830 Maintenance unit number decals shall be approximately 2 inches in width with digits approximately 3 inches in height and in Serif -style font, unless shown in the plans or specified otherwise. The decal digits shall be stacked vertically from top to bottom. The decal shall be Type III reflective sheeting. The color for the digits shall be black on white background. A decal sample shall be provided to the Engineer for approval prior to system acceptance testing. The contractor shall not install a decal until the electrical device has been installed in its final configuration and inspected and accepted by the Engineer. No measurement or payment will be made for furnishing or installation of the decals, the cost being considered as included in the price of the contract items. TRAFFIC SIGNAL AND HIGHWAY LIGHTING: 731- 1 Description: The work under this section shall consist of furnishing all materials and constructing new supports and foundations for traffic signal and highway lighting systems or modifying poles and mast arms of existing systems at the locations shown on the project plans and in accordance with the details shown on the plans and the requirements of these specifications. Pole foundations shall include all conduit, elbows, anchor bolts, grounding wire and reinforcing steel. Cabinet foundations shall include conduit, elbows, anchor bolts and clearance pad. 731- 2 Materials: Excavation and backfill shall conform to the requirements of Subsection 203- 5.03 of the specifications . Concrete shall conform to the requirements of Sections 1006 and 601 of the specifications . Reinforcing steel and wire mesh shall conform to the requirements of Sections 605 and 1003 of the specifications. Concrete for all foundations shall be ClassS and shall have a required 28-day compressive strength of 3, 500 pounds per square inch. TABLE OF CONTENTS INDEX 831 731- 2.01 Blank : 731- 2.02 Standard Steel Poles:
Standard steel poles for traffic signals and highway lighting shall include pole shafts and pole bases. Material standards for traffic signal and lighting supports shall be in conformance with the 2013 edition of the AASHTO Standard Specifications f or Structural Supports for Highway Signs, Luminaires and Traffic Signals. All pole supports shall be designed to withstand 9 0 miles per hour wind, and a 3- second Gust. Fatigue analysis is to be per Fatigue Category 2, without galloping. Truck Induced v elocity shall be 55 mph wind speed. Metal parts of standard steel poles and hardware shall conform to the details shown on the plans and the following specifications. Welding shall conform to the requirements of the American Welding Society, Structural Welding Code - Steel, D1.1, latest edition.
Tapered pole shafts shall be fabricated from sheet steel of weldable grade which shall meet a minimum yield stress, after fabrication, of 50,000 pounds per square inch. A taper rate of approximately 0.14 inches in diameter per linear foot shall be required unless otherwise specified. Standard pipe pol e shafts shall be fabricated from standard weight structural steel which conforms to the minimum strength requirements of ASTM A53, or A500 Grade B . Each section shall be fabricated from not more than two pieces of sheet steel. When two pieces are used, the longitudinal welded seams shall be directly opposite one another. When the sections are butt -welded, seams shall be directly opposite to one another. When the sections are butt -welded together, the longitudinal welded seams on adjacent sections shall be placed to form continuous straight seams from base to top of pole. Pole shafts shall be straight, with a permissive variation not to exceed 1 inch measured at the midpoint. Pole shafts shall be galvanized in accordance with the requirements of ASTM A123. The visual appearance of the galvanized finish shall be uniform. Discoloration of the galvanized finish such as dark areas, dark streaks, dark rings or transportation handling marks which are considered excessive by the Engineer shall not be allowed. Pole shafts that have a finish unacceptable to the Engineer shall either be repaired or replaced to the satisfaction of the Engineer at no additional cost to the Department. TABLE OF CONTENTS INDEX 832 Hand holes in the base of the poles shall conform to the details shown on the Standard Drawings. All welds shall be continuous and any exposed welds, except fillet welds, shall be ground flush with the base metal. A metal tag shall be permanently attached to the pole above the hand hole stating the manufacturer's name, pole type per the Department's plans, pole drawing number, shaft length and gage number.
Pole extensions and twin luminaire brackets shall be fabricated from new pipe conforming to the requirements of ASTM A 53 or A500. All welding shall conform to the requirements of the American Welding Society, Structural Welding Code - Steel, D1.1, latest edition. Pole extensions and twin luminaire brackets shall be fully galvanized in accordance with the requirements of ASTM A 123. Fabrication of the pole extensions and twin luminaire brackets shall be in accordance with the dimensions as specified in the plans.
Poles shall have standard bases unless break- away bases are specified. Standard bases shall be fabricated from structural steel plates conforming to the minimum strength requirements of ASTM A 36. Exposed surfaces shall be finished smooth and all exposed edges shall be neatly rounded to a 1/8- inch radius. Standard bases shall be galvanized in accordance with the requirements of ASTM A 123.
Break- away bases shall be fabricated from 365 -T4 or SG -70AT6 aluminum alloy. The base shall be heat -treated in accordance with the requirements of ASTM B 108, temper designation T6, before shipment. The break- away base shall have all the necessary hardware to make a complete and functional unit . Bolts, washers and nuts shall meet or exceed ASTM A 153 minimum strength requirements and shall be fully galvanized in accordance with ASTM A 153. Break- away bases shall be certified by the manufacturer to meet or exceed the change in momentum requirements of the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals, and to be acceptable for use on Federal Aid projects. The manufacturer shall also certify that the break- away base has been tested and approved by the Federal Highway Administration and that the castings have the same chemistry, mechanical properties, and geometry as the castings used in the tests. Break- away bases shall be used where specified on the project plans. TABLE OF CONTENTS INDEX 833
All anchor bolts shall be threaded at the top and shall conform to the plans. Standard anchor bolts, washers, and nuts shall be fabricated from steel conforming to the strength requirements of ASTM F1554 Grade 55. The anchor bolts, washers, and nuts shall be fully galvanized in accordance with the requirements of ASTM A 153. High strength bolts, washers and nuts shall be fabricated from steel which meets or exceeds the minimum requirements of ASTM F3125 Grade A325, and shall be electro- galvanized in accordance with the requirements of ASTM B633. Welding shall not be performed on any portion of the body of these bolts. Certificates of Analysis conforming to the requirements of Subsection 106.05 of the specifications shall be submitted for high strength bolts, washers and nuts. 731- 2.03 Wood Poles:
Wood poles shall consist of full length, pressure treated material. Unless specified herein, material, treatment, and preservatives shall be in accordance with the latest revisions of the AWPA Book of Standards. No deviations from these specifications will be allowed without the written approval of the Engineer. Wood poles shall be used for service or temporary traffic signal or roadway lighting installations when specified. The lengths of the poles shall be 25 feet for service poles and 35 feet for other poles and shall be Class 3, unless otherwise specified.
AWPA: As defined in Subsection 101.01 of the specifications. Supplier: The person, partnership, association, or corporation furnishing the material covered by these specifications. Check: A separation of the wood along the grain, the greater part of which occurs across the annual growth rings. A through check extends from surface to surface of the pole, usually through the pith center. TABLE OF CONTENTS INDEX 834 Compression Wood: Abnormal wood that often forms on the lower side of branches and inclined trunks of coniferous trees. Characteristics include:
more than 50 percent of the width of the annual ring in which it occurs);
and summerwood; and
wood. Cross -Break (Crack): A separation of the wood cells across the grain. Such breaks may be due to internal strains resulting from unequal longitudinal shrinkage or to external force. Dead Knot: A knot left by a branch that dies before the tree is cut. An encased knot is a dead knot in which the growth layers are not intergrown with those of the surrounding wood. Dead knots may contain soft fibers (decay) that usually do not extend deeper than 1 to 2 inches from the pole surface. They are distinct from rotten or decayed knots in which the loose or soft fibers (decay) may extend the full length of the knot into the pole, and which are frequently associated with heart rot. Dead Streak: Any portion of sapwood in which the life processes had ended prior to the cutting of the tree. A dead streak starts from the butt and differs from a wound, such as a catface or scar, where the growth of new wood shows that life processes are still acting to repair the injured par t. Decay: Decay or rot (advanced decay) is the disintegration of wood substance due to the action of wood destroying fungi. Face of Pole: The concave side, or the side of greatest curvature in poles having reverse or double sweep, between the ground li ne and top of pole. TABLE OF CONTENTS INDEX 835 Ground Line Section: That portion of a pole between 1 foot above and 2 feet below the ground line as defined in the pole dimension tables. Hollow Heart: A hollow in the heartwood of a living tree caused by insects or fungi. Hollow Pith Center: A small hole at the pith center of the trunk or of a knot, caused by disintegration of the pith (small soft core occurring in the structural center of a tree or branch). Insect Damage: The result of boring in the pole by insects or insect larvae. Scoring or channeling of the pole surface is not classed as insect damage. Knot Diameter: The diameter of a knot on the surface of the pole measured in a direction at right angles to the lengthwise axis of the pole. Red Heart: A fungus caused by Fomes Pini occurs in the living tree, and is characterized in the early stages of infection by a reddish or brownish color in the heartwood. This is known as "firm red heart". Later, the wood, in the case of the living tree, disintegrates (deca ys) in small, usually distinct, areas that develop into white- line pockets. Sap Satin: A discoloration of the sapwood caused by the action of certain molds and fungi that is not accompanied by softening or other disintegration of the wood. Refer to Subsection 731- 2.03(D)(2)(a) of the specifications for blue stain. Scar (Catface): A depression in the surface of the pole resulting from a wound where healing has not re- established the normal cross section of the pole. Shake: A separation along the grain, the greater part of which occurs between the rings of annual growth. TABLE OF CONTENTS INDEX 836 Short Crook: Any localized deviation from straightness, in a 5- foot section or less, shall be classified as a short crook. Spiral Grain (Twist Grain): A type of growth in which the fibers take a spiral course around the bole of a tree instead of the normal vertical course. The spiral may extend right -handed or left -handed around the tree trunk. The amount of spiral grain in a pole is measured as the distance in feet, along the axis of the pole, in which one complete twist of the spiral occurs, and is expressed as a ratio; for example, "1 in 30" (one twist in 30 feet). Split: A lengthwise separation of the wood due to the tearing apart of the wood cells, extending from surface to surface of the pole. Sweep: The deviation of a pole from straightness.
Pole exhibiting any of the following defects will not be accepted: TABLE OF CONTENTS INDEX SECTI ON 731 837 Bird Holes; Breaks; Catface (Scars) ; Compound through checks; Decay; Double Sweep (poles having sweep in two planes) ; Hollow butts or tops; Improper Framing ; Nails or other metal not authorized by the Engineer ; Plugged holes (other than increment borer) ; Small Butt ; Small Top ; Spike knots or any knot with bark inclusion; Split top ; and/or Worm or insect holes
The following defects are acceptable subject to the limitations stated:
The core used to check penetration of preservative will be checked for blue stain. Any core with 50 percent or more blue stain in sapwood will be rejected. Additional cores may be taken to determine extent of the stain.
Any check more than 1/8 inch wide and extending down from the top of the pole more than 12 inches and within 30 angular degrees from the axis of the face of the pole directly above the brand will be unacceptable. Through checks or splits in the butt surface are permitted, provided their height from the butt along the sides urface does not exceed 2 feet. A check is considered to be continuous if it is not separated by at least 1/2 inch of wood. Maximum acceptable dimensions of checks are as follows: Length of Pole Maximum Width Maximum Length 30 feet and shorter 1/4 inch 5 feet 35 and 40 feet 5/16 inch 5 feet 45 feet and longer 3/8 inch 8 feet
Compression wood in the outer 1- 1/2 inch of pole. TABLE OF CONTENTS INDEX 838
Insect damage consisting of surface scoring or channeling are permitted; all other forms of insect damage are prohibited.
Sapwood thickness less than the following: Douglas Fir 1 inch Pine 3 inches
The following criteria applies: All knots shall be measured at right angles to lengthwise surface, including the sapwood as well as the heartwood portions. All end grained, completely concentric annual rings surrounding the prominent heartwood portion of the knot shall be included in the measurement. The diameter of any single knot or the sum of the diameters of all knots in any 1- foot section shall not exceed the limits set up in the following table. Knots 1/2 inch or less in diameter shall be ignored in applying the limitations for the sum of diameters. Length/Class of Pole Diameter of Any Single Knot Sum of Diameters of Knots in Any 1 -Foot Section 45 feet and shorter 2.5 inches 8 inches 50 feet and longer 3.0 inches 10 inches
Maximum single knot in any sworl shall be 2 inches in diameter. Maximum sum of knots in any sworl shall not exceed 20 percent of the pole circumference at the point of the sworl or more than the amount shown in the table above under the column heading "Sum of Diameters of Knots in Any 1- Foot Section."
Poles are not acceptable if they have abrasions or damage caused by forklifts, dragging along the ground, indentation of chains, cables, cant hooks, peaveys, pole tongs, or other mechanical damage penetrating the pole more than 3/4 inch.
The pilodyn can be used to check hardness of poles. The test will normally be taken at the ground line and any measurement 22 millimeters and over on ponderosa pine will result in that pole being TABLE OF CONTENTS INDEX 839 rejected. Additional tests may be taken at any point on the pole to determine extent of softness.
The average annual ring count shall be not less than six rings per inch average measured in the outer 3 inches on the butt face.
Stain that is not accompanied by softening or other disintegration
Shakes in the butt surface extending through an arc of not more than 90 degrees are permitted, provided they are at least 2 inches from the outside diameter of butt.
Any localized deviation from straightness in a 5- foot section or less shall be classified as a short crook, and the deviation from straightness shall not exceed 1- 1/2 inches.
Spiral grain is permitted provided it does not exceed 1/2 turn in 15 feet or one complete turn in any 30 feet of the pole.
Where sweep is in one plane and one direction only, a straight line connecting the surface of the pole at a point located 6 feet from the butt, and the edge of the pole at the top shall not be separated from the surface of the pole at any point by more than 1 inch for each 10 feet of length between these points. Where sweep is in one plane and two directions (reverse sweep), a straight line connecting the midpoint at a point located 6 feet from the butt with the midpoint of the top shall not deviate from the center line of the pole more than 1/4 the diameter of the pole at the point of widest deviation. TABLE OF CONTENTS INDEX 840
Poles less than 50 feet in length shall be not more than 3 inches shorter or 6 inches longer than nominal length. Poles 50 feet or more in length shall be not more than 6 inches shorter or 12 inches longer than nominal length. The minimum lengths for the wood species shown are as follows: Wood Species Minimum Length of Pole Douglas Fir 50 feet Western Pine 45 feet Southern Pine 30 feet
The pole circumference at the top and at a point 6 feet from the butt shall not be less than the dimensions shown below: Pole Dimensions, Class 3 Minimum Circumference at Top is 23 inches Minimum Circumference at 6 Feet from Butt (Inches) Length of Pole (Feet) Groundline Distance from Butt (Feet) Western Pine Douglas Fir and Southern Pine (all types) 20 4 29.5 27.0 25 5 32.5 29.5 30 5.5 35.0 32.0 35 6 37.5 34.0 40 6 39.5 36.0 45 6.5 41.5 37.5 50 7 43.5 39.0 55 7.5 45.0 40.5 60 8 46.5 42.0
Poles shall be smoothly trimmed by machine; the depth of the cut shall be kept to a minimum consistent with proper removal of the bark. Beveling the top or butt, excessive trimming around knots which results in separation in wood structure (knot pop- up), prominent spiral ridges TABLE OF CONTENTS INDEX 841 on pole surfaces, rough or feathery surfaces, exposed heartw ood (except at knot areas), patches of inner bark more than 1/2 inch wide and 6 inches long, and abrupt changes in contour due to shaving are evidences of improper removal of bark. Individual poles with such defects shall be rejected.
The following marks shall be burn- branded legibly on the butt and on the face of the pole per AWPA Standard M6 at a point 12 feet ± 2 inches tolerance:
used; and
showing the length of the pole.
Code numerals indicating the treating charge number must be placed on the butt either by stam ping or on metal tags.
The type of preservative to be used shall be Penta- Volatile Petroleum Solvent (Cellon or Dow process).
The pentachlorophenol shall conform to AWPA Standard P8. The carriers shall be hydrocarbon solvents Type B or D conforming to AWPA Standard P9.
Poles shall be treated in accordance to AWPA Standards C1 and C4. TABLE OF CONTENTS INDEX 842
Prior to tre atment, poles shall be sufficiently air -seasoned, boultonized or kiln -dried to minimize checking after treatment and to permit maximum penetration and retention of preservative. Moisture content of the sapwood shall be below 25 percent. The moisture cont ent may be determined by electrical resistance type moisture meters and shall have insulated needles driven 2 inches in fir or 2- 1/2 inches in pine.
Douglas Fir - The treating process must produce not less than 1 inch penetration at any point on the pole. If the sapwood thickness exceeds 1 inch between the butt and standard ground line, 85 percent of the sapwood shall be treated. The assay zone shall be 1/4 to 1 inch. Cellon or Dow Process - Retention shall be not less than 0.90 pounds per cubi c foot in the assay zone. Western and Southern Pines - The treating process must produce complete sapwood penetration. The assay zone shall be 0.5 to 2.0 inches. Cellon or Dow Process - Retention shall be not less than 0.60 pounds per cubic foot in the assay zone.
Not less than one increment core shall be taken in the ground line area. All increment borer holes shall be plugged with tight fitting cylindrical wood plugs treated with the same preservative used to treat the pole. Penetration shall be determined by the following methods. Cellon or Dow Process - Penta Check or Wetzel Stain.
Cellon or Dow Process - Poles shall be washed or brushed so they are clean and free of surface crystals.
All poles which fail to meet the treating requirements of this specification may be treated one time after initial inspection. Temperature and pressure must conform to AWPA Standard C1 for retreatment. Stored Poles - All poles showing brands or marks indicating treatment within any calendar year three years or more previous to the year of shipment shall be retreated one time conforming to AWPA Standard C1. TABLE OF CONTENTS INDEX 843 Cut Back Poles - All poles that are shortened or trimmed shall be retreated within seven days conforming to AWPA Standard C1.
Inspection shall be made upon delivery. The Contractor shall provide the necessary assistance and facilities to enable safe and efficient inspection of the work. A Certificate of Compliance shall be furnished to the Engineer upon delivery to the job site or other approved locations. 731- 2.04 Mast Arms and Tie Rods: Tapered mast arms shall be fabricated from sheet steel conforming to the requirements of ASTM A 36, except for the types K and R pole mast arms. The mast arms for the types K and R poles shall be constructed of sheet steel with a minimum yield stress of 50,000 pounds per square inch after fabrication. Mast arms shall be fabricated according to the thickness requirements shown on the plans. A taper rate of approximately 0.14 inches change in diameter per linear foot shall be required unless otherwise specified. All bolts, washers, and nuts for mast arms shall be fabricated from steel conforming to the requirements of ASTM F3125 GR A325, and shall be electro- galvanized in accordance with the requirements of ASTM B 633. Tie rods shall be fabricated from weldable structural steel pipe and steel rod and shall have no kinks or bends. All dimensions of the tie rods shall be as specified in the plans, except that the mast arms and tie rods for wood pole installati ons shall conform to the details shown on the project plans. Mast arms and tie rods shall be galvanized in accordance with the requirements of ASTM A 123. The visual appearance of the galvanized finish shall be uniform. Discoloration of the galvanized fi nish such as dark areas, dark streaks, dark rings or transportation handling marks which are considered excessive by the Engineer shall not be allowed. Mast arms and tie rods that have a finish unacceptable to the Engineer shall either be repaired or repl aced to the satisfaction of the Engineer at no additional cost to the Department. A metal tag shall be permanently attached on the side of the mast arm near the base stating the manufacturer's name, pole type and name as shown on the plans, mast arm or pole drawing number, length, and gage number. 731- 3 Construction Requirements: 731- 3.01 Shop Drawings: The contractor shall furnish shop drawings for approval by the Engineer prior to fabrication of the traffic signals and highway lighting structures TABLE OF CONTENTS INDEX 844 material. Shop drawings shall be prepared in accordance with the requirements of Subsection 105.03 of the specifications. 731- 3.02 Foundations: The excavations required for the installation of foundations and other items shall be performed in such a manner as to avoid any unnecessary damage to streets, sidewalks, landscaping, and other improvements. The trenches shall not be excavated wider than necessary for the proper construction of the foundations and other equipment. Excavation shall not be performed until immediately before construction of foundations. The material from the excavation shall be placed in a position that will minimize obstructions to traffic and interference with surface drainage. All surplus excavated material shall be removed and properly disposed of within 48 hours by the contractor, as directed by the Engineer. After each excavation is completed, the contractor shall notify the Engineer for inspection, and under no circumstances shall any underground materials or equipment be covered with fill without the approval of the Engineer. Excavation and backfill shall be in accor dance with the requirements of Subsection 203 -5 of the specifications. At the end of each working period, all excavations shall be barricaded or covered, or both, to provide safe passage for pedestrian and vehicular traffic. Excavations in the street or highway shall be performed in such a manner that not more than one traffic lane is restricted at any time, unless otherwise provided in the Special Provisions. Sidewalk and pavement excavations shall be kept well covered and protected to provide safe passag e for pedestrian and vehicular traffic until permanent repairs are made. Signal and lighting pole foundations shall be set flush with the existing or new curb and sidewalk or flush with the finished grade where there is no curb or sidewalk, except in sloped areas they shall be as shown on the project plans. The dimensions and locations of foundations shall be as specified on the project plans; however, the Engineer may direct that changes be made in locations due to obstructions or other existing conditions. The contractor shall verify top of foundation elevations with the Engineer prior to foundation construction. Concrete shall be placed in holes which have been augered against undisturbed earth. If the material in the bottom of the hole is not firm and stable, it shall be compacted or treated as directed by the Engineer. The walls and the bottoms of the holes shall be thoroughly moistened prior to placing the concrete. If the soil is not stable and a hole cannot be augered, forms shall be used. They shall be of the proper size and dimensions and shall be rigid TABLE OF CONTENTS INDEX 845 and securely braced. The forms and the bottoms of the holes shall be thoroughly moistened prior to placing the concrete. If the Engineer requires foundations to be larger or deeper than on the plans because of soil conditions, the additional work will be paid for in accordance with the provisions of Subsection 109.04 of the specifications. Anchor bolts and conduit stubs shall be placed and held in proper alignment, position, and height during the placing and vibrating of concrete. All pole foundations shall set for three days prior to pole installation except for types J, K, Q and R pole foundations which shall set for seven days. Before the concrete for cabinet foundations has set, depressions shall be made around the anchor bolts for adjustment of the cabinet leveling nuts. 731- 3.03 Base Plates and Poles: Anchor bolts, washers, and nuts required for relocating existing poles shall be furnished by the contractor. Poles shall be drilled and tapped for mounting hardware as shown on the Standard Drawings. Use of through bolts will not be permitted. Poles will be rejected if holes are not properly positioned for the required mounts. All steel poles shall be plumbed to the vertical with all mast arms, signal heads and luminaires installed. Sidewalks, curbs, gutters, pavement, base material, lawns, plants, and any other improvements removed, broken, or damaged by the contractor's operations shall be replaced or reconstructed with materials in accordance with these specifications. The replaced or reconstructed improvements shall be left in a serviceable condition satisfactory to the Engineer, and shall conform to these specifications where applicable. Where existing pole installations are to be modified, materials and equipment shall be used, salvaged, or disposed of as specified in the Special Provisions and as directed by the Engineer. Woo d poles shall be placed in the ground to a depth of at least 6 feet. After each wood pole is set in the ground, the pole shall be backfilled with selected backfill. Backfill shall be free of large rocks and debris, and placed in layers of no more than 6 inches before compaction. Each layer shall be moistened and thoroughly compacted to the satisfaction of the Engineer. Existing poles shall be either relocated or used in place as specified in the project plans. The contractor shall inspect the poles and provide TABLE OF CONTENTS INDEX 846 the materials and work necessary to recondition the poles so they can be reused. Holes left in the shafts of existing poles, due to removal of items such as signal mounting assemblies, shall be repaired and painted with a zinc galvanized paint. If any poles are damaged by the contractor's operations, such repairs or replacements shall be at no additional cost to the Department. If the Engineer orders additional work to be done following the contractor's inspection of the poles, such work will be paid for as provided in Subsection 109.04 of the specifications. New poles that are damaged by improper drilling of holes will be rejected. 731- 3.04 Removing and Replacing Improvements: Wherever a part of a section or slab of existing concrete or sidewalk or curb is damaged by the contractor, the entire section between expansion joints shall be removed and the concrete reconstructed as directed by the Engineer. All areas of concrete sidewalks and driveways and all areas of Portland cement concrete and asphaltic concrete pavements to be removed shall be outlined and cut to a minimum depth of 1- 1/2 inches with an abrasive type saw prior to removing the material. The cut for the remainder of the required depth may be made by any method satisfactory to the Engi neer. Saw cuts shall be neat and true with no shattering or chipping of concrete adjacent to the outside of the removal area. 731- 4 Method of Measurement: The structural supports and foundations for traffic signals and highway lighting will be measured as a unit for each type of support and foundation furnished and installed. Modification of existing poles and mast arms will be measured as a unit for each pole or mast arm modified. 731- 5 Basis of Payment: The accepted quantities of supports and foundations for signals and lighting, measured as provided above, will be paid for at the contract unit price each, for the type of support or foundation designated in the bidding schedule, complete in place, which price shall be full compensation for the work described and specified herein and on the plans, including all hardware, wire, excavation, backfill and incidentals necessary to complete the work. The accepted quantities of modify pole and modify mast arm, measured as provided above, will be paid for at the contract unit price each, for the type of pole or mast arm designated in the bidding schedule to be TABLE OF CONTENTS INDEX