Attachment_ CRCBF-07 Steel SECTION 1000.pdf

SECTION 1000

33 72 00 TND Substation

Structures

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SECTION 33 72 00 – SUBSTATION STRUCTURES

PART 1 - GENERAL

1.01 SUMMARY:

A. This SECTION covers the design, detailing, materials, fabrication, and labor necessary to furnish and deliver for the Owner all substation steel structures complete.

B. Major items to be furnished under this SECTION include the items listed below.

1. (9) – 230kV CCVT Support; designed by BMcD, fabricated by vendor

2. (9) – 230kV Single Phase High Bus Support; designed by BMcD, fabricated by vendor

3. (11) – 230kV Arrester Support; designed by BMcD, fabricated by vendor

4. (3) – 230kV H-Frame; design & fabricated by vendor

5. (7) – 230kV High Switch Support; designed by BMcD, fabricated by vendor

6. (36) – 230kV Single Phase Low Bus Support; designed by BMcD, fabricated by vendor

7. (4) – 230kV Low Switch Support; designed by BMcD, fabricated by vendor

8. (2) – 230kV SSVT Support; designed by BMcD, fabricated by vendor

9. (1) – Shield Mast with static wire; design & fabricated by vendor

C. Related Work Specified Elsewhere:

1. Summary of Work: SECTION 01 11 01

2. Submittals: SECTION 01 33 01

3. General Requirements: SECTION 01 86 26

1.02 REFERENCES:

A. Design of structures shall conform to the latest requirements of the following, as specified and as modified by provisions of this specification:

1. American Institute of Steel Construction (AISC).

a. Manual of Steel Construction.

b. Quality Criteria and Inspection Standards.

2. American Society of Civil Engineers (ASCE).

a. Minimum Design Loads for Buildings and Other Structures, Standard No. 7.

b. Design of Steel Transmission Pole Structures, Standard No. 48.

c. Guide for the Design of Steel Transmission Towers, Manual No. 10.

d. Guidelines for Electrical Transmission Line Structural Loading, Manual No. 74.

e. Substation Structure Design Guide, Manual No. 113.

3. American Concrete Institute (ACI).

a. 318 - Building Code Requirements for Reinforced Concrete.

4. International Code Council (ICC):

a. International Building Code.

5. Aluminum Association (AA):

a. Aluminum Design Manual

6. American National Standards Institute (ANSI):

a. C2 - National Electric Safety Code

7. American Welding Society (AWS):

a. D.1.1. - Structural Welding Code: Steel.

b. D.2.1. - Structural Welding Code: Aluminum

8. In cases where the above standards are in conflict, unless specifically noted elsewhere in the contract documents, the most stringent requirements shall govern.

SECTION 33 72 00 TND - SUBSTATION STRUCTURES: continued

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B. Structures shall be fabricated, assembled and tested in conformance with the latest revision of the following, as applicable:

1. American National Standards Institute (ANSI).

a. B18.2.1 - Square and Hex Bolts and Screws Inch Series.

b. B18.2.2 - Square and Hex Nuts.

2. American Society for Testing and Materials (ASTM).

a. A6 - General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural use.

b. A36 - Structural Steel.

c. A90 - Tests Method for Weight of Coating on Iron and Steel Articles with Zinc or

Zinc-Alloy Coatings.

d. A123 - Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

e. A143 - Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel

Products and Procedure for Detecting Embrittlement.

f. A153 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

g. A239 - Locating the Thinnest Spot in a Zinc (Galvanized) Coating on Iron or Steel

Articles by the Preece Test (Copper Sulfate Dip).

h. A325 - Structural Bolts Steel, Heat Treated, Minimum Tensile Strength.

i. A370 - Test Method and Definitions for Mechanical Testing of Steel Products.

j. A384 - Safeguarding Against Warpage and Distortion During Hot-Dip Galvanizing of Steel Assemblies.

k. A394 - Zinc-Coated and Bare Steel Transmission Tower Bolts and Nuts.

l. A449 - Quenched and Tempered Steel Bolts and Studs.

m. A490 - Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength.

n. A500 - Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in

Rounds and Shapes

o. A595 - Steel Tubes, Low-Carbon or High-Strength Low-Alloy, Tapered for

Structural Use

p. A563 - Carbon and Alloy Steel Nuts.

q. A572 - High-Strength Low Alloy Columbium - Vanadium Steels of Structural

Quality.

r. A615 – Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

s. A678 - Quenched and Tempered Carbon-Steel and High Strength Low-Alloy Plates for Structural Steel Applications.

t. A992 – Structural Steel Shapes

u. B695 - Coatings of Zinc Mechanically Deposited on Iron and Steel.

v. B833 - Zinc and Zinc Alloy Wire for Thermal Spraying (Metallizing) for the

Corrosion Protection of Steel.

w. E376 - Measuring Coating Thickness by Magnetic-Field or Eddy-current

(Electromagnetic) Test Methods.

x. F1554 – Anchor Bolts, Steel, 36, 55 and 105 ksi Yield Strength

y. F2329 - Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy

Steel Bolts, Screws, Washers, Nuts and Special Threaded Fasteners.

3. American Welding Society (AWS):

a. D.1.1. - Structural Welding Code: Steel.

b. D.2.1. - Structural Welding Code: Aluminum

1.03 APPROVED VENDORS:

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A. Structures designed and fabricated under this SECTION shall be designed and fabricated by an owner approved vendor.

B. Third party materials furnished shall be approved by the Owner or Engineer:

1.04 QUALITY ASSURANCE

A. Fabricators of substation structures supplied under this SECTION shall be subject to the approval of the Engineer and shall have the following qualifications:

1. They shall be regularly engaged in the fabrication of substation structures of the type furnished for this Contract.

2. They shall have previously designed and fabricated substation structures of the general types specified.

3. They shall have a qualified design staff regularly devoted to the design and detailing of substation structures.

1.05 SUBMITTALS:

A. Submittals shall be submitted as specified in DIVISION 1.

B. A complete set of submittals shall be furnished for each individual substation. No common drawings for different substations will be allowed.

C. Photographic reproductions or copies of the Contract Documents or parts thereof will not be accepted as submittals.

D. Complete fabrication and erection drawings supplied shall be furnished including, but not limited to, the following:

1. A scaled drawing showing the location and code marking (piece mark) of each piece in the structure, the location, size, grade and number of bolts for all connections, anchor bolt size and projection, and the weight of the entire structure and major subassemblies.

2. Drawings showing each individual piece in sufficient detail for shop fabrication including shipping weight.

3. Anchorage and structure setting plans showing the number, location, orientation and size of all anchoring.

E. The following design information shall be furnished for each structure.

1. A scaled drawing showing the size and location of each member of the structure.

2. A drawing showing the magnitude, direction, and point of application of each load for every loading condition with the resultant foundation reactions resolved into the vertical loads, shears and moments along the principal axes of the structure at each base plate.

3. Complete design calculations when used in the final design of each structure for the maximum loading condition:

a. Strength design of structure using Load Resistance Factored Design (LRFD) as indicated in Table 2.02.B.1.

b. Support reactions listed using Table 2.02.B.1.

c. Deflection checks using Table 2.02.B.2 in accordance with ASCE 113.

4. For all substation deadend structures, data files in PLS-POLE (latest version) format of the model of each deadend structure type shall be provided for inclusion in the Owner’s PLS-CADD design model. All PLS-POLE model files shall be submitted in “backup” file format with one set of commonly reference library files.

5. All final calculations and drawings shall be performed by, or under the direct supervision, of a Professional Engineer in the jurisdiction in which the project is located. All final calculations and drawings shall be sealed by a registered Professional Engineer.

PART 2 - PRODUCTS

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2.01 GENERAL:

A. Provide new materials free from defects and suitable for their application and the mechanical stresses to which they will be subjected.

B. All wire tensioned structures shall be designed for the loads indicated and be of lattice, standard shape, or tubular construction as defined below in paragraph 2.01.C. All self-supporting single-column shield wire structures or masts shall be tubular. Direct embedment is not allowed for shield wire or mast structures.

C. All equipment structures shall be of lattice, standard shape, or tubular construction. Structure shapes are defined as follows:

1. Standard shape - a structure consisting principally of rolled "W”, "I", and “C” sections with loads carried in tension, compression, and bending and having all members carrying calculated stresses. Rolled angle sections may be used as truss components and bracing members.

2. Tubular - a structure composed of closed sections (tubes) of circular, multi-sided, or elliptical cross section and tapered or untapered - with loads carried in tension, compression and bending and having all members carrying calculated stresses.

D. All wire tensioned structures shall have a maximum foundation rotation of 0.5-degrees in any direction unless specifically specified elsewhere in the contract documents. Rotation is measured from the vertical axis of the column and rotated at the ground line.

2.02 LOADINGS:

A. For wire tensioned structures, the structures shall be designed with the loadings as indicated in the loading diagrams provided.

B. Importance factors (IFW) for Wind loading and (IFI) Ice with Wind loads shall be a 1.0 factor corresponding to a 50 year mean occurance interval, unless otherwise specified.

C. For deflection load cases, the extreme wind velocity shall be reduced to 78% of the design wind speed. For the Ice with Wind load case, the ice thickness shall be reduced to 50% of the design ice thickness corresponding to a 5 year mean occurance interval, unless otherwise specified.

D. All substation equipment structures specified shall be designed using the following load combinations in accordance with ASCE 113:

TABLE 2.02.B.1 - STRENGTH DESIGN LOAD CASES (LRFD)

Substation Equipment Structures

Case 1 – Extreme Wind 1.1 D + 1.2 WIFW + 0.75 SC Case 2 – Ice with Wind 1.1 D + 1.2 IWIFI + 1.2 WIIFI + 0.75 SC Case 3 – Full Short Circuit 1.1 D + 1.0 SC Case 4 - Seismic 1.1 D + 1.25 E (or EFS)IFE + 0.75 SC

TABLE 2.02.B.2 - DEFLECTION LOAD CASES

Substation Equipment Structures

Case 5 – Extreme Wind 1.0 D + 1.0 W Case 6 – Ice with Wind 1.0 D + 1.0 IW + 1.0 WI

2.03 DESIGN:

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A. Standard shape structures shall be designed in accordance with the AISC Manual of Steel Construction and ASCE 113.

B. Tubular structures shall be designed in accordance with ASCE 48.

C. Short circuit application for three phase structures shall have a convention where the middle phase receives a short circuit load in the opposite direction as the outside phases.

D. Structures shall have the number of support points (legs) and general layout indicated.

E. Lightning diversion masts without shield wires shall be designed to resist wind induced oscillations or provide devices to reduce motion.

F. All field connections shall use galvanized bolts and nuts as fasteners. No field welding shall be required. Furnish at least ten percent spares of each size bolt, nut, washer, etc., required in assembly. Self-locking type nuts shall not be used.

G. All bolted shear connections shall be designed as bearing connections with the bolts' threads in the shear plane or planes.

H. Deflections of structures under the specified loads shall be less than those specified in ASCE 113.

I. Baseplates and anchor bolts shall be designed for structures to be supported by leveling nuts on the anchor bolts without grouting. The dimension from top of foundation to bottom of base plate shall be a minimum of 1.5 times the bolt diameter and a maximum of 2.0 times the bolt diameter unless otherwise specified on the drawings.

J. Arrange all structural members so that there are no pockets which can accumulate moisture without draining.

K. Provide all drilling, punching, mounting plates, brackets, etc., for addition of future equipment on the structures and for future extensions of the structures as indicated.

L. Provide all drilling, punching, mounting plates, brackets, etc., for all miscellaneous equipment to be mounted on the structures such as nameplates, fuse and terminal cabinets, phase identification tags, etc.

M. If direct embedded type structures are allowed, the structure shall be opened at the bottom with bearing plate. Bearing plate shall be designed for the minimum bearing area as identified.

2.04 DETAILS:

A. Each member of a structure shall have identifying numbers and letters (piece marks), keyed to the fabrication and erection drawings for each substation, with characters a minimum of 1/2-inch high stamped into the steel prior to galvanizing. Piece marks shall be circled with black indelible ink after galvanizing.

B. Provide specific instructions and torque values required for each type of connection.

C. Disconnect switch stands temporarily used as bus support stands shall be identical to those being supplied for disconnect switches, with additional channels, spacers, etc. used to support the bus support insulators at the correct height.

D. For tapered - tubular structures, the supplier shall provide all necessary instructions and proceedures for installation of slip-joints. The minimum overlap length shall be a minimum of 1.5 times the maximum inside diameter of the female section including fabrication tolerances.

E. Field welds shall not be permitted unless specified by Owner or Engineer.

F. Miscellaneous items:

1. 9/16” diameter holes or lugs shall be provided at the base of each structure and at maximum of six-foot (6'-0") intervals vertically and four-feet (4'-0") horizontally along runs of ground cable required for grounding surge arresters, instrument transformers or

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other equipment. Provide additional holes for locations receiving conduits as required for instrument transformers at the same intervals indicated.

2. A NEMA 2-hole ground pad shall be supplied at no more than 1’-6” from the top of the baseplate for all structures.

3. Provide provisions for lighting and or camera mounts as indicated.

4. Provide mounting for junction boxes for all instrument transformers as indicated on structure columns. Center of boxes shall be 3’-6” from bottom of column baseplate.

2.05 PROTECTIVE COATING:

A. All steel members shall be hot-dipped galvanized after all hole punching, drilling, bending, clipping, coping, welding or other forming or fabricating operations have been completed.

B. Galvanizing for structural members shall be in accordance with ASTM A123 and ASTM

A143.

C. Bolts and hardware shall be galvanized in accordance with ASTM A153 and F2329.

1. Finish: Provide a galvanized coating that is continuous, adherent and free of uncoated spots, blisters, chemical flux and projections which will interfere with the intended use of the structure and assemblies. Holes shall be clean and free of superfluous spelter.

2. The Steel Vendor shall be responsible for all field repair of damage to the galvanized coating occurring during shipping process. A minimum of two gallons of a suitable cold galvanizing compound shall be supplied for field repair.

D. Thermal Spraying:

1. Thermal spraying is acceptable for field repair only.

2. Surface Preparation: Pre-clean by dry abrasive blasting using compressed air with oil and moisture separators in the lines to obtain a thoroughly cleaned and roughened base.

Abrasives shall be angular and sharp and kept free from contamination and excessive fines.

2.06 ANCHOR BOLTS:

A. Anchor bolts shall be ASTM F1554 grade 36, at a minimum. Supply each anchor bolt with two nuts and flat washers per bolt.

B. For wire tensioned structures, anchor bolts are allowed to be ASTM A615 grade 75.

C. Nuts and washers shall be galvanized per ASTM A153. The threaded portion and a minimum of six additional inches shall be galvanized per ASTM F2329.

D. In general, anchor bolts shall be designed for embedment in pier with concrete having a minimum compressive strength of 3,000 psi in accordance with ACI 318. For rebar anchor bolts, size in accordance with ASCE 48.

E. Anchor bolts shall either be shipped as preassembled clusters for anchor bolt lengths greater than 5 feet or shall have steel templates adequate to properly align the bolts for each individual base plate shipped with them. If used, bottom templates shall be circular and shall not exceed 1-inch larger than the bolt mounting pattern in any direction (or 2-inches larger than the bolt circle diameter).

F. Hooked anchor bolts shall not be allowed.

G. Excluding rebar anchor bolts, anchor bolts shall be of a unique and consistent length for each diameter anchor bolt supplied. For each diameter used, the length shall vary by a minimum of 3 inches.

H. If possible, anchor setting plans (patterns) shall be unique and consistent for each diameter of anchor bolt supplied. All anchor bolt patterns shall be symmetric about the longitudinal and transverse axis.

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I. For substation pre-assembled bolt clusters, provide V-notches or equivalent indicator on top of anchor bolt templates on each side of the transverse axis. The anchor bolt pattern shall be symmetric about the transverse axis.

2.07 PACKING AND SHIPMENT: Shall be made as specified in DIVISION 1.

PART 3 - EXECUTION

3.01 FIELD SERVICES:

A. Field services of representatives of the equipment and materials shall be provided in a timely manner to correct errors, discrepancies, or omissions in the structures furnished as required by the Owner or Engineer.

3.02 CORRECTIONS:

A. Correction of errors, discrepancies, or omissions shall be made immediately upon notification from the Owner or Engineer in order to prevent delay of construction. All corrections resulting from errors, discrepancies, shipping damage, etc., approved by the Owner or Engineer to avoid delay of construction and required for the installation and proper use of the structures shall be paid for by the Contractor.

B. The Contractor shall be contacted prior to field corrections. However, if time is critical, the Owner reserves the right to decide whether to correct the member or have a replacement member furnished.

END OF SECTION 33 72 00 TND