606GUARDRAIL

New Hampshire Department of Transportation Standard Specifications – 2016 Description

1.1This work shall consist of furnishing and installing guardrail, anchorages, terminal units, concrete barriers, and pipe handrails

of the type specified at the locations shown on the plans or as ordered. 1.1.1 Resetting of existing guardrail shall be included in this work. 1.1.2 Temporary guardrail, t emporary concrete barrier, and temporary impact attenuators shall consist of furnishing, installing, maintaining, relocating and removing as specified. 1.1.3 Any excavation required for this work is subsidiary to the item except as provided for in 606.5.8 Materials

2.1Wood Posts, Offset Blocks, and Rails.

2.1.1 Wood posts shall be treated in accordance with 2.2, sound and reasonably straight. The ends shall be cut square or as indicated. Posts with hollow knots, open or plugged holes, or season checks exceeding 1/4” in width will be rejected. 2.1.1.1 Guardrail posts, offset blocks and wood rails shall be made of timber with a st ress grade of 1,200 psi or more for extreme fiber in bending in accordance with AASHTO M 168. All cuts and holes shall be made before preservative treatment. 2.1.1.2 Wood rails shall be treated in accordance with 2.2, straight and sound, free from loose knots and other defects, and shall be surfaced on all sides. 2.1.2 Synthetic offset blocks for guardrail shall be a product as listed on the Qualified Products List. They shall be made of synthetic materials, recycled preferred and shall meet the criteria of NCHRP 350 Test Level 3.

2.2Preservative Treatment.

2.2.1 All wood posts, blocks and rails shall be treated with preservative materials conforming to the requirements of AASHTO M 133. 2.2.2 The type of treatment shall be one of the following: Treatment Minimum net retention, Pounds per cubic foot Type A Pentachlorophenol 0.60 Dry Salts Water-Borne Preservative 0.40 2.2.3 All wood posts and rails shall be treated after sawing and drilling or retreated after drilling in accordance with AASHTO M 133.

2.3Structural Shape Posts.

2.3.1 Structural shape steel posts shall conform to ASTM A 36 and shall be galvanized after fabrication to meet the requirements of AASHTO M 111. 2.3.2 Offset blocks for steel post assemblies shall be made of synthetic materials in accordance with 2.1.2.

2.4Rails and Fittings for Beam Guardrail.

2.4.1 Rails and fittings shall be as shown in the current edition A Guide to Standardized Highway Barrier Hardware, AASHTO – AGC- - ARTBA Joint Cooperative Committee. Galvanized steel rail elements, terminal sections, bolts, nuts, and other fittings shall conform to AASHTO M 180 (except that paragraph 11, Marking, shall not apply), Type II, Class A. Galvanized steel rail elements and terminal sections shall be treated with a solution of sodium dichromate or other approved chemical solutions so as to prevent or reduce storage stain. 2.4.1.1 Miscellaneous steel hardware not shown in A Guide to Standardized Highway Barrier Hardware, AASHTO – AGC- - ARTBA Joint Cooperative Committee designation shall conform to ASTM A 36 and A 500 as appropriate. Ha rdware shall be galvanized, after all fabrication, in accordance with AASHTO M 232. 2.4.2 Steel rail elements shall be shop punched to allow for 6 ft. – 3” post spacing or as required. Where the rail is on a curve having a radius of 150 ft. or less, the r ail shall be shop curved. The splice shall make contact throughout the area of the splice. Guardrail parts furnished under this specification shall be interchangeable with similar parts, regardless of the source of manufacture. 2.4.3 The post bolt and connection shall withstand a 5,000 lbs. pull in either direction.

New Hampshire Department of Transportation Standard Specifications – 2016

2.5Anchor blocks. Anchor blocks shall be as shown on the plans.

2.6Concrete Anchors and Barriers.

2.6.1 Concrete shall be Class AA conforming t o 520.1.2. Th e cement shall be Type III Portland cement as specified in AASHTO M 85. Slump shall be closely controlled betwee n 2 and 3”. Concrete used in extrusion or slip form barrier shall be of such consistency that after extrusion, it shall maintain the shape of the barrier without support. 2.6.1.1 Corrosion inhibitor admixture shall conform to AASHTO M 194 (ASTM C 494) Type C as included on the Qualified Products List, Section 520. 2.6.2 Reinforcing steel shall conform to Section 544. 2.6.3 Structural material including end connectors shall conform to the applicable portions of Section 550. 2.6.3.1 Galvanizing shall conform to AASHTO M 111. 2.6.4 Mortar for patching, when permitted, shall be composed of the exact ingredients of the concrete with the coarse aggregate omitted. 2.6.5 Preformed Expansion Joint Filler shall conform to AASHTO M 153, Type III or AASHTO M 213. 2.6.6 Water repellent coating on concrete barrier, except portable concrete barrier for traffic control, shall be Silane/Siloxane conforming to 534.2.2.

2.7Delineators. Delineators shall conform to Section 621.

2.8Handrail.

2.8.1 Steel Pipe for rails and posts shall conform to ASTM A 53, Schedule 40, Standard Weight of the diameter shown on the details. Pipe shall be galvanized after fabrication in accordance with the requirements of AASHTO M 111. 2.8.2 Grout for anchoring the pipe posts shall be High Strength, Impact Resistant, Non- shrink Grout as included in Section 528 on the Qualified Products List.

2.9Retroreflective sheeting shall conform to AASHTO M 268 (ASTM D 4956) minimum of Type IV sheeting.

2.10Temporary Impact Attenuators.

2.10.1 Temporary impact attenuation devices for traffic control shall be designed to meet the requirements of the National Cooperative Highway Research Program (NCHRP) Report 350 at a minimum of Test Level 2 [43.5 mph ] or Test Level 3 [62.1 mph] as specified in the item description. 2.10.2 Temporary impact attenuation devices (redirective and Non-redirective) shall be products as included on the Qualified Products List unless allowed per 2.12.4 or specifically specified in the Contract. 2.10.3 Temporary impact attenuation devices shall be redirective or non -redirective as s pecified in the item description. Redirective devices shall be capable of redirecting the impacting vehicle over the full length of the device. 2.10.4 Sand barrels and water filled arrays will not be allowed for use November 1 st to April 15th unless they are at least ten feet away from the travelway (measured to the face) or specifically approved in writing by the Engineer. If approved by the Engineer for winter use, the sand or water shall be treated to prevent freezing. 2.10.4.1 The Contractor may elect to utilize either sand barrels or water filled attenuators for the non -redirective category between April 15th and November 1st. The Contractor shall provide certification that the unit complies with the NCHRP 350 test level specified. 2.10.4.2 Sand Barrel arrays and water filled impact attenuators shall be made up of modules that are durable and weather proof with outer components formulated to resist deterioration from ultraviolet rays. 2.10.4.3 When a project that is anticipated to be completed prior to November 1st , is delayed until the next season due to the Contractor’s method of construction, it shall be the responsibility of the Contractor to replace sand barrel arrays with an impact attenuation device included on the Qualified Products List, at no cost to the Department. When an extension of time is granted under 108.07 the additional cost for replacement will be paid in accordance with the provisions of 109.04. 2.10.5 Used impact attenuators, beam guardrail, and terminal units for traffic control barrier, in good operating condition will be allowed with approval from the Engineer. 2.10.6 Truck mounted attenuators (TMA) may be used temporary impact attenuators in accordance with 619 with approval by the Engineer. In no case shall a TMA be left in place during non-work hours, it shall be stored outside the clear zone.

New Hampshire Department of Transportation Standard Specifications – 2016

2.11Temporary beam guardrail.

2.11.1 Temporary beam guardrail shall meet the requirements of Item 606.120 (steel posts) or Item 606.140 (wood posts). 2.11.2 Used beam guardrail and terminal units in good operating condition, will be allowed with approval fro m the Engineer.

2.12Terminal Units.

2.12.1 Terminal units shall be of the type specified in the Contract or as ordered by the Engineer. The same terminal unit model of each type specified shall be used throughout the project, with the exception of the temporary terminal units.

2.13Replacement Components.

2.13.1 Steel beam for beam guardrail, including hardware shall consist of standard beam rail, bolts, nuts, washers and any other materials necessary to connect the rail to the offset blockouts. 2.13.2 Post Assemblies of the type specified for Beam Guardrail Posts shall consist of offset blocks, bolts, nuts, washers and any other materials necessary to connect the, rail, offset blocks and posts. 2.13.2.1 Offset blocks for steel post assemblies shall be made of synthetic materials conforming to 2.1.2. Construction Requirements

3.1Posts.

3.1.1 All posts shall be set plumb at the required spacing and locations by either auguring, excavating or driving. The face of the post nearest the road shall present a vertical line from the top to bottom. 3.1.2 The bottom of the augured or excavated holes shall be thoroughly tamped to grade. 3.1.3 Post and anchor holes shall be backfilled with acceptable material placed in layers and thoroughly compacted with a power tamper. 3.1.4 The wood offset blocks shall be “ toe nailed” to the rectangular wood posts to prevent them from turning. 3.1.4.1 Breakaway wood posts A and B shall be set in augured, pre- driven or hand dug holes and backfilled in accordance with 3.1.3.

3.2Beam Rail.

3.2.1 Beam guardrail shall be erected to provide a smooth continuous rail conforming to the line and grade of the highway. Corrugated rail elements shall be lapped so that the exposed end of each element is away from approaching traffic. Tube- type beam elements shall be bolted and joined as shown on the plans. Expansion joint bolts shall be tightened, but not to a degree which will prevent the rail elements from sliding past each other longitudinally. All other bolts shall be drawn tight. 3.2.2 All metal work shall be fabricated in the shop. No punching, cutting, or welding shall be done in the field. Holes may be drilled or cutting done for special details only. 3.2.3 Galvanized beam rail shall be stored to prevent wet storage stain. Storage shall be off the ground and individual rail elements shall be separated with spacers to provide free access of air. The beam rail shall be inclined in a manner which wi ll provide continuous drainage. 3.2.4 All damage to galvanized surfaces, threaded portions of all fittings and fasteners, and cut ends of bolts after assembly, shall be repaired by thoroughly wire brushing the damaged area and painting it with 2 coats of approved zinc-rich primer. 3.2.5 At each location where an electric transmission, distr ibution, or secondary line crosses any of the types of metal guardrail covered by these specifications, the guardrail shall be grounded as required by the electric utility company. 3.2.5.1 At locations where electric lines run parallel and in close proximi ty to metal guardrail, grounding systems may be required by the electric utility company. 3.2.6 All beam rail shall include retroreflectorized delineators, white or yellow, placed in accordance with the NHDOT Standard Plans. 3.2.7 Double nested guardrail shall be as detailed on the plans or as ordered.

3.3Terminal Units.

Terminal sections shall be installed at each end of every installation of beam guardrail unless otherwise specified. Befor e installation, the Contractor shall provide the Engineer with copies of the manufacturer’s documents indicating satisfactory testing in accordance with NCHRP 350 and/or its subsequent revisions and of the approval by the FHWA for use of the terminal unit as intended. The Contractor shall also provide the Engineer with copies of the manufacturer’s detail sheets and installation guide

New Hampshire Department of Transportation Standard Specifications – 2016 detailing all requirements and system dimensions prior to installation. The Contractor shall provide a list of component parts to the Engineer to be forwarded to the appropriate maintenance office. 3.3.1 Terminal units or sections shall be installed as shown on the plans, specified by the manufacturer or ordered. 3.3.2 Type IV retroreflective sheeting shall be applied to the app roach nose after fabrication and assembly but prior to the installation of bolts, if terminal units are installed less than 6 ft. from the edge of pavement as follows: One-Way Roadways: Retroreflective yellow with black stripes sloping downward at an angle of 45 degrees toward the roadway on both sides of the roadway. The width of the stripes shall be 3 ”. Two-Way Roadways: Same as One-Way Roadway except the reflective sheeting is to only be placed on the right side of the roadway with no sheeting on the left side of roadway. 3.3.2.1 Retroreflective sheeting on ELT terminal units shall be 12 ” high x 24 ” wide and shall be attached to the 24 ” corrugated steel pipe 4 ” down from the top by applying the retroreflec tive sheeting to 0.080” thick, 12 in x 24 ” aluminum sheet which shall be attached withs ix M6 – 1/4” – 20 x 1” bolts with, lock washers and nuts fastened on the top, middle and bottom edges. 3.3.2.2 Retroreflective sheeting on flat -ended terminal units shall be a minimum of 12 ” wide and 24” high unle ss the dimensions of the flat end surface of the terminal unit are less. In the case of the width being less than 12” it shall cover the entire width of the flat surface. In the case of the height being less than 24 ” it shall cover the entire height of th e flat surface. If the 12” wide sheeting does not cover the full width of the flat surface, the sheeting shall be p laced on the roadway edge of the terminal unit. If the 24” high sheeting does not cover the full height of the flat surface, the sheetings hall be placed from the top down.

3.4Wood rail. Wood rail shall be constructed as shown on the plans. Wood surfaces cut or damaged shall be brush treated with

2 applications using material of the same specification as that used in the preservative treatment.

3.5Resetting. The existing guardrail and/or terminal units including anchorages shall be dismantled in a careful manner that

eliminates damage, suitably stored, and reinstalled. Unless otherwise ordered, hardware and fittings shall be packed in substantial containers. Replace posts and hardware that the Engineer deems unsuitable for reuse with new, paid for under appropriate Contract items or as provided for in 109.04. 3.5.1 The Contractor, together with the Engineer, shall inspect the guardrail and terminal unit before dismantling and note any damaged or missing parts. Damaged or missing parts shall be repaired / replaced as directed by the Engineer. Material damaged due to the Contractor's negligence shall be replaced with new materials at the Contractor’s expense.

3.6Temporary Impact Attenuators and Temporary Beam Guardrail.

3.6.1 Temporary Impact Attenuators for Traffic Control. 3.6.1.1 Submit technical data to the Engineer for approval prior to installing the attenuator. This data shall include the overall length, width, the number of bays or modules, connection details, the point at which redirection is provided (where length of need is established on the device), the performance category (redirective or non-redirective), maximum design speed and the NCHRP test level the attenuator was tested to. 3.6.1.2 All work relating to the placement of the components of the impact attenuation device including transition sections shall be as shown on the manufacturer’s details and shall be approved by the Engineer. Installation shall be in accordance with the manufacturer's recommendations. 3.6.1.3 The impact attenuation device shall be located on a concrete pad or prepared base as recommended by the manufacturer. 3.6.1.4 Provide a positive connection between the end of concrete barrier or guardrail and the impact attenuation device as recommended by the manufacturer. 3.6.1.5 Any device or device components damaged during installation shall be replaced with new parts from the manufacturer at the Contractor’s expense. 3.6.1.6 The Contractor shall have on hand one replacement parts kit as recommended by the manufacturer per project for each model type used prior to being installed. 3.6.1.7 Temporary impact attenuators for traffic control shall remain the property of the Contractor and they shall be removed when the project is complete or they are no longer needed. 3.6.2 Damaged temporary beam guardrail or temporary impact attenuators shall be repaired within 24 hours after notification by the Engineer.

New Hampshire Department of Transportation Standard Specifications – 2016 3.6.3 Temporary beam guardrail shall be installed meeting the requirements of Item 606.120 (steel posts) or Item 606.140 (wood posts) except that approved used material may be installed.

3.7Concrete Barriers.

3.7.1 General. 3.7.1.1 Concrete barriers shall be supplied as precast units or constructed cast -in-place as specified to the configuration and details shown on the plans. Portable concrete barrier for traffic control shall be precast units. Minor deviati ons in the shape shall be submitted to the Engineer for approval. 3.7.1.1.1 Concrete barrier shall conform to the following tolerances:

of plumb by more than 1/4”, except the base which shall not vary by more than 1/2”

3.7.1.2 Sections of barrier shall be uniform in color and in good condition, free from cracked or spalled surfaces. 3.7.1.3 The layout and placement of the concrete barriers shall be to the alignment and elevations shown on the plans or as directed. Before any concrete or precast barrier may be placed, the subbase shall be compacted to 95% density in accordance with the applicable tests as specified in 304.3 and fine graded to a tolerance of ± 1/2” of the true grade at any location under the barrier. Whenever possible, as determined by the Engineer, concrete placing operations shall not begin until the su bbase has been fine graded ahead at least 1,000 ft. 3.7.1.4 All concrete barriers shall include retroreflectorized delineators, white or yellow, placed in accordance with the NHDOT Standard Plans. 3.7.1.5 Concrete shall contain corrosion inhibitor (calcium nitrate) admixture added at the rate of 4 gallons per cubic yard. 3.7.1.6 Form work shall be in accordance with 520.3.2, externally braced in like new condition without any projections or depressions which would detract from the required finish. Proper care and precautions shall be exercised in removing forms t o ensure no damage results to the finished surface of the barrier. 3.7.1.7 Reinforcing steel shall be placed in accordance with Section 544. 3.7.1.8 Concrete Class F in accordance with Section 520 may be substituted for aggregate base course and hot bituminous pavement in the patching on the roadway side of concrete barrier. Concrete thickness shall be not less than that of the adjacent pavement. 3.7.1.9 Concrete barrier, except portable concrete barrier for traffic control, shall receive a Class 1, Ordinary Finish in accordance with 520.3.12. 3.7.1.10 Water repellent (Silane/Siloxane) shall be applied to concrete barrier, except portable concrete barrier for traffic control, in accordance with 534.3. 3.7.1.11 Defects are divided into two categories, minor defects and major defects. Minor defects in the barrier may be repaired in the field. Major defects shall be cause for rejection of the section, or the section shall be repaired in the manner directed by the Engineer. 3.7.1.11.1 Minor defects are defined as holes, honeycombing or spalls which are 6 ” or less, in diameter, and which do not expose the outermost surface of the steel reinforcement. Surface voids 3/8”, or less, in diameter and 3/8”, or less, in depth are not considered defects and they do not require repair. 3.7.1.11.2 Major defects are defined as, any defect which does not meet the definition of a minor defect or minor defects which, in aggregate, comprise more than 2% of the surface area of the barrier section. 3.7.1.12 Repair of hardened concrete shall be as follows:

Qualified Products List, Section 520. Methods of repair shall be acceptable to the Engineer. The color of the repaired portion shall match as nearly as practicable, the color of the surrounding concrete. Repaired portions shall exactly match shape requirements.

New Hampshire Department of Transportation Standard Specifications – 2016 3.7.2 Cast-in-Place Barriers. Cast-in-place barriers shall be constructed by either the “ fixed forms” or “ extrusion or slip form” method or a combination, at the Contractor’s option. 3.7.2.1 General. 3.7.2.1.1 Contraction joints shall be formed or saw cut normal to the pavement. The spacing shall be every 20 ft. , as shown on the plans or as ordered by the Engineer. The joints shall conform to the dimensions as s hown on the plans or standard sheets. If the joints are saw cut, they shall be saw cut so no damage to the concrete will result, within a maximum time of 8 hours. If sawing or forming joints is performed before the concrete has hardened, the adjacent portions of the barrier shall be supported firmly with close fitting shields. The liquid curing compound, if used, shall be reapplied at the saw cut. 3.7.2.1.2 Expansion joints shall be formed normal to the pavement with Preformed Expansion Joint Filler and shall provide for expansion of ½”. The filler material shall be cut to conform to the cross section of the barrier. 3.7.2.1.2.1 The expansion joints shall be located at all immovable objects (bridge substructures, etc.), where shown on the plans, and/or as directed by the Engineer. Expansion joints shall not be required at regular intervals unless shown on the plans. 3.7.2.2 Fixed Forms Barrier. 3.7.2.2.1 Forms and subbase shall be thoroughly moistened in conformance to 520.3. Care shall be taken that form construction has been completed, embedment of required materials placed and removal of all foreign materials completed before the concrete is placed. 3.7.2.2.2 Concrete shall be placed in its final position. Excessive movement of concrete by use of vibrators will not be permitted. 3.7.2.2.3 Concrete shall not be dropped a distance of more than 5 ft. unless contained within a tremie, elephant trunk or other approved system. 3.7.2.2.4 Concrete shall be consolidated as provided in 520.3.5.4 by means of high frequency internal vibrators within 15 minutes after it is deposited in the forms. Vibrators shall not be attached to, or held against the forms or the reinforcing steel. Care shall be taken to avoid the displacement of reinforcement. 3.7.2.2.5 In the event of an emergency where placement continuity is affected, the Engineer will decide if a construction joint will be allowed and will direct the Contractor as to the location and manner in which the joint is to be constructed. 3.7.2.2.6 Concrete shall be cured in compliance with 520.3.10.1. Forms shall not be removed for a period of 3 days or as directed. 3.7.3 Precast Barriers. 3.7.3.1 Fabrication of precast units shall be performed by an approved commercial precasting plant. The provisions of 105.10 and 106.05 shall apply. 3.7.3.2 Fabrication inspection of the precast barrier will b e performed by the Department. A concrete mix design shall be prepared by the manufacturer and approved by the Bureau of Materials and Research prior to fabrication. The Contractor shall notify the Engineer at least 72 hours before casting barriers so that the necessary arrangements may be made for the Engineer to be present for inspection of the casting. The casting date shall be shown on the bottom of each section. 3.7.3.3 The length of individual precast sections shall not exceed 20 ft. unless otherwise permitted. The length of individual sections of any one run shall be approximately the same. Precasting tolerance will allow no variations of more than 1/4 ” in any plan dimension. 3.7.3.4 Unless shown on the plans, the Contractor 's proposed method for joining and anchoring the sections shall be submitted for approval. Steel shapes exposed to weathering shall be galvanized. 3.7.3.5 Compaction of the concrete into a dense uniform mass shall be accomplished by internal vibration to provide a smooth surface relatively free of voids. External vibration may be used when permitted. 3.7.3.6 Care shall be taken to ensure that inserts including reinforcing steel remain in their proper locations. Ends of the individual sections shall be smooth and perpendicular to the top surfaces. 3.7.3.7 Curing. Concrete shall be water cured in compliance with Section 520. Water cured barrier shall not be shipped until the barrier has cured a minimum of 7 days. Steam curing of barriers shall be as follows: 3.7.3.7.1 Furnish sufficient canvas and framework or other type of housing to completely enclose the concrete barrier sections so that the curing temperatures can be controlled.

New Hampshire Department of Transportation Standard Specifications – 2016 3.7.3.7.2 Live steam shall be introduced into the enclosure through a series of steam jets which shall be evenly spaced within the enclosure. In no case shall the steam jet impinge directly on the concrete formwork. 3.7.3.7.3 The initial set of the concrete shall take place before steam is applied. 3.7.3.7.4 The steam shall be maintained at 100 percent relative humidity to prevent loss of moisture and to provide excess moisture for proper hydration of the cement. 3.7.3.7.5 During the application of the steam, the ambient air temperature shall increase at a rate not to exceed 40 ºF per hour until a temperature of 160 ºF is reached. Curing at 160 ºF shall continue until concrete test cylinders, prepared at the time of placing, and cured under the same temperature and moisture conditions have attained 80 percent of the expected compressive strength. 3.7.3.7.6 Necessary equipment for testing the cy linders shall be available at the fabricator's plant unless otherwise permitted. 3.7.3.7.7 When discontinuing steam, the ambient air temperature shall not decrease at a rate exceeding 40 ºF per hour until the temperature has reached 20 ºF above the temperature of the air to which the concrete will be exposed. 3.7.3.7.8 The concrete shall not be exposed to temperatures below freezing for 6 days after casting. 3.7.3.7.9 The precast barrier shall not be moved until 24 hours after casting. The precast sections must be in the position and location for curing prior to removing forms. The lifting hooks shall not be used to move the barrier until curing is complete. Handling shall at all times be performed in a manner to prevent damage to the concrete. 3.7.4 Portable concrete barrier for traffic control. Portable concrete barrier for traffic control may be approved used barrier. Portable concrete barrier for traffic control shall include relocating the barriers on the project as well as transporting the barriers to and from the project.

3.8Handrail.

3.8.1 Fabricate handrails to the dimensions and details shown on the plans. 3.8.1.1 Top railing shall be continuous throughout entire length of railing, except as noted in 3.8.4. 3.8.1.2 Interconnect handrail members by butt -welding or welding with internal fittings. Welding shall conform to ANSI/AWS D1.1 Chapter 10, Tubular Structures. At tee and cross connections notch ends of intersecting members to fit contour of pipe to which end is joined and weld all around. 3.8.1.3 Form simple and compound curves by bending pipe in jigs to produce uniform curvature. Maintain cylindrical cross- section of pipe throughout entire bend without buckling, twisting, cracking or otherwise deforming exposed surfaces of pipe. 3.8.2 The Contractor shall Install the pipe and hardware for handrail as shown or ordered. 3.8.2.1 Anchor posts in preset sleeves or drilled holes. Sleeves or holes shall be not less than 12” deep with an inside diameter not less than 1/2” greater than the outside diameter of the post. Sleeves shall have a steel plate closure welded to the bottom and a friction fit, removable cover designed to keep the sleeve clean and hold the 1/2” below the finished surface of concrete or mortar rubble masonry. 3.8.2.2 Set handrail accurately in location, alignment and elevation with edges and surfaces level, plumb and true. Fill annular space between posts and sleeve or holes with grout. 3.8.3 Damage to galvanized surfaces during erection shall be repaired by cleaning the damaged area as specified in 550.3.17.2, pretreating as specified in 550.3.17.7 and painting with 2 coats of approved zinc-rich primer. The second coat shall not be applied until the first coat has been approved. 3.8.4 Provide slip joint expansion joints, at intervals not to exceed 40 ft., located within 6” of posts. Slip joint shall be formed with an internal sleeve extending 2” beyond the joint on either side with the sleeve securely fastened to one side. 3.8.5 Handrail shall be installed in a timely manner to ensure pedestrian safety. Method of Measurement

4.1The accepted quantities of guardrail, new, temporary or reset, will be measured either by the unit or by the linear foot to the

nearest 0.1 of a foot, as follows: 4.1.1 Corrugated beam guardrail indicated as “ standard section” and Terminal Section Type E -2 will be measured by the linear foot as shown on the plans. 4.1.1.1 Terminal units will each be measured by the unit, except E-2 as noted above.

New Hampshire Department of Transportation Standard Specifications – 2016 4.1.2 Wood guardrail, pipe guardrail and double faced beam guardrail will be measured from end to end of rail by the linear foot, unless otherwise shown on the plans. 4.1.3 Handrail will be measured from end to end of rail by the linear foot, to the nearest 0.1 of a foot. 4.1.4 Steel beam for beam guardrail, including hardware will be measured by the linear foot. 4.1.5 Post replacements and assemblies for beam guardrail posts will be measured by the each. 4.1.6 Removal and disposal of materials being replaced shall be subsidiary to the replacement items.

4.2Anchorages shown on the plans as integral parts of terminal units or sections paid for by the unit will not be measured

separately; other anchorages as specified, both new and reset, will be measured by the number of units installed.

4.3Measurement of the temporary beam guardrail and temporary terminal units of the type specified will be in accordance with

4.1.

4.4The accepted quantities of concrete barrier, permanent or portable for traffic control, will be measured by the linear foot as

follows: 4.4.1 Permanent concrete barrier will be measured by the foot to the nearest 0.1 of a foot from end to end along the top of the barrier section. 4.4.2 Portable concrete barrier for traffic control will be measured by the linear foot for barrier delivered and installed for use on the project. Relocating portable concrete barriers on the project will not be measured for payment.

4.5Delineators will be measured in accordance with 621. Delineators required for temporary guardrail and portable concrete

barrier for traffic control will not be measured.

4.6Temporary Impact Attenuation devices for traff ic control will be measured by the unit. No separate measurement will be

made for any materials necessary to connect the impact attenuation device to the concrete barrier or guardrail. No measurement will be made for the initial concrete pad or base materials required for proper installation. Relocating impact attenuation devices for traffic control on the project will not be measured. Basis of Payment

5.1The accepted quantities per linear foot for guardrail, concrete barrier, and E -2 terminal units will be paid for at the Contract

unit price per linear foot for guardrail complete and in place. 5.1.1 The accepted quantities for terminal units, bridge approach units, anchorages other than anchorages included with terminal units, for all types specified, will be paid for at the Contract unit price for units complete and in place.

5.2New material required for resetting guardrail, other than that damaged due to the Contractor's negligence, will be paid for as

provided in 109.04.

5.3The accepted quantity of permanent concrete barrier of the type specified and portable concrete barrier for traffic control will

be paid for at the Contract unit price per linear foot. 5.3.1 Relocating the barriers on the project and transporting the barriers to and from the project will be subsidiary. 5.3.2 Mortar for patching joints between units on permanent concrete barriers when required will be subsidiary. 5.3.3 Miscellaneous steel for connecting individual units or end units will be subsidiary. 5.3.4 Hot bituminous pavement placed adjacent to the concrete barrier for a maximum width of 1 ft. will be paid for as Item

403.12. Concrete Class A substituted for aggregate base course and hot bituminous pavement will be paid for as Item 403.12 at

2.0 tons per cubic yard. 5.3.5 Water repellent required on concrete barrier will be subsidiary.

5.4The accepted quantity of handrail will be paid for at the Contract unit price per linear foot complete in place.

5.4.1 Grout will be subsidiary to handrail.

5.5Delineators will be paid for in accordance with Section 621, except delineators required for temporary guardrail and portable

concrete barrier for traffic control will be subsidiary.

5.6Impact attenuation devices (redirective or non-redirective), test level 2 or 3 as required will be paid for at the Contract unit

price per unit complete in place. 5.6.1 All excavation and materials necessary to install and connect the temporary impact attenuation device to traffic control barrier will be subsidiary.

New Hampshire Department of Transportation Standard Specifications – 2016 5.6.2 The initial concrete pad for the temporary impact attenuation device shall be subsidiary. The concrete pad for subsequent locations shall be paid as provided for in 109. 04. Removal of concrete pads; relocating the temporary impact attenuators on the project; and transporting to and from the project shall be subsidiary. 5.6.3 Any device or device components damaged by the Contractor ’s negligence shall be replaced at the Contractor ’s expense.

5.7No separate payment will be made for any excavation required except for material classified as rock structure excavation and

will be paid as provided for in Section 206. KEY TO ITEM NUMBERS FOR GUARDRAIL ITEMS Item Number Description Unit

606.00C Beams for Guardrail Linear Foot

01 Steel Beam for Beam Guardrail, Including Hardware Each

606.01A Posts for Guardrail Each

2 W6x9 Steel Post Replacement for Beam Guardrail Each

22 Steel Post Assemblies for Beam Guardrail Posts Each

4 6” x 8” Wood Post Replacement for Beam Guardrail Each

42 6” x 8” Wood Post Assemblies for Beam Guardrail Posts Each

606.1A51 Beam Guardrail (Terminal Unit Type MELT) Unit 606.1A52 Beam Guardrail (Terminal Unit Type ELT) Unit 606.1A7 Beam Guardrail (Terminal Unit Type G-2) Unit 606.1A96 Beam Guardrail (Terminal Section Type E-2) Linear Foot

606.21A,B,C Double-Faced Steel Beam Guardrail (Galvanized) Linear Foot

606.402 Concrete Barrier, Double-Faced Linear Foot

29 Modified Concrete Median Barrier Linear Foot

606.411 Concrete Barrier, Single-Faced, Precast Linear Foot

2 Concrete Median Barrier, Double-Faced, Precast Linear Foot

29 Modified Concrete Median Barrier, Precast Linear Foot

7 Portable Concrete Barrier (For Traffic Control) Linear Foot

606.421 Concrete Barrier, Single-Faced, Cast-in-Place Linear Foot

2 Concrete Barrier, Double-Faced, Cast-in-Place Linear Foot

29 Modified Concrete Median Barrier, Cast-in-Place Linear Foot

*Linear foot except that terminal units are by the unit. A Type of Post 0 Open 1 Light weight steel (S3x5.7) 2 Medium weight steel (W6x8.5) 3 Open 4 6” x 8” wood 5 Open 6 Aluminum, size per plans 7 Heavy weight steel (W6x15.5) 8 Open 9 Aluminum or steel -- Contractor's option, size per plans B Post Spacing or Type of Unit (Spacing of terminal units is standardized on the plans) 0 “ Standard Section” with 6 foot – 3” spacing 1 Open 2 Open 3 Open 4 Variable: 25 ft. to 6 ft. – 3” or 3-1/2 ft. to 1-1/2” 5 Open 6 Open

New Hampshire Department of Transportation Standard Specifications – 2016 7 Terminal Unit G-2 Unit 8 Bridge Approach Unit Unit C Rail Material 0 Steel (galvanized) 1 Open 2 Double nested 3 Thrie Beam 4 Open 5 Steel Rubbing Rail (galvanized) 6 Steel Top Hand Rail (galvanized) 7 Steel Top Pipe Rail (galvanized) 8 Open

606.5A, B, C Wood Guardrail Linear Foot A Type of Wood Rail 1 Single 6” x 8” 2 Double 6” x 8” 5 Double 4” x 6” B Type of Posts 0 5 ft.-8” x 8” wood 1 6 ft.-6” x 8” wood 2 5 ft.- 9” by W6x8.5 steel 3 5 ft.-9” by W6x15.5 steel 4 1 foot –5” by W6x15.5 steel 5 2 ft.-5-1/4” by W6x15.5 steel C Post Spacing 7 7 ft.–6” 8 8 ft.-0” 606.6A, B, C Handrail Linear Foot A Type 1 Step 2 Ramp 3 Safety Rail B Guard Required 0 No Guard 1 With Guard C Material 1 Steel

606.82Anchorage for Beam Guardrail Each

606.83Anchorage for Strong Beam Guardrail Each

606.91Resetting or Setting Guardrail Linear Foot

606.92Resetting Anchorages Each

606.93Temporary Beam Guardrail Linear Foot

New Hampshire Department of Transportation Standard Specifications – 2016

606.9512 Temporary Impact Attenuation Device (redirective), Test Level 2 Unit

13 Temporary Impact Attenuation Device (redirective), Test Level 3 Unit

22 Temporary Impact Attenuation Device (non- redirective), Test Level 2 Unit

23 Temporary Impact Attenuation Device (non-redirective), Test Level 3 Unit

New Hampshire Department of Transportation Standard Specifications – 2016

Description

This work shall consist of the constructing, removing and resetting railings, fences, and gates as shown on the plans or as

ordered. This work shall include furnishing and installing the required electrical grounds.

1.2This work shall consist of cons tructing, maintaini ng relocating, and removal of a temporary chain lin k fence, including

necessary self-supporting post assembled and gates, and locking devices and keys for the purpose of protecting active construction as noted in the Contract or as ordered. Materials

Woven Wire Fence.

2.1.1 Wire shall conform to ASTM A 116, Design No. 1047-12-11. Minimum coating shall meet Class 1. 2.1.2 Steel posts and angle braces shall conform to ASTM A 499 and A 702. Posts shall be galvanized in accordance with AASHTO M 111. Fittings, hardware and other appurtenances not specif ically covered by the plans and specifications shall be standard commercial grade, manufactured in accordance with current standard practice. 2.1.3 Tie wires and wire clips shall be of equivalent size and coating as specified in 2.1.1. 2.1.4 Gates. Gate posts shall conform to 2.1.2. Wire shall conform to 2.1.1. The frame, center brace, diagonal tension rod, and hardware shall conform to the standards shown on the plans.

Chain Link Fence.

2.2.1 Chain link fence shall conform to AASHTO M 181. 2.2.2 Unless otherwise stipulated, fencing material shall be 9 gauge, 2 ” mesh, Type II or Type IV fabric. The specific diameter for Type IV fabric is the metallic coated diameter and the PVC coating shall not be used when determining wire size. All vinyl-coated fabric used on the project shall be the same shade of color called for in the plans. 2.2.2.1 Fabric up to and including 60” high shall be knuckled at the top and bottom selvages. Fabric over 60” high shall be twisted and barbed on the bottom selvage and knuckled on the top selvage. 2.2.3 Metallic coated steel posts, rails, or gate frames shall conform to AASHTO M 181 Grade 1 or Grade 2. Miscellaneous fittings and hardware shall conform to AASHTO M 181 Section 29. 2.2.4 Tension bars shall not be less than 0.25 by 0.75”. 2.2.5 Wire ties and clips for fastening fabric to posts and top rail shall be of the same material and the same or larger gauge as the fabric. 2.2.6 Temporary Chain link Fence. 2.2.6.1 Fabric shall conform to AASHTO M 181, Type II. Used Fabric may be used with approval of the Engineer. 2.2.6.2 Line post, end posts, post assemblies and hardware shall be steel and conform to the applicable provisions of AASHTO M 181. Used posts, assemblies and hardware may be used with the approval of the Engi neer. 2.2.6.3 If top rails are not installed on chain link fence a tension wire shall be used and shall be steel coil spring wire, 7 gauge or larger in diameter in accordance with the applicable provisions of AASHTO M 181.

Barbed wire. Barbed wire, unless otherwise specified, shall be fabricated from 2 ply 12-1/2 gauge Class 3 zinc-coated steel

wire, with 14 gauge 4-point barbs spaced not more than 5” apart, and shall meet the requirements of ASTM A 121.

Additional materials required for resetting railings or fencing or both shall conform in quality and type to the materials in the

existing fence.

Concrete shall conform to Section 520.

Protective coating for contact surfaces of aluminum and concrete shall be either an approved zinc-rich primer, or an approved

bituminous paint meeting FSS TT-C-494. Construction Requirements

General.

3.1.1 The Contractor shall perform such clearing and grubbing as may be necessary to construct the fence to the required grade and alignment.