HIGH MAST POLES 812.02
812.01 Description
This work consists of providing and installing high mast poles.
812.02 Materials
Design and provide all materials for high mast poles in accordance with the AASHTO Standard Specifications for Str uctural Supports for Highway Signs, Luminaires and Traffic Signals. Before starting high -mast lighting work, submit two (2) hardcopies of brochures for, and a schedule of, the proposed materials and equipment items for high -mast lighting work high mast pol es to the Resident Engineer. Include brand names, catalogue numbers, descriptions, cuts, diagrams, shop and design drawings, and calculations as required by the Contract. The Resident Engineer may waive submittal requirements if the materials and equipmen t are on the QPL. Verify the accuracy of the dimensions and details on the design drawings in accordance with Subsection 105.02, “Plans and Working Drawings.”
A.Structural Design Design high mast pole structures in acc ordance with AASHTO. Apply the following design parameters: Maximum pole deflection: no greater than 10 percent of the pole height; Yearly Mean Wind Velocity, Region C, (Vmean > 11 mph [4.9 m/s]) The Department may randomly check pole designs. Ensure the p ole manufacturer certifies the following in writing: The pole design was coordinated with the manufacturer of the lowering device design; The pole design is compatible with the installation of the high mast lowering device and luminaire; and The total syst em will function properly.
B.Fabrication of Steel Shafts Provide high -strength steel shafts in accordance with Section 812.02.D, “Mechanical Properties.” The Department will allow circular, many -sided shafts either the total length shown on the Plans, or in telescoping sections. Provide galvanized poles in telescoping sections only. Provide cold -formed shafts uniformly tapered from the largest diameter at the base to the smallest diameter at the top without reducin g the wall thickness. For shafts 120 ft [36 m] or shorter, provide no more than five telescoping sections. For shafts longer than 120 ft to 150 ft [36 m to 46 m], provide no more than six telescoping sections.
812.02 High Mast Poles
Provide telescoping sections in one or two pieces. Provide one -piece sections at least 10 ft [3 m] long. Butt -weld the two -piece sections in accordance with Subsection 812.02.C, “Welds.” Ensure that each shaft section can telescope over the next lower section at least 1½ times the diameter of the female end of the joint. Ensure the manufacturer pre -fits and match -marks telescoping sections. Preassemble each telescoping joint for proper fit. Assemble telescoping sections in the field in accordance with the m anufacturer’s recommendations, as approved by the Resident Engineer. The Department will not allow racking. Submit the manufacturer’s written guarantee that the joints will not settle to the Resident Engineer. Provide each shaft with a hand hole and a wea therproof cover bolted to a reinforced frame. Ensure the reinforced frame restores the strength lost to create the hand hole. Provide a circuit breaker and winch bracket mounting plate opposite the hand hole. Provide each shaft with a grounding connectio n inside the pole near the base. Ensure the pole manufacturer meets the Standard Manufacturing Tolerance for straightness of the pole shaft. The Department will not allow fabrication of shaft sections using laminated or layered steel plates. Provide shaft sections with a thickness of at least 3/16 in [4.76 mm] plate or 7 gauge sheet.
C.Welds Weld in accordance with the AASHTO Standard Specifi cations for Structural Supports for Highway Signs, Luminaires and Traffic Signals, unless otherwise required by the Contract. Butt -weld the telescoping shaft sections of single unit poles with backed up 100 percent penetration circumferential transverse we lds. Ensure the manufacturer ultrasonically inspects the welds. Grind circumferential transverse welds, except for the base plate connection, from ⅛ in to 0 in [3.18 mm to 0 mm] beyond the outside pole surface. Contour backup material for full, continuo us contact with the same material as the shaft. Provide each shaft with no more than two longitudinal electric welds with at least 60 percent penetration, except for the following areas: For longitudinal seam welds within 6 in [150 mm] of circumferential w elds, use full -penetration groove welds at butt joints of base plates; For longitudinal seam welds on the female section of telescopic field splices, use full -penetration groove welds equal to the minimum splice length plus 6 in [150 mm]. Weld the shaft to the steel base with two continuous welds (one at the top of the base and one at the bottom of the shaft), or one full -penetration butt -weld with a backup strip, if necessary. The Department will not allow field welds, except for welds performed in accorda nce with Subsection 812.02.B, “Fabrication of Steel Shafts.” Visually inspect and test welds using one of the following methods: AWS D1.1 ultrasonic method, ASTM E 709 magnetic particle method, or HIGH MAST POLES 812.02 ASTM E 94 or ASTM E 390 radiographics method. Test and inspect welds in accordance with the AASHTO Specification for the type of weld used. Submit certified results to the Resident Engineer for review. Test 100 percent of field welds. Remove weld splatter before finishing. Finish welding before galvanizing. Ensure weld metal meets the notch -toughness requirements specified for bridge application in AWS D1.1. Perform impact tests in accordance with AWS D1.1, Appendix C for electroslag and electrogas weld metal.
D.Mechanical Properties Provide high -strength steel for pole shafts with yield strengths of at least 48,000 psi [331 MPa] and meeting the notch -toughness requirements of the Charpy V -notch test for 15 ft•lbs [2.08 kg•m] at 40 °F [4.4 °C]. Submit to the Resident Engin eer, 4 copies of the manufacturer’s certified chemical and physical properties mill test report covering each heat number used on the project. Test at least 3 coupons for each heat number after rolled by the steel manufacturer. For samples that do not mee t the minimum yield strength, retest new samples with the same heat number. The Resident Engineer may reject steel that fails the second test. Provide base flanges, brackets, and miscellaneous hardware fabricated from steel plate with yield strengths of a t least 36,000 psi [248.2 MPa]. Ensure the base plate meets the notch -toughness requirements of the Charpy V -notch test for 15 ft•lbs [2.08 kg m] at 40 °F [4.4 °C].
1.Anchor Bolts Ensure the anchor bolts arrive on site before the pole and cage the bolts before installing in the excavated foundation hole. Provide a template for placing and holding the anchor bolts in the foundation to ensure the pole base will fit properly. Install galvanized anchor bolts and nuts with galvanized poles in accordance with ASTM A 153/A153M -16 (AASHTO M 232) at least the threaded length plus 6 in [150 mm]. Prevent embrittlement in accordance with ASTM A 143/A143M -07(2014). Provide certification of compliance with these requirements, if requested by the Resident Engineer. Do not weld or tack the anchor bolts to make the required lengths or to make the anchor cage. Torque anchor bolts as specified by the pole manufacturer. Provide two hex nuts and one lock hex nut for each anchor bolt. 81202 HIGH MAST
2.Finish If shown on the Plans, provide galvanized shafts, bases, and miscellaneous brackets in accordance with ASTM A 123 / A 123M - 15 (AASHTO M 111M/M 111). Take precautions against embrittlement, warpage, and distortion in accordance with ASTM A 143 / A143M – 07(2014) and ASTM A 384 / A384M -07(2013). Provide certification of compliance with these requirements, if requested by the Resident Engineer.
812.06 High Mast Poles
Avoid scratching the pole finish. Repair damaged finish in accordance with recommended materials and procedures established by the manufacturer for the pole and the finish, as approved by the Resident Engineer.
812.03 Equipment — Vacant
812.04 Construction Methods
Join shafts made of telescoping sections before erection, as directed by the pole manufacturer and approved by the Resident Engineer. Plumb and verify shafts in at least two directions, 90° apart, with a transit. Plumb shafts at the time directed by the Resident Engineer and within a tolerance of one half the pole top diameter. Fasten heavy gauge galvanized sheet stee l formed to fit the hole inside the base plate to prevent rodents and vandals from entering base. Ensure the sheet encloses the void between the base plate and the foundation. Install the high mast lowering device before erecting the pole. Torque anchor bolts in the pattern shown in the plans, or as approved by the Resident Engineer. Verify that all anchor bolts are torqued as specified by the manufacturer. The Resident Engineer will confirm that the anchors bolts are still torqued as specified by the m anufacturer after two weeks of the final installation of all equipment to the high mast pole.
812.05 Method of Measuremen T — Vacant
812.06 Basis of Payment
The Department will pay for each pay item at the contract unit price per the specified pay unit as follows: Pay Item: Pay Unit: HIGH MAST POLE Each Include the cost of accessories, attachments, and testing field welds in the contract unit price for High Mast Pole . HIGH MAST LOWERING DEVICE 813.02 SECTION 813 HIGH MAST LOWERING DEVICE
813.01 Description
This work consists of providing and installing a lowering device for high mast pole assemblies.
813.02 Materials
Before starting high -mast lighting work, submit to the Resident Engineer two (2) hardcopies of brochures for, and a schedule of, the proposed materials and equipment replacement parts for high mast lowering devices. Submit to the Resident Engineer two (2) hardcopies of the service and operating manuals. Include brand names, catalogue numbers, descriptions, cuts, diagrams, shop and design drawings (with part numbers and material finishes labeled), and calculations as required by the Contract. Do not inclu de materials otherwise covered by these Standard Specifications on the schedule. The Resident Engineer may waive submittal requirements if the materials and equipment are listed on the Department’s Traffic Engineering Division Qualified Products List. Ensu re the lowering device manufacturer has at least 5 years experience manufacturing and installing the device, and is approved by the Design Engineer. The Design Engineer will make final acceptance of the lowering device design.
A.Structural Design Provide a lowering device that consists of three main sub -assemblies: head frame, lowering ring, and winch assembly. Ensure the material is corrosion -resistant (stainless or galvanized steel, or aluminum). Ensure fixtures on the lowering devices pass an accelera ted vibration test of at least 1 g. Determine the actual loading for the high mast pole design by performing a full -scale wind tunnel test on the complete system, consisting of the lowering device and the luminaires. Provide a lowering device capable of lo wering a ring of luminaires to within 3 ft [1 m] of the pole base to ensure safe and efficient, routine luminaire maintenance. Provide each pole with a power cable and connectors to energize the entire ring of luminaires while the lowering device is in the lowered position. Provide a weatherproof, twist -lock service receptacle for this cable, rated at 600 V. Provide equally spaced hoisting cables, attached to the luminaire ring. Provide a method to equalize the tension on the hoisting cables. Provide hoi st cables of 7 × 19 construction aircraft cable, 3/16 in [4.76 mm] diameter, zinc -coated galvanized steel, in accordance with MIL Specification W834420C and Federal Specification RR-W-410E. Provide a winch cable of ¼ in [6.35 mm] diameter, zinc-coated, ga lvanized steel, using high strength 7 × 19 construction aircraft cable.
Source: Oklahoma Standard Specifications for Highway Construction, 2019 Edition. Pages 825–828 of 935.