RFB for Tubular Steel Structures

expired opportunity(Expired)
From: Greenville Utilities(Utilities)
22-07

Basic Details

started - 12 Jan, 2022 (about 2 years ago)

Start Date

12 Jan, 2022 (about 2 years ago)
due - 27 Jan, 2022 (about 2 years ago)

Due Date

27 Jan, 2022 (about 2 years ago)
Bid Notification

Type

Bid Notification
22-07

Identifier

22-07
Greenville Utilities

Customer / Agency

Greenville Utilities
unlockUnlock the best of InstantMarkets.

Please Sign In to see more out of InstantMarkets such as history, intelligent business alerts and many more.

Don't have an account yet? Create a free account now.

1 ADVERTISEMENT FOR BIDS REV. I Sealed proposals will be received in the Office of the Procurement Manager, Greenville Utilities Commission, 401 S. Greene Street, Greenville, North Carolina 27834 until 3:00 pm (EDST) on January 27, 2022 and immediately thereafter publicly opened and read for the furnishing of Tubular Steel Structures. Instructions for submitting bids and complete specifications will be available in the Office of the Procurement Manager, Greenville Utilities Commission, 401 S. Greene Street, Greenville, North Carolina during regular office hours, which are 8:30AM – 5:00PM Monday through Friday. Greenville Utilities Commission reserves the right to reject any or all bids. Late bids will not be considered. Notice to Bidders: Greenville Utilities Commission is committed to the health and safety of our customers and employees. We are taking the spread of COVID- 19 very seriously and continue to monitor the latest Local, State, and Federal guidance. 2 SECTION I GENERAL
INSTRUCTIONS FOR FORMAL BIDS RELATED TO THE PURCHASE OF APPARATUS, SUPPLIES, MATERIALS, AND EQUIPMENT 1. NOTICE TO BIDDERS Sealed bids, subject to the conditions made a part hereof, will be received in the Office of the Procurement Manager, Greenville Utilities Commission, 401 S. Greene Street, Greenville, North Carolina 27834 until 3:00 pm (EDST) on January 27, 2022, the day of opening. Bids submitted in a fax or e-mail in response to this Invitation for Bids will not be acceptable. 2. STANDARD FORMS REQUIRED Each bidder must submit a proposal on the enclosed bid forms. The bid must be signed by an authorized official of the firm. Return only the attached Proposal Form. Do not return the Advertisement for Bids, Instructions to Bidders or Specifications. 3. PREPARATION OF BID Bids must be in sealed envelopes clearly marked on the outside with the name of the bid and the bid opening date and time. Bid shall be addressed to PROCUREMENT MANAGER, GREENVILLE UTILITIES COMMISSION, 401 S. GREENE STREET, GREENVILLE, NORTH CAROLINA 27834. 4. TIME FOR OPENING BIDS Bids will be opened promptly and read at the hour and on the date set forth in the advertisement in the Office of the Procurement Manager, Greenville Utilities Main Office, 401 S. Greene Street, Greenville, North Carolina. Bidders or their authorized agents are invited to be present. 5. BID SECURITY Each Proposal shall be accompanied by cash, cashier's check, or certified check drawn on a bank insured with the Federal Deposit Insurance Corporation or the Savings Association Insurance Fund, payable to the Owner, in an amount not less than five percent (5%) of the total bid as a guarantee that a Purchase Order, if awarded, will be accepted. In lieu thereof, a Bid Bond may be submitted by the Bidder in an amount not less than five percent (5%) of the total bid. 6. NC SALES TAX Do not include NC sales taxes in bid figure; however, Greenville Utilities Commission (GUC) does pay sales tax. Sales tax should be added to the invoice as a separate item. 3 7. FEDERAL EXCISE TAX GUC is exempt from Federal Excise Tax and will issue a Federal Exemption Certificate upon request to the successful bidder. 8. EXCEPTIONS TO BE CLEARLY STATED If bid is not in strict accordance with Section II, “Specifications,” bidder must list or note all exceptions on the Request for Proposal Form, otherwise, it is fully understood that the successful bidder will furnish equipment and/or materials exactly as specified. GUC reserves the right to accept or reject bids with noted minor deviations from specifications and to determine the lowest responsible, responsive bid from the standpoint of quality, performance, and price. 9. EVALUATION AND AWARD OF BIDS GUC reserves the right to reject any and all bids, to waive any and all informalities, and to disregard all nonconforming or conditional bids or counter proposals. In evaluating bids, GUC shall consider whether the bids comply with the prescribed requirements, plus all alternates or options requested. GUC reserves the right to include or exclude any option or alternative in GUC’s opinion is in GUC’s best interests. If a bid is to be awarded, it will be awarded to the lowest responsible, responsive bidder whose evaluation by GUC indicates that the award will be in GUC’s best interests. Only firm prices will be considered for award of this bid. 10. PROMPT PAYMENT DISCOUNTS Bidders are urged to compute all discounts into the price offered. If a prompt payment discount is offered, it may be considered in the award of the contract. 11. NUMERICAL ERRORS In the case of a discrepancy between a unit price and the extension (the unit price multiplied by the number of units), the unit price governs. In the case where numerical bids are stated both in numbers and in words, the words govern. 12. BID WITHDRAWAL A bidder must notify GUC in writing of its request to withdraw a bid within seventy-two (72) hours after the bid opening, not including Saturdays, Sundays, or holidays. In order to justify withdrawal, the bidder must demonstrate that a substantial error exists and that the bid was submitted in good faith. 13. MINORITY BUSINESS PARTICIPATION PROGRAM GUC has adopted an Affirmative Action and Minority and Women Business Enterprise Plan (M/WBE) Program. Firms submitting a proposal are attesting that they also have taken affirmative action to ensure equality of opportunity in all aspects of employment, and to utilize M/WBE suppliers of materials and/or labor. 4 14. DELIVERY TIME Delivery time is to be stated and will be considered in the evaluation of bids. Failure by the successful bidder to meet quoted delivery shall be interpreted as non-compliance with these specifications and may be deemed sufficient cause for removal of the manufacturer and/or distributor from our lists as acceptable manufacturers or bidders. 15. DELIVERY Shipments will be made only upon individual releases from a blanket purchase order issued by GUC in accordance with GUC’s current needs. Time is of the essence with respect to all deliveries under this Agreement. Delivery of all equipment, materials, or supplies shall be made Free on Board (FOB) GUC Warehouse, 701 Utility Way, Greenville, North Carolina 27834, unless otherwise specified. The agreed price for such equipment, materials, or supplies shall include all costs of delivery and ownership, and risks of loss shall not be transferred from Provider to GUC until express written acceptance of delivery and inspection by GUC. Delivery hours are between 8:00 AM and 4:30 PM Tuesday-Thursday only. GUC’s purchase order number is to be shown on the packing slip or any related documents. GUC reserves the right to refuse or return any delivery with no purchase order number or which is damaged. GUC will not be charged a restocking fee for any delivery which is refused or returned. 16. CONTRACT PERIOD NA 17. MANUFACTURER Bidder is to specify the manufacturer of items being quoted if applicable. 18. QUANTITIES Quantities specified are only estimates of GUC’s requirements. GUC reserves the right to purchase more or less than the stated quantities at prices indicated in the submitted Proposal Form based on our actual needs. 19. CONTACT INFORMATION Questions regarding this bid request should be directed to Cleve Haddock, CLGPO, Procurement Manager, at (252) 551-1533, haddocgc@guc.com. All questions regarding this bid must be received by or before 5:00 pm (EDST) on January 10, 2022. 20. TERMS AND CONDITIONS The attached Terms and Conditions apply to all purchases made by Greenville Utilities Commission (GUC) and must be considered as part of the bid proposal. 5 SECTION II GREENVILLE UTILITIES COMMISSION SPECIFICATIONS FOR GALVANIZED TUBULAR STEEL STRUCTURES JANUARY 27, 2022 STEEL SINGLE POLE, AND H-FRAME STRUCTURES 1. SCOPE This specification covers the design, materials, welding, inspection, protective coatings, drawings and delivery of steel transmission single pole, three pole, and H-frame structures. The proposal submitted by the manufacturer shall include field bolts, locknuts, vangs, attachment provisions for arms and/or insulators, anchor bolts, base plates, and other necessary items to make a complete structure. .bak files are available upon request. 2. DEFINITIONS: Cambering - the fabricating of a slight convex curve in a pole or crossarm D/t - the ratio of the diameter of a tubular pole to the steel plate thickness Engineer - a registered or licensed person, who may be a staff employee or an outside consultant, and who provides engineering services. Engineer also includes duly authorized assistants and representatives of the licensed person. Ground Line - a designated location on the pole where the surface of the ground will be after installation of a direct embedded pole Load factors (LF) - a multiplier which is applied to each of the vertical, transverse and longitudinal structure loads to obtain an ultimate load P-delta (P-t1) moment - secondary moment created by the vertical loads acting on the structure when the structure deflects from its unloaded position Point of Fixity - location on the pole at ground line or below ground line where the maximum moment occurs Pole twist - Spiral rotation of a pole section relative to the pole end. It is caused by the residual stress in the steel as received from the mill, the clamping force holding the tube shells together and the heat applied during the seam welding process. Raking - the practice of installing a straight pole out of plumb, or at an inclined angle w/t - ratio of the width of the pole (flat-to-flat) to the plate thickness Ultimate load - the maximum design load which includes the appropriate load factor specified 6 UNC – Unified Coarse Threads 3. CODES AND STANDARDS Codes, standards, or other documents referred to in this specification shall be considered as part of this specification. The following codes and standards are referenced: a. American Society of Civil Engineers (ASCE) Standard, Design of Steel Transmission Pole Structures, Manual 72, latest edition. b. American Society for Testing and Materials (ASTM), various standards, latest revision. c. American Concrete Institute (ACI), Building Code Requirements for Reinforced Concrete, ACI 318, latest edition. d. American Welding Society (AWS), Structural Welding Code, AWS D1.1, latest edition. e. American National Standards Institute (ANSI), National Electrical Safety Code, ANSI C2, latest edition. f. Society for Protective Coatings (SSPC, formerly Steel Structure Painting Council)/ National Association of Corrosion Engineers (NACE) Surface Preparations Specification, SSPC/NACE SP-6/NACE 3. 4. CONFLICT BETWEEN THIS SPECIFICATION, DRAWINGS, AND REFERENCED DOCUMENTS In the event of conflict between this specification and the above referenced documents, the requirements of this specification shall take precedence. In the case of conflict between several referenced documents, the more stringent requirement shall be followed. If a conflict exits between this specification or the referenced documents and the attached drawings, the attached drawings shall be followed. If clarification is necessary, contact the owner or owner's representative. 5. GENERAL REQUIREMENTS The design, fabrication, allowable stresses, processes, tolerances, and inspection shall conform to the ASCE Standard, Design of Steel Transmission Pole Structures (Manual 72), latest edition, with the following additions and/or exceptions: a. Design (1) Pole designs shall be prepared from the attached Pole Replacement Schedule A and configuration drawings (Attachment B of this Specification). Pole designs shall be 12-sided galvanized steel. The H-frame structure cross arm shall be 8- sided galvanized steel. The H-frame structure mounting strap shall be galvanized steel. 7 (2) Wind pressures shown in the loading criteria shall be multiplied by the appropriate shape factor applied to the poles. Pressures in psf shall be computed as follows: p = W x Cd Where p = pressure on projected area of the pole normal to wind, W = wind pressure, and Cd = shape (or drag) factor. Shape factors for computing the wind on poles are: (3) The maximum design unit stress shall be the minimum yield strength as stated in applicable ASTM specifications for the particular application and types of loads, including load factors. (4) Poles shall be designed with a minimum number of joints. Field welding shall not be allowed as part of the design of a new pole. The shaft joints to be made in the field shall be slip joints or bolted flange joints. Slip joint length shall be at least 1-1/2 times the largest inside diameter of the female section. Bolted flange joints shall be used for medium angle and heavy angle guyed structures and cross-braced H-Frames. Manufacturer shall verify slip joint fit before shipment. Joints should not interfere with joints, step nuts, ladder clips, or jacking nuts. Sufficient jacking lugs and permanent orientation marks shall be provided at all slip joints to ensure proper alignment and complete overlap of the joint. (5) The ultimate load in guys shall not exceed 65 percent of the rated breaking strength of the guy. (6) Design of anchor bolts shall be in accordance with the ACI-318-1983 Edition, Building Code Requirements for Reinforced Concrete, assuming a concrete strength as specified by the owner. When anchor bolts are specified, they shall have the top 2 feet galvanized. Anchor bolts shall be threaded at the top end a distance equal to the baseplate thickness plus the thickness of two anchor bolt nuts plus 2-1/2”. Each anchor bolt shall include two heavy hex nuts. Welding on anchor bolts will only be allowed in the bottom 12 inches. Only one length of anchor bolt shall be used on each pole. Anchor bolts/clusters shall be plainly marked to indicate the structure type, structure number, orientation, and top of concrete. 8 Anchor bolts shall be designed to be shipped as a rigid cage with top and bottom plates holding the anchor bolts in place. The anchor bolt thread shall be protected during shipping. The anchor bolts shall be welded to the holding plate in the bottom of the cage. The top template shall be designed to be removable and to support the assembled cage during lifting and setting operations without detrimental deformations. Bolt clusters shall be designed to be rigid enough to withstand the normal jolts of shipping, handling and installation with no displacement of bolts from the proper positions within the cluster. The removable template at the top shall be marked to show the centerline for tangent structures and the angle bisector for angle structures. Matching marks are to be on the base plate of the structure so proper alignment can be made. (7) Minimum plate thickness for all pole components shall be 3/16 inch. (8) Structures which are to be direct embedded shall have bearing plates and ground sleeves. Bearing plates shall have a diameter not more than 2 inches greater than the maximum pole diameter. Galvanized poles shall have a drain hole at the bottom. The drain hole shall not be more than 20% of the bottom plate surface area. Direct embedded steel poles shall have ground sleeves. Ground sleeves shall have a minimum length of 4 feet centered at ground line. The ground sleeve shall have a minimum thickness of 3/16 inch and shall be centered at the ground line. A seal weld shall be provided around the ground sleeve. The ground sleeve shall not be considered in strength calculations. (9) Poles shall have nearly a uniform taper throughout their entire length. The maximum difference in tapers between two pole sections measured by the diameters shall be .20 inch/ft. for poles with variable taper. (10) Poles with elliptical cross sections shall have a minor axis dimension equal to at least 75 percent of the major axis dimension. (11) All unguyed angle poles or unguyed tangent deadends shall be precambered to remain plumb when the calculated deflection at the top of the pole exceeds 1.5 percent of the pole height under an initial conductor tension loading of 60°F, no wind, and no load factors. Pole height shall be the height of the pole from the top of the baseplate, or designated ground line, to the top. Tangent poles with unbalanced vertical loadings shall be precambered for the previously stated conditions. (12) Arms shall be designed so the end of the arm is at the specified height under a loading of initial conductor tension, 60°F, no wind, and no load factors. Arms shall not deflect vertically more than 12 inches at the end of the arm under heavy ice conditions (without any load factors applied). 9 Arms shall be upswept or straight, tapered, steel tubular members, of any cross- sectional type, which meet the dimensions shown on the attached drawings. Arm end plate connection details for hardware attachment shall be typical of those shown on the attached drawings. The arms shall be hermetically sealed when a painted finish is specified. Galvanized arms shall have drain holes where appropriate. (13) Lifting lugs are optional. The manufacturer shall supply all instructions for handling and erection of poles and arms. (14) In the design of connections for vangs, brackets, or stiffeners attached to the pole shaft, care shall be taken to distribute the loads sufficiently to protect the wall of the pole from local buckling. (15) Thru-vang shall penetrate both sides of the pole with attachment holes on both sides. (16) Each pole shall be permanently marked on the pole shaft 60 inches above ground line and on the bottom of baseplate or bearing plate with the following identifying information: manufacturer’s identification, structure type, height, structure number, ultimate groundline moment, owner name, and date manufactured. The method of identification shall be approved by the owner. (17) Each steel pole section shall be marked with a weld bead indicating the location of that sections center of gravity. (18) Each separate part of steel pole structure shall be marked in accordance with SUPPLIER’S drawings. Marking shall be made by addition of weld metal and shall be clearly legible after finishing. b. Materials (1) All materials shall comply with the applicable requirements of ASTM specifications. Any modifications to ASTM specifications must be approved by the owner's representative prior to bidding. (2) Poles, arms and conductor brackets shall conform to ASTM A36, ASTM A572, ASTM 581, ASTM A588, ASTM A871 or ASTM A595. (3) Base plate shall conform to ASTM A572, ASTM A588, ASTM A633, or ASTM A595. (4) Anchor bolts shall conform to ASTM A615, Grade 60 or 75. (5) Other bolts and nuts shall conform, as applicable, to ASTM A307, ASTM A325, ASTM A354, ASTM A394, or ASTM A687. Locknuts shall be provided for each structure bolt, or American Nut Company (ANCO) type self- locking nuts may be used. Locknuts shall be the galvanized MF type or ANCO type. 10 (6) Anchor bolts, structural plate, and weld material, shall meet ASCE requirements for Charpy tests. (7) For galvanized structures, steel used for the pole shaft and arms shall have a silicon content less than .06 percent. c. Fabrication (1) All welding shall be in accordance with the AWS D1.1, latest edition. Welders shall be qualified in accordance with AWS D1.1 welding procedures. (2) One hundred percent penetration welds shall be required in, but not limited to, the following areas: a. circumferential welds (C-welds) joining structural members; b. longitudinal welds in the female portion of the joint within the slip joint area; c. welds at the butt joints of back-up strips; and d. base plate to shaft weld. e. longitudinal welds for a minimum length of 3 inches where there are adjacent C-welds, flange welds, base welds and ends of tubes. (3) Full penetration or equivalent 90 percent partial penetration with fillet overlay shall be used for arm-to-arm base, vang-to-plate shaft, and arm box joints. (4) Quality and acceptability of every inch of the full penetration welds shall be determined by visual and ultrasonic inspection. (5) All other penetration welds shall have 60 percent minimum penetration. Quality and acceptability of all welds other than full penetration welds shall be determined by visual inspection, supplemented by magnetic particle, ultrasonic or dye penetrant inspection. (6) All weld back-up strips shall be continuous the full length of the welds. Care shall be exercised in the design of welded connections to avoid areas of high stress concentration which could be subject to fatigue or brittle fractures. (7) Field welding shall not be permitted except with owner’s approval and the manufacturer’s direction in repairing a pole. (8) All parts of the structure shall be neatly finished and free from kinks or twists. All holes, blocks, and clips shall be made with sharp tools and shall be clean- cut without torn or ragged edges. (9) Before being laid out or worked in any manner, structural material shall be straight and clean. If straightening is necessary, it shall be done by methods that will not damage the metal. 11 (10) Shearing and cutting shall be performed carefully and all portions of the work shall be finished neatly. Copes and re-entrant cuts shall be filleted before cutting. (11) All forming or bending during fabrication shall be done by methods that will prevent embrittlement or loss of strength in the material being worked. (12) Holes for connection bolts shall be 1/16 inch larger than the nominal diameter of the bolts. Holes in the flange plates for bolted splices shall be 1/8 inch larger than the bolt diameter. Holes in the base plates for anchor bolts shall be 3/8 inch larger than the nominal diameter of the anchor bolts. The details of all connections and splices shall be subject to the approval of the owner or his representatives. (13) Holes in steel plates which are punched must be smooth and cylindrical without excessive tear out or depressions. Any burrs that remain after punching shall be removed by grinding, reaming, etc. (14) Holes of any diameter may be drilled in plate of any thickness. Care shall be taken to maintain accuracy when drilling stacks of plates. (15) Holes may be made by use of a machine guided oxygen torch. Flame cut edges shall be reasonably smooth and suitable for the stresses transmitted to them. (16) Field drilled holes must be approved by the owner. If the manufacturer is aware of the owner's intent to field drill holes, the manufacture must supply a galvanizing touch-up kit for galvanized poles. d. Tolerances Manufacturing tolerances shall be limited to the following: Pole Length One piece: ±2 inches, or ±1 inch ±1/8 inch per 10 feet of length, whichever is greater (i.e. - 120 foot pole shall have a length of 120 feet ±2½ inches) Assembled pole with flange connections: same as for one piece Assembled pole with slip joint connections: The accumulation of the slip joint tolerances not to exceed –6”, +12” Pole Diameter -0 inch, +1/4 inch Pole End Squareness ±1/2 inch per foot of pole diameter Pole Sweep 1/8 inch per 10 feet of pole length Pole Twist Limit twist to 1°/10' of length, not to exceed 4°/tube segment. Overall structure twist shall be limited to 10° for embedded and 6° for base plated structures. Connections for all appurtenances to the pole shall account for the pole twist and should align vertically. Slip Joint tolerances Tolerances per manufacturer’s recommendations and total pole length requirements above. 12 Location of Groups of Bolt Holes from Top of Pole ±1.0 inches (tolerance to dimension ‘A’, Figure 2) A CLPOLE B C FIGURE 2 Location of Centerline Between Groups of Bolt Holes ±1.0 inch (tolerance to dimension ‘B’, Figure 2) Location of Holes Within a Group of Bolt Holes ±1/8 inch (tolerance to dimension ‘C’, Figure 2) Bolt Hole Alignment Not to vary from the longitudinal pole centerline of that group of holes by more than 1/16 inch Location of Identification Plate ±2.0 inch e. Grounding (1) A grounding connection shall be welded to the pole shaft 6 inches above the ground collar. The grounding connection will be either the two-hole NEMA pad, or a nut, or a threaded insert installed in the pole, or an approved alternative. (2) Grounding pad face shall not be painted or covered with other coatings. The grounding nut thread and grounding pad threads shall be protected from coatings. (3) Poles shall be pre-drilled with a nine-sixteenth inch (9/16″) hole behind each threaded hole of a two (2)-hole NEMA pad to permit the use of various bolt lengths in completing a grounding connection. (4) Threaded inserts installed for grounding shall be made of Type 316 stainless steel and provided with standard ½ inch, 13 UNC threads. Threads shall be protected from coatings. f. Finishes (1) The following finishes are acceptable: galvanizing, zinc primer and painting, and below grade coating. a. Galvanizing - All structures and structural components which are hot- dip galvanized shall meet all the requirements of ASTM A123 or ASTM A153. Measures shall be taken to prevent warping and distortion according to ASTM A384 and to prevent embrittlement according to ASTM A143. Poles made of ASTM A588 steel shall not be galvanized due to the high silicon content of the steel. One gallon of zinc enriched paint shall be provided with each five poles. 13 b. Coatings for the Embedded Portion of the Pole - When poles are to be directly embedded, a 16 mil (minimum dry film thickness), two component hydrocarbon extended polyurethane coating that is resistant to ultraviolet light shall be applied on the exposed surface of the embedded portion of the pole. The coating shall extend from the butt to the top of the ground sleeve. Other coatings shall be approved by the owner prior to their use. (2) Bolts and nuts with yield strengths less than 100,000 psi shall be hot-dip galvanized per ASTM A153 and ASTM A143, or mechanically coated with zinc in accordance with ASTM B454, Class 50. Bolting materials with yield strengths in excess of 100,000 psi shall not be hot-dip galvanized. Instead, they shall be painted with zinc enriched paint or mechanically coated with zinc per ASTM B454, Class 50. (3) Compliance with coating thickness requirements shall be checked with a magnetic thickness gauge. g. Inspection and Testing (1) The owner and the owner’s designated agents shall have free entry at all times while work is being carried on, to all parts of the manufacturer's plant to inspect any part of the production of the poles covered by this specification. (2) Steel members which are bent or warped or otherwise improperly fabricated shall be properly repaired or replaced. (3) The cost of tests made by the manufacturer (except full scale load tests on poles), including cost of the certified test reports shall be considered included in the price. (4) The manufacturer shall make tests in accordance with ASTM A370 and ASTM A673verifying that the material used in the structures, meets the impact properties. (5) Mill test reports showing chemical and physical properties of all material furnished under this specification shall be maintained by the manufacturer for a period of 5 years and shall be traceable to the structure. (6) All plates over 1-1/2 inches thick shall be ultrasonically tested to assure against defects which could lead to lamellar tearing. (7) Welders or welding operators shall be qualified in accordance with the provisions of AWS D1.1. (8) The manufacturer shall make certified welding reports for each structure. The reports covering welding shall include all welds of each structure. Each weld shall be clearly identified; and the report shall consist of the method of 14 testing, whether the weld is acceptable, the identification of the structure, the date, and the name and signature of the inspector. h. Shipping (1) Each shipment shall be accompanied by a list of all parts, identifiable by structure type and number. Arms, bolts and miscellaneous hardware will be identified by the list for match up with the respective pole shaft. All parts required for any one structure shall be in one shipment, if possible. (2) The owner and owner's representative shall be notified prior to shipment that such shipment is to take place, and they reserve the right to inspect the components prior to shipment. The notification shall give quantities, weight, name of common carrier used, and expected time of arrival with at least two (2) working days’ notice of delivery. Delivery of all items of material shall be made at such time as to permit unloading between the hours of 9:00 a.m. and 3:00 p.m., Tuesday through Thursday, holidays excluded. (3) The anchor bolts shall be welded to the holding plate in the bottom of the cage. A removable template shall be used at the top of the cage and shall be marked to show the centerline for tangent structures and the angle bisector for angle structures. Matching marks are to be on the base plate so proper alignment can be made. Bolt clusters shall be rigid enough to withstand the normal jolts of shipping and handling with no displacement of bolts from the proper positions within the cluster. (4) Unless otherwise agreed to by the owner, the anchor bolt cage shall be shipped at least 30 days prior to pole shipment. (5) Salt-treated wood blocking and urethane foams shall not be used when shipping or storing steel poles. (6) Delivery shall be made either to a single designated location or to the individual structure locations. i. Standard Class Designations (1) Tangent and guyed angle structures have been specified using RUS Standard Steel Pole Class Designations shown in Table 1 unless noted otherwise. (2) Pole designs shall be prepared for the attached Standard Class design loads. The poles shall be designed to meet ASCE Manual No. 48-11, “Design of Steel Transmission Pole Structures,” design methods. The point-of-fixity shall be considered to be located at a distance from the pole bottom that is equal to seven percent (7%) of the pole length. The pole shall be symmetrically designed such that the strength required in any one direction shall be required in all directions about the longitudinal axis. 15 (3) Using the corresponding values in Table 1, the poles shall be designed for the following requirements. a. The pole shall develop the minimum ultimate moment capacity required in Table 1 at a distance of five feet (5′-0″) from the pole top b. The pole shall develop the minimum ultimate moment capacity above the point-of-fixity that is calculated by multiplying the tip load in Table 1 by the distance to the tip load. c. The geometry and taper of the pole shall be uniform throughout their entire length (top to butt). (4) The poles shall be designed to withstand the specified tip loading in Table 1 without exceeding a pole deflection of ten percent (10%) of the pole length above the point-of-fixity when tested in accordance with ASCE Manual No. 48- 11. (5) Overall length of poles shall be designed and manufactured in incremental lengths of five feet (5′-0″). TABLE 1 – Strength Requirements Standard Class Designations for Steel Poles Minimum Ultimate Moment Capacity at 5 ft from Pole Top (ft. Kips) Horizontal Tip Load Applied 2 ft from Pole Top (lbs.) S-20.0 160 20000 S-19.0 152 19000 S-18.0 144 18000 S-17.0 136 17000 S-16.0 128 16000 S-15.0 120 15000 S-14.0 112 14000 S-13.0 104 13000 S-12.0 96 12000 S-11.0 88 11000 S-10.0 80 10000 S-09.0 72 9000 S-08.0 64 8000 S-07.4 57 7410 S-06.5 50 6500 S-05.7 44 5655 S-04.9 38 4875 S-04.2 32 4160 S-03.5 27 3510 S-02.9 23 2925 S-02.4 19 2405 S-02.0 15 1950 16 6. INFORMATION TO BE SUPPLIED BY THE MANUFACTURER a. Information to be supplied with the proposal (Attachment D of this Specification). (1) Calculated shipping weight of each structure excluding anchor bolts. Separate weights shall be given for arms and poles. (2) Calculated shipping weight of anchor bolts. (3) Ultimate ground line reactions (including load factors) in poles and guy wires. (4) Anchor bolt size, length and locations (bolt circle diameters). (5) Type of material of major components (ASTM number). (6) Description of pole shaft, including thickness, length, diameter, cross- sectional geometry, and method of fastening each shaft component. (7) Data showing the design of the arm, arm connections, arm attachment plates and brackets. (8) Sketches or draft drawings of structure and structure attachments. b. Documentation to be supplied for the owner’s approval prior to fabrication Documentation includes final design calculations for pole shaft, base plate, anchor bolts, arms, and other appurtenances, including their connections for all structures. The following information shall be supplied: (1) For the loading cases with load factors, the total shear, axial forces, moments, stresses or stress ratios, section moduli, cross-sectional areas, deflections w/t's for polygonal and D/t's for round cross sections at all splices, at arm attachment points (top and bottom), and at least every 10 feet along the pole. (2) For the critical loading case, shear and axial forces, moments, stresses, section moduli, cross-sectional areas at the arm connections, bolt stresses in the arm connection, and deflection at the end of the arm. (3) Anticipated deflections at the top of the pole and at the ends of the arms shall be indicated for each pole for the normal, everyday loading condition of 60°F, no wind, and no load factors. (4) For all specified loading cases, reactions and ground line moments shall be supplied. (5) Detail drawings for each structure type giving weights of structure components, dimensions, and bill of materials. (6) Assembly instructions and erection drawings. Slip joint lengths and allowable tolerances. Special handling instructions. 17 c. Final Documents shall be supplied to the owner for the items in Section 6.b.(5), after erection of all structures and prior to final payment. d. Test Reports (as requested). (1) Certified mill test reports for all structural material. (2) Certified welding reports for each structure. (3) Impact property test reports showing that the material used in the structures meets the impact properties. (4) Test reports on coating thickness. (5) Report of structure testing, when required, including photographs, diagrams, load trees, etc. (6) Material, workmanship, inspection travelers, and material certified mill test reports shall be maintained on file for a minimum of six (6) years by the Materialman, and shall be made available to Greenville Utilities Commission or the Engineer upon request at no charge. 7. APPROVAL, ACCEPTANCE, AND OWNERSHIP a. Final designs must be approved by the owner or owner's representative before material ordering and fabrication. Material ordering and fabrication prior to approval will be at supplier's risk. It is understood that award of this contract does not constitute acceptance of design calculations submitted with the bid, if corrections are required in the final structure designs due to manufacturer's errors, omissions, or misinterpretations of the specifications, the quoted price shall not change. Approval of the drawings and calculations by the owner or the owner’s representative does not relieve the supplier of responsibility for the adequacy of the design, correctness of dimensions, details on the drawings, and the proper fit of parts. b. After delivery, the poles will be inspected and shall be free of dirt, oil blisters, flux, black spots, dross, tear-drop edges, flaking paint or zinc; and in general, shall be smooth, attractive, and unscarred. Poles not meeting this requirement shall be repaired or replaced by the fabricator at no additional cost to the owner. c. All final drawings shall become the property of the owner, who shall have full rights to reproduce drawings and use them as the owner sees fit, including submitting them to other vendors for the purpose of obtaining bids on future steel pole purchases. 8. LIST OF ATTACHMENTS TO THIS SPECIFICATION a. Attachment A, Pole Replacement Schedule b. Attachment B, Structure Drawings c. Attachment C, Structure Weights and Costs d. Attachment D, Bid Summary-Design Information, and Weights 18 Attachment A, Pole Replacement Schedule Structure # Pole Height (ft.) Wood Pole Equivalent RUS Class Embedment 1 80 ENG ENG Concrete Foundation 2 85 H9 S-10.0 Concrete Foundation 3 85 ENG ENG Concrete Foundation 4 90 ENG ENG Concrete Foundation 5 95 ENG ENG Concrete Foundation 6 80 ENG ENG Concrete Foundation 7 80 H9 S-10.0 Concrete Foundation 8 80 H10+ S-11.0+ Concrete Foundation 9 75 H8 S-09.0 Concrete Foundation 10 75 H8 S-09.0 Concrete Foundation 11 75 ENG ENG Concrete Foundation 12 75 H7 S-08.0 Concrete Foundation 13 75 ENG ENG Concrete Foundation 14 80 H10 S-11.0 Concrete Foundation 15 80 H10 S-11.0 Concrete Foundation 16 75 H8 S-09.0 Concrete Foundation 17 75 H7 S-08.0 Concrete Foundation 18 80 ENG ENG Concrete Foundation 19 80 H10 S-11.0 Concrete Foundation 20 80 H9 S-10.0 Concrete Foundation 21 90 ENG ENG Concrete Foundation 22 100 ENG ENG Concrete Foundation 23 95 ENG ENG Concrete Foundation 24 80 H8 S-09.0 Concrete Foundation 25 70 ENG ENG Concrete Foundation 26 75 H10 S-11.0 Concrete Foundation 27 75 H8 S-09.0 Concrete Foundation 28 80 H10 S-11.0 Concrete Foundation 29 80 H9 S-10.0 Concrete Foundation 30 80 H10 S-11.0 Concrete Foundation 31 75 H8 S-09.0 Concrete Foundation 32 75 H9 S-10.0 Concrete Foundation 33 80 H10 S-11.0 Concrete Foundation 34 80 H10 S-11.0 Concrete Foundation 35 80 ENG ENG Concrete Foundation 36 75 H8 S-09.0 Concrete Foundation 37 80 H10 S-11.0 Concrete Foundation 38 75 ENG ENG Concrete Foundation 39 75 H7 S-08.0 Concrete Foundation 40 75 ENG ENG Concrete Foundation 41 80 H7 S-08.0 Concrete Foundation 42 85 ENG ENG Concrete Foundation Mt. Pleasant - Sugg Pkwy Transmission 19 Structure # Pole Height (ft.) Wood Pole Equivalent RUS Class Embedment 43 85 H10 S-11.0 Concrete Foundation 44 80 H8 S-09.0 Concrete Foundation 45 75 ENG ENG Concrete Foundation 46 80 ENG ENG Concrete Foundation 47 85 H10 S-11.0 Concrete Foundation 48 90 H10 S-11.0 Concrete Foundation 49 85 ENG ENG Concrete Foundation 50 80 ENG ENG Concrete Foundation 51 95 H10 S-11.0 Concrete Foundation 52 95 ENG ENG Concrete Foundation 53 90 H10 S-11.0 Concrete Foundation 54 90 H10 S-11.0 Concrete Foundation 55 95 H10+ S-11.0+ Concrete Foundation 56 95 H10+ S-11.0+ Concrete Foundation 57 85 H10 S-11.0 Concrete Foundation 58 80 H10 S-11.0 Concrete Foundation 59 80 H9 S-10.0 Concrete Foundation 60 80 H10 S-11.0 Concrete Foundation 61 90 ENG ENG Concrete Foundation 62 105 ENG ENG Concrete Foundation 63 105 ENG ENG Concrete Foundation 64 75 ENG ENG Concrete Foundation 65 75 ENG ENG Concrete Foundation 66 70 H7 S-08.0 Concrete Foundation 67 70 H7 S-08.0 Concrete Foundation 68 70 H10+ S-11.0+ Concrete Foundation 69 70 H6 S-07.4 Concrete Foundation 70 70 H8 S-09.0 Concrete Foundation 71 70 H6 S-07.4 Concrete Foundation 72 70 H9 S-10.0 Concrete Foundation 73 80 H10 S-11.0 Concrete Foundation 74 80 H10 S-11.0 Concrete Foundation 75 80 H10+ S-11.0+ Concrete Foundation 76 80 H8 S-09.0 Concrete Foundation 77 80 H8 S-09.0 Concrete Foundation 78 80 H7 S-08.0 Concrete Foundation 79 80 H9 S-10.0 Concrete Foundation 80 80 H6 S-07.4 Concrete Foundation 81 80 H6 S-07.4 Concrete Foundation 82 80 H6 S-07.4 Concrete Foundation 83 85 H7 S-08.0 Concrete Foundation 84 85 H8 S-09.0 Concrete Foundation 85 80 H10+ S-11.0+ Concrete Foundation 86 75 H7 S-08.0 Concrete Foundation 20 Structure # Pole Height (ft.) Wood Pole Equivalent RUS Class Embedment 87 75 H6 S-07.4 Concrete Foundation 88 70 H6 S-07.4 Concrete Foundation 89 70 H6 S-07.4 Concrete Foundation 90 70 H6 S-07.4 Concrete Foundation 91 75 H10 S-11.0 Concrete Foundation 92 70 H6 S-07.4 Concrete Foundation 93 70 H6 S-07.4 Concrete Foundation 94 75 H10 S-11.0 Concrete Foundation 95 70 H6 S-07.4 Concrete Foundation 96 70 H6 S-07.4 Concrete Foundation 97 70 H6 S-07.4 Concrete Foundation 98 75 H7 S-08.0 Concrete Foundation 99 85 ENG ENG Concrete Foundation 100 80 ENG ENG Concrete Foundation 101 80 ENG ENG Concrete Foundation 102 80 ENG ENG Concrete Foundation 103 75 H8 S-09.0 Concrete Foundation 104 70 H8 S-09.0 Concrete Foundation 105 70 H4 S-05.7 Concrete Foundation 106 70 H4 S-05.7 Concrete Foundation 107 70 H4 S-05.7 Concrete Foundation 108 70 H5 S-06.5 Concrete Foundation 109 70 H5 S-06.5 Concrete Foundation 110 70 H6 S-07.4 Concrete Foundation 111 75 H8 S-09.0 Concrete Foundation 112 80 H10 S-11.0 Concrete Foundation 113 85 H7 S-08.0 Concrete Foundation 114 90 ENG ENG Concrete Foundation 115 90 ENG ENG Concrete Foundation 116 85 H7 S-08.0 Concrete Foundation 117 80 H6 S-07.4 Concrete Foundation 118 80 H6 S-07.4 Concrete Foundation 119 90 H10 S-11.0 Concrete Foundation 120 85 H7 S-08.0 Concrete Foundation 121 90 H10 S-11.0 Concrete Foundation 122 85 H8 S-09.0 Concrete Foundation 123 80 H8 S-09.0 Concrete Foundation 124 80 H8 S-09.0 Concrete Foundation 125 85 H7 S-08.0 Concrete Foundation 126 85 H7 S-08.0 Concrete Foundation 127 85 H8 S-09.0 Concrete Foundation 128 85 H8 S-09.0 Concrete Foundation 129 85 H8 S-09.0 Concrete Foundation 130 80 H6 S-07.4 Concrete Foundation 21 Structure # Pole Height (ft.) Wood Pole Equivalent RUS Class Embedment 131 80 H6 S-07.4 Concrete Foundation 132 75 ENG ENG Concrete Foundation 133 80 H6 S-07.4 Concrete Foundation 134 85 H10 S-11.0 Concrete Foundation 135 85 H7 S-08.0 Concrete Foundation 136 85 H8 S-09.0 Concrete Foundation 137 80 H6 S-07.4 Concrete Foundation 138 85 H10 S-11.0 Concrete Foundation 139 80 H6 S-07.4 Concrete Foundation 140 80 ENG ENG Concrete Foundation 141 80 ENG ENG Concrete Foundation 142 80 ENG ENG Concrete Foundation 143 85 ENG ENG Concrete Foundation 144 85 H10 S-11.0 Concrete Foundation 145 80 ENG ENG Concrete Foundation 146 75 H6 S-07.4 Concrete Foundation 147 75 ENG ENG Concrete Foundation 148 75 H6 S-07.4 Concrete Foundation 149 75 H6 S-07.4 Concrete Foundation 150 80 H6 S-07.4 Concrete Foundation 151 80 ENG ENG Concrete Foundation 152 85 H6 S-07.4 Concrete Foundation 153 85 ENG ENG Concrete Foundation 154 95 ENG ENG Concrete Foundation 155 85 H8 S-09.0 Concrete Foundation 156 85 H6 S-07.4 Concrete Foundation 157 80 H7 S-08.0 Concrete Foundation 158 75 H10 S-11.0 Concrete Foundation 159 75 H8 S-09.0 Concrete Foundation 160 70 H7 S-08.0 Concrete Foundation 161 70 H6 S-07.4 Concrete Foundation 162 70 H6 S-07.4 Concrete Foundation 163 70 H4 S-05.7 Concrete Foundation 22 Attachment B, Structure Drawings [Balance of page left blank intentionally] SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C +T +L (TYP.) DETAIL V2 DETAIL G3 DETAIL V3 D D E E F H H +T +L DETAIL V1 (TYP.) DETAIL AR4.5D 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION F-F (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION H-H (N.T.S.) "ARBUTUS" AAC 795 KCMIL 37/0 STRAND DISTRIBUTION ATTACHMENT SECTION C-C, D-D (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND NEUTRAL ATTACHMENT SECTION E-E (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE G (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION G-G (N.T.S.) +T +L +L +T E F G DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-30L_2Darm_1-CD CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L3 V3 T3 L3 V3 T3 L2V2 T2 L2V2 T2 L2V2 T2 L3 V3 T3 L3 V3 T3 L3V3 T3 L3V3 T3 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV: 795 KCMIL 37/0 STRAND "ARBUTUS"AAC 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE -28955 -14801 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B (TYP.) DETAIL V2 DETAIL G3 DETAIL V3 G G +T +L DETAIL V1 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION G-G (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "RAVEN" ACSR 1/0 6/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L +T DETAIL B2 "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION ATTACHMENT SECTION C-C (N.T.S.) +L +L +T (TYP) DETAIL B2 C C D E F D E F AT THIS LOCATION APPLY POINT LOAD 7 DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-30L_Vert_1-CD CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L3 V3 T3 L3 V3 T3 L2V2 T2 L2V2 T2 L2V2 T2 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 1/0 6/1 STRAND "RAVEN" ACSR 12.47kV: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE -2195154 -1980151 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 STRUCTURE. FACTORS. "W" REPRESENTS WIND PRESSURE (psf) TO BE APPLIED TO ALL LOADS ARE IN LBS, ARE ULTIMATE, AND INCLUDE ALL OVERLOAD L3 V3 T3 L6V6 T6 L6V6 T6 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A L7 V7 T7 SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C +T +L (TYP.) DETAIL V2 DETAIL G3 DETAIL V3 D D E E F H H +T +L DETAIL V1 (TYP.) DETAIL AR4.5D 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION F-F (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION H-H (N.T.S.) "ARBUTUS" AAC 795 KCMIL 37/0 STRAND DISTRIBUTION ATTACHMENT SECTION C-C, D-D (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND NEUTRAL ATTACHMENT SECTION E-E (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE G (TYP) DET V2 (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION G-G (N.T.S.) +T +L+L +T AT THIS LOCATION APPLY POINT LOAD 7 F G DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-30R_STR-4 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L3 V3 T3 L3 V3 T3 L2V2 T2 L2V2 T2 L2V2 T2 L3 V3 T3 L3 V3 T3 L3 V3 T3 L3V3 T3 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV: 795 KCMIL 37/0 STRAND "ARBUTUS"AAC 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE 19904 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 L7V7 T7 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C +T +L (TYP.) DETAIL V2 DETAIL G3 DETAIL V3 D E F F H H +T +L DETAIL V1 (TYP.) DETAIL AR4.5D 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION F-F (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION H-H (N.T.S.) "ARBUTUS" AAC 795 KCMIL 37/0 STRAND DISTRIBUTION ATTACHMENT SECTION C-C (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND NEUTRAL ATTACHMENT SECTION E-E (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE G G (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION G-G (N.T.S.) +T +L +T +L +T +T +L "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION ATTACHMENT SECTION D-D (N.T.S.) AT THIS LOCATION APPLY POINT LOAD 8 D E DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-30R_STR-22 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L3 V3 T3 L2V2 T2 L2V2 T2 L2V2 T2 L3 V3 T3 L3V3 T3 L7V7 T7 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER "MERLIN" ACSR DISTRIBUTION NEUTRAL CROSSING: 1/0 6/1 STRAND "RAVEN" ACSR DISTRIBUTION NEUTRAL: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV CROSSING: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV: 795 KCMIL 37/0 STRAND "ARBUTUS"AAC 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE 1510022 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 L8V8 T8 L7V7 T7 L7V7 T7 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C (TYP.) DETAIL V2 DETAIL G3 DETAIL V3 D E H H +T +L DETAIL V1 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION H-H (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "RAVEN" ACSR 1/0 6/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE F (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L +T DETAIL V6 "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION ATTACHMENT SECTION C-C (N.T.S.) +L +L +T AT THIS LOCATION APPLY POINT LOAD 8 AT THIS LOCATION APPLY POINT LOAD 9 F E AT THIS LOCATION (TYP) APPLY POINT LOAD 7 D (TYP) DETAIL B2 DETAIL B2 DETAIL V10 DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-30R_STR-64 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L2V2 T2 L2V2 T2 L2V2 T2 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 1/0 6/1 STRAND "RAVEN" ACSR 12.47kV: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE 227564 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 L8V8 T8 L9V9 T9 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A L3V3 T3 L7V7 T7 L3V3 T3 L7V7 T7 L3V3 T3 L7V7 T7 SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B (TYP.) DETAIL V2 DETAIL G3 DETAIL V3 D D E G G +T +L DETAIL V1 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION G-G (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "RAVEN" ACSR 1/0 6/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE F (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L C C +T +L "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION ATTACHMENT SECTION C-C (N.T.S.) +L +T AT THIS LOCATION APPLY POINT LOAD 8 AT THIS LOCATION APPLY POINT LOAD 7 (TYP) DETAIL B2 DETAIL B2 D E F DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-60L_STR-63 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L3 V3 T3 L3 V3 T3 L2V2 T2 L2V2 T2 L2V2 T2 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 1/0 6/1 STRAND "RAVEN" ACSR 12.47kV: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE -3810563 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L3 V3 T3 L6V6 T6 L6V6 T6 L8V8 T8 L7V7 T7 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C +T +L (TYP.) DETAIL V2 DETAIL G3 DETAIL V3 D D E F H H +T +L DETAIL V1 (TYP.) DETAIL AR5D 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION F-F (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION H-H (N.T.S.) "ARBUTUS" AAC 795 KCMIL 37/0 STRAND DISTRIBUTION ATTACHMENT SECTION C-C, D-D (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND NEUTRAL ATTACHMENT SECTION E-E (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE G (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION G-G (N.T.S.) +T +L G +L +T THIS LOCATION LOAD 7 AT APPLY POINT THIS LOCATION LOAD 8 AT APPLY POINT E F DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-60R_STR-6 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L3 V3 T3 L3 V3 T3 L2V2 T2 L2V2 T2 L2V2 T2 L3 V3 T3 L3 V3 T3 L3V3 T3 L3V3 T3 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV: 795 KCMIL 37/0 STRAND "ARBUTUS"AAC 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE 38806 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 L7V7 T7 L8V8 T8 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C +T +L DETAIL G3 D D E G G 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION G-G (N.T.S.) "ARBUTUS" AAC 795 KCMIL 37/0 STRAND DISTRIBUTION ATTACHMENT SECTION C-C (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 DETAIL V4 HOLE +L +T +T +L DETAIL V3 +T +L HOLE DETAIL V1 (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L F F (TYP) DETAIL V2 +L +T (TYP.) DETAIL AR5.5D E DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-90L_STR-25 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L2V2 T2 L2V2 T2 L2V2 T2 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV: 795 KCMIL 37/0 STRAND "ARBUTUS"AAC 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE -947025 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 L3 V3 T3 L3 V3 T3 L3V3 T3 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B DETAIL G3 DETAIL V3 D D E G G +T +L DETAIL V1 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION G-G (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE +T +L 795 KCMIL 37/0 STRAND "ARBUTTUS" AAC DISTRIBUTION ATTACHMENT SECTION C-C, (N.T.S.) C C F (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L (TYP) DETAIL V2 +L +T AT THIS LOCATION APPLY POINT LOAD 8 AT THIS LOCATION APPLY POINT LOAD 9 (TYP.) DETAIL AR2D-3 WAY F E AT THIS LOCATION APPLY POINT LOAD 10 DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-90L_STR-52 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES:T1 V1 L1 L2V2 T2 L2V2 T2 L2V2 T2 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV: 795 KCMIL 37/0 STRAND "ARBUTUS"AAC 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE ? -899552 ANGLE (FT) LENGTH STR # L5V5 T5 L6V6 T6 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L7V7 T7 L8V8 T8 L9V9 T9 L4V4 T4 L4V4 T4 L4V4 T4 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A L7V7 T7 L7V7 T7 L10 V10 T10 4 PSF WIND, OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM MAIN ALIGNMENT DEADEND: 15°, .25" ICE,CASE 4A 4 PSF WIND, OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM ONE-WAY DEADEND: 15°, .25" ICE,CASE 4B 120 MPH WIND, OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND MAIN ALIGNMENT DEADEND: 60°, 0" ICE, CASE 5A WIND, OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND ONE-WAY DEADEND: 60°, 0" ICE, 120 MPH CASE 5B 40 MPH WIND, OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND MAIN ALIGNMENT DEADEND: 15°, 1" ICE, CASE 6A 40 MPH WIND, OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND ONE-WAY DEADEND: 15°, 1" ICE, CASE 6B L4V4 T4 L4V4 T4 L4V4 T4 L3V3 T3 L3V3 T3 L3V3 T3 SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C +T +L DETAIL G3 DETAIL V3 E E G G +T +L 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION G-G (N.T.S.) "ARBUTUS" AAC 795 KCMIL 37/0 STRAND DISTRIBUTION ATTACHMENT SECTION C-C, (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE HOLE DETAIL V1 F F DETAIL V4 (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L (TYP) DETAIL V2 +L +T D D DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-90R_STR-23 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L3 V3 T3 L2V2 T2 L2V2 T2 L2V2 T2 L3 V3 T3 L3V3 T3 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV: 795 KCMIL 37/0 STRAND "ARBUTUS"AAC 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE 899523 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T+T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C (TYP.) DETAIL V2 DETAIL G3 DETAIL V3 D D H H +T +L 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION H-H (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE DETAIL V6 E E (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L +L +T AT THIS LOCATION APPLY POINT LOAD 8 AT THIS LOCATION APPLY POINT LOAD 9 F +T +L "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION ATTACHMENT SECTION C-C, (N.T.S.) (TYP.) DETAIL AR2D F DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-90R_STR-62 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L2V2 T2 L2V2 T2 L2V2 T2 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 12.47kV: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE ? 7310562 ANGLE (FT) LENGTH STR # L5V5 T5 L6V6 T6 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L7V7 T7 L7V7 T7 L8V8 T8 L9V9 T9 L4 V4 T4 L3V3 T3 L7V7 T7 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WINDCASE 5 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 L3V3 T3 L3V3 T3 L4 V4 T4 L4 V4 T4 SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C DETAIL G3 DETAIL V7 D E G G 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION G-G (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "RAVEN" ACSR 1/0 6/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 DETAIL V4 (TYP) HOLE (3) (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L F F +L +T +T +L DETAIL V6 "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION ATTACHMENT SECTION C-C (N.T.S.) +T +L DETAIL V6 AT THIS LOCATION APPLY POINT LOAD 7 THIS LOCATION LOAD 8 AT APPLY POINT AT THIS LOCATION (TYP) APPLY POINT LOAD 9 AT THIS LOCATION APPLY POINT LOAD 10 AT THIS LOCATION APPLY POINT LOAD 11 AT THIS LOCATION APPLY POINT LOAD 12 (TYP) DETAIL B2 E D (TYP.) DETAIL V2 +T DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-90R_STR-99 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L2 V2 T2 L2 V2 T2 L2 V2 T2 L3 V3 T3 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 1/0 6/1 STRAND "RAVEN" ACSR 12.47kV: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE 698599 ?ANGLE (FT) LENGTH STR # L4 V4 T4 L5 V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6 V6 T6 L6 V6 T6 L3 V3 T3 L3 V3 T3 L8V8 T8 L8V8 T8 L8V8 T8 L9V9 T9 L10V10 T10 L11V11 T11 L12V12 T12 L12V12 T12 L9V9 T9 L9V9 T9 T7 V7 L7 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C DETAIL G3 DETAIL V3 D H H +T +L 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION H-H (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "RAVEN" ACSR 1/0 6/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE DETAIL V1 (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L F +L +T E AT THIS LOCATION APPLY POINT LOAD 8 (TYP) DETAIL B2 E F D +T +L DETAIL V6 "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION ATTACHMENT SECTION C-C (N.T.S.) AT THIS LOCATION APPLY POINT LOAD 7 (TYP.) DETAIL V2 +T DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-90R_STR-132 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L2V2 T2 L2V2 T2 L2V2 T2 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 1/0 6/1 STRAND "RAVEN" ACSR 12.47kV: 336.4 KCMIL 18/1 STRAND "MERLIN" ACSR 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE 6875132 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 L8V8 T8 L3V3 T3 L3V3 T3 L3V3 T3 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A L7V7 T7 L7V7 T7 L7V7 T7 SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, DEADEND +L +T +T +L A A (2 PLACES) AHEAD AND BACK DETAIL G1 B B C C DETAIL G3 DETAIL V3 D F F G G +T +L 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION G-G (N.T.S.) "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "RAVEN" ACSR 1/0 6/1 STRAND NEUTRAL ATTACHMENT SECTION D-D (N.T.S.) "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL G1 HOLE DETAIL V4 HOLE DETAIL V1 (N.T.S.) THROUGH VANG - VERTICAL TWO WAY ONE HOLE SECTION F-F (N.T.S.) +T +L E (TYP) DET V2 +L +T +T DETAIL V1 "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION ATTACHMENT SECTION C-C (N.T.S.) +L THIS LOCATION LOAD 7 AT APPLY POINT AT THIS LOCATION APPLY POINT LOAD 9 THIS LOCATION LOAD 8 AT APPLY POINT (TYP) DETAIL B2 E D DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE DE-90R_STR-153 CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND DEADEND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM DEADEND: 15°, .25" ICE, 4 PSF WIND OLF: L=1.00, T=1.00, V=1.00 NESC HIGH WIND: 60°, 0" ICE, 120 MPH WIND OLF: L=1.65, T=2.50, V=1.50 NESC MEDIUM: 15°, .25" ICE, 4 PSF WIND CASE 4 CASE 2 LOAD CASES CASE 1 CASE 5 OLF: L=1.50, T=1.50, V=1.50 STRINGING: -20°, 0" ICE, 2 PSF WINDCASE 10 L=1.00, T=1.00, V=1.00OLF: DEFLECTION: 60 DEGREES, NO ICE, NO WIND, FINALCASE 7 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND: 15°, 1" ICE, 40 MPH WINDCASE 3 OLF: L=1.00, T=1.00, V=1.00 NESC ICE WITH WIND DEADEND: 15°, 1" ICE, 40 MPH WINDCASE 6 ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM DEFLECTION AT TOP OF THE STRUCTURE SHALL BE 9. BE CAMBERED TO FALL WITHIN THE DESIGN LIMIT. OF THE POLE HEIGHT UNDER THE DEFLECTION CASE. POLES MAY THE DEFLECTION AT THE POLE TOP SHALL BE LIMITED TO 1.5% 8. THE MOST SEVERE EFFECT. WIND SHALL BE APPLIED IN THE DIRECTION WHICH RESULTS IN 7. MINIMUM VANG PLATE THICKNESS = 1/2".6. SHALL BE SUBMITTED TO ENGINEER IN WRITING. THAN THOSE SHOWN TO SIMPLIFY FABRICATION.VARIATIONS FABRICATOR MAY PROPOSE STRUCTURAL DETAILS DIFFERENT 5. SHAPE FACTOR OF 1.0. WIND PRESSURES SHOWN ON LOAD WORKSHEET ARE BASED ON A 4. REQUIREMENTS OF THE STEEL POLE SPECIFICATIONS. NOT PERMITTED. STRUCTURE SHALL MEET ALL TECHNICAL STRUCTURE SHALL BE DESIGNED SELF SUPPORTING, GUYS ARE 3. STRUCTURE, AND WIRE LOADS FOR EACH LOADING CASE. SIMULTANEOUS APPLICATION OF DEAD LOAD, WIND ON THE STRUCTURE AND ATTACHMENTS SHALL BE DESIGNED FOR THE 2. OVERLOAD FACTORS AND INSULATOR WEIGHT. ALL STATED LOADS ARE ULTIMATE VALUES AND INCLUDE 1. NOTES: T1 V1 L1 L3 V3 T3 L2V2 T2 L2V2 T2 L2V2 T2 L3 V3 T3 WIRE DATA ADSS: "AT-XXX27DT-144-CLCB" 144 FIBER DISTRIBUTION NEUTRAL: 1/0 6/1 STRAND "RAVEN" ACSR 12.47kV: 336.4 KCMIL 18/1 STRAND "RAVEN" ACSR 115KV: 1272 KCMIL 61/0 STRAND "NARCISSUS" AAC OHGW: "7#9" ALUMOWELD LOAD TREE 9185153 ?ANGLE (FT) LENGTH STR # L4V4 T4 L5V5 T5 WIND PRESSURE (psf) TO BE APPLIED TO STRUCTURE. INCLUDE ALL OVERLOAD FACTORS. "W" REPRESENTS ALL LOADS ARE IN LBS, ARE ULTIMATE, AND L6V6 T6 L6V6 T6 L3 V3 T3 L7V7 T7 L8V8 T8 L9 V9 T9 ISSUED FOR BID D A T E : 1 2 / 0 3 / 2 1 E N G .I N IT IA L S : S .E IS S U E D F O R B ID S U G G T - L IN E M T . P L E A S A N T T O A SCALE: N.T.S. LOOKING AHEAD SPAN SINGLE CIRCUIT, VERTICAL, RUNNING ANGLE +L +T+T +L AA B B J (TYP) DETAIL B4 DETAIL G3 NOTE 12 DETAIL V8 J DETAIL CA1 ? +T +L CC DD EE FF H H DETAIL G1 DETAIL G1 "NARCISSUS" AAC 1272 KCMIL 61/0 STRAND CONDUCTOR ATTACHMENT SECTION B-B (N.T.S.) "ARBUTUS" AAC 795 KCMIL 37/0 STRAND DISTRIBUTION ATTACHMENT SECTION C-C, D-D (N.T.S.) "ARBUTUS" AAC 795 KCMIL 37/0 STRAND DISTRIBUTION ATTACHMENT SECTION J-J (N.T.S.) "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION NEUTRAL SECTION E-E (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION F-F (N.T.S.) 144 FIBER "AT-XXX27DT-144-CLCB" COMMUNICATIONS ATTACHMENT SECTION H-H (N.T.S.) DETAIL G1 "MERLIN" ACSR 336.4 KCMIL 18/1 STRAND DISTRIBUTION NEUTRAL SECTION I-I (N.T.S.) I I OTHERS ARMS BY HOLE HOLE "7/9" ALUMOWELD OHGW ATTACHMENT SECTION A-A (N.T.S.) DETAIL V4 G G +T +L ATTACHMENT 3RD PARTY COMMUNICATIONS SECTION G-G (N.T.S.) +T +T +T +L +L DATE APPD. SCALE: CKD. DWN. DWG. NO. GREENVILLE UTILITIES Greenville, North Carolina 115kV TRANSMISSION LINE MT. PLEASANT SUB TO SUGG LOAD AND DESIGN RUNNING ANGLE WITH UNDERBUILD D. CHAMBLISS R. DILLABOUGH S. ECKMAN 12/03/21 NONE RA-15L_2FFD_1-CT CONSTRUCTION NOTE: REMOVE OLD WIRE LABELS WITH ORANGE TEXT, INSTALL NEW WIRE LABELS WITH GREEN TEXT N O . R E V IS IO N S ARMS, POLES, BASE PLATES, ETC. CREATE THE MOST SEVERE EFFECTS ON ALL MEMBERS INCLUDING MANUFACTURER SHALL APPLY POINT LOADS NECESSARY TO 13. DRAWINGS. ORIENT SINGLE SIDED VANGS FOR HARDWARE SHOWN ON 12. ALL STRUCTURES SHALL BE GALVANIZED STEEL.11. ABOVE GRADE TO 12'-0" MAXIMUM. A SLIP JOINT TO LIMIT LOWEST POLE SEGMENT EXTENSION POLE DESIGN AND FABRICATION SHALL INCLUDE PROVISIONS FOR 10. LIMITED TO 10% OF STRUCTURE HEIGHT UNDER ALL LOAD CASES MAXIMUM ...

200 West Fifth Street Greenville, NC 27858Location

Address: 200 West Fifth Street Greenville, NC 27858

Country : United StatesState : North Carolina

You may also like

Construction of a pre-engineered steel structure

Due: 01 May, 2024 (in 1 month)Agency: DEPT OF DEFENSE

WAPA Transmission Line Steel Monopole Structures IDIQ Synopsis

Due: 29 Mar, 2024 (Today)Agency: ENERGY, DEPARTMENT OF

STEEL PIPE

Due: 29 Apr, 2024 (in 1 month)Agency: BUREAU OF ENGRAVING AND PRINTING

Please Sign In to see more like these.

Don't have an account yet? Create a free account now.