation as ATTACHMENT “D-2“

a. STANDARD STEEL TOWERS:

1. 43-25D 2200 25D Tower - 50-foot Body

2. 43-25D 2202 25D Tower - 70-foot Body and Leg Extensions

3. 43-26D 2200 26D Tower - 50-foot and 70-foot Bodies

4. 43-200MW-2200 - Standard Microwave Tower, 200-foot Self Supported Tower

Outline

5. 43-200MW-2201 - Standard Microwave Tower, 200-foot Self Supported Upper

55’-0” Feet

6. 55-7100 SHT 2 – Guyed tower 56” Installation, 200-foot Guyed tower

7. 55-7100 SHT 3 – Section 0-20’ Erection Dwg, 200-foot Guyed tower

8. 55-7100 SHT 34 – Leg Details, 200-foot Guyed tower

9. 43-210MW-2200 - Standard microwave Tower, 210’-0” 3-Leg – Tower Outline

10. 43-210MW-2302-1 - Standard microwave Tower, 210’-0” 3-Leg – Partial

Erection Vert Panels 4-8.

11. 43-210MW-2480 - Standard microwave Tower, 210’-0” 3-Leg - Std Legs 180’-

0” thru 210’-0”

12. 41-6133b – Standard Designs Transmission Lines Steel Angle Details for wood structures

b. STANDARD LATTICE STEEL STRUCTURE DRAWINGS:

13. SA2

14. SHX-E1

15. SHX-E2

16. SHX-E3

17. SHX-E4

18. SHX-E4A

19. SHX-E5

20. SHX-E6

21. SHX-E7

22. SHX-1

23. SHX-2

24. SHX-3

25. SHX-4

26. SHX-5

27. SHX-6

28. SHX-7

29. SHX-8

30. SHX-9

31. SHX-10

c. STANDARD TOWER BOLTS:

32. 41 2001 - Transmission Line - Tower Bolts

d. STANDARD TUBULAR STEEL SUBSTATION STRUCTURES:

33. SS2 - 69 thru 115-kV Standard Disconnect Switch Support 34 TOS 27 - 230-kV Standard Take Off Structure

35. TOS 28 - 230-kV Standard Take Off Structure - Details

36. 31 2003 - Substation Standards Typical Eyebolt and Step Bolt Details

e. SAMPLE TYPICAL FORMED PLATE TUBULAR STEEL SUBSTATION

STRUCTURES:

37. OBN-2014 – 230kV Take-Off structure type 1

38. OBN-2015 – 230kV Take-Off structure type 1 assemblies and connections

39. OBN-2016 – 230kV Take-Off structure type 1 assemblies and connections

40. VFO-2602 – 55 foot Ground Mast type 1

41. MDE-2600 – Spare Bushing Rack

C.4 TIME AND PLACE OF DELIVERY

The articles to be furnished hereunder shall be delivered to various Western Area Power Administration sites located in 15 Western states (see below), all transportation charges paid by the contractor F.O.B. destination. Delivery points of the steel structures will be in surface storage areas adjacent to all-weather roads. Off-road delivery to individual tower sites will not be required, unless a suitable road is available as determined by the driver of the contractors’ truck. Western Area Power Administration personnel or agents will unload and store the materials, unless unloading is required under bid item 0016. If unloading is required the contractor shall determine suitable areas for the equipment to unload the delivery order. The delivery order shall be unloaded in one location per order. If more than one delivery location is required then an additional $400 will be paid for each additional delivery site. All unloading of steel by the contractor will be called out for in the delivery order.

CLIN DESTINATION

001, 002, 003, 004, 005, 006, 007, 008 Any destination at any Western Area 009, 0010, 0011, 0012, 0013, 0014 Power Administration facility, 0015, 0016, 0017, 0018, 0019, 0020 to be specified in each and 0021. delivery order. Western estimates that

40 percent of the material will be required at facilities in North Dakota and South Dakota. Other primary delivery locations include:

Billings, Montana, Casper, Wyoming;

Montrose, Colorado; Phoenix, Arizona;

Redding California; or any of the 17 western States that Western operates in.

Western Area Power Administration, 12155 W. Alameda Pkwy. ATTN: A7920 P.O. Box 281213 Lakewood, CO 80228.

The Contractor shall telephone the Western Area Power Administration designated representative as indicated on each delivery order, at least 1 (one) week in advance and again 48 hours prior to material arrival at delivery point.

The Government requires delivery to be made according to the following schedule:

CLIN DESCRIPTION DELIVERY DATE

0001 Bolts, nuts, anchor bolts, 21 days from date of delivery order and platforms, Quantity A

0002 Bolts, nuts, anchor bolts, 30 days from date of delivery order and platforms, Quantity B

0003 Steel Towers, Quantity A 30 days from date of delivery order

0004 Steel Towers, Quantity B 60 days from date of delivery order

0005 Steel Towers, Quantity C 75 days from date of delivery order

0006 Steel Towers, Quantity D 90 days from date of delivery order

0009 Erection and shop drawings 100 days from date of delivery order for self-supporting or guyed lattice tower and extensions

0010 Erection and shop drawings 30 days from date of delivery order for revising or modifying existing self-supporting lattice towers and extensions

0012 Tubular Steel Structures 45 days after date of delivery order Quantity A

0013 Tubular Steel Structures 70 days after date of delivery order Quantity B

CLIN DESCRIPTION DELIVERY DATE

0014 Tubular Steel Structures 80 days after date of delivery order Quantity C

0015 Formed Tubular Steel 90 days after date of delivery order Structures

0017 Spare Bushing Racks 45 days after date of delivery order

0018 Bedrail – angles mark B2 75 days after date of delivery order

0019 Bedrail – angles mark B4 60 days after date of delivery order

0020 Bedrail – angles mark B6 75 days after date of delivery order

0021 Cor Ten Channels 60 days after date of delivery order

The delivery time shown above for all Steel Tower and Tubular Steel Structures CLINs will be increased by 15 calendar days if the Section B CLIN, 0007, Dulling Surface Treatment and/or CLIN 0008, Shop Assembly are required.

The delivery time shown above for Erection and Shop Drawings CLINs is the time allowed to furnish the initial submittal of approval drawings as outlined in the Specifications, paragraph C1.c.(2). The resubmittal of revised approval drawings shall be made within 20 calendar days after drawings are mailed to the Contractor.