603CULVERTS AND STORM DRAINS

New Hampshire Department of Transportation Standard Specifications – 2016

Description

1.1This work shall consist of furnishing and installing, or removing and relaying, pipes, pipe end sections, pipe sleeves, and

post installation video inspection at the locations shown or ordered, including the n ecessary joints, fittings, and connections as required. Sawed pavement, common structure excavation to the depth specified i n 206.4.1, secondary excavation required in the imperfect trench method, bedding, shaping of bedding, and backfill shall be included in this work. Materials

2.1Reinforced Concrete Pipe, Circular.

2.1.1 Fabricator Certification. Concrete pipe manufacturing plants shall be certified by the American Concrete Pipe Association through its “ Quality Cast” plant certification program. The Fabricator shall submit proof of certification at delivery. 2.1.2 This pipe shall conform to the requirements of AASHTO M 170, except as follows: When fly-ash is used, only Class F, in accordance with AASHTO M 295 will be allowed. Wall A thickness will be allowed in Class III pipe only. When the plans call for reinforced concrete pipe capable of withstanding an ultimate load greater than 3750 D, the design requirements of Class V shall be met with further provision that the pipe will withstand the ultimate D-load specified. 2.1.3 Basis of acceptance of concrete pipe shall confor m to AASHTO M 170 , Section 5.1.1. Test requirements shall be as provided in Section 11 with the further provision that the pipe will wit hstand an additional ten percent of the D -load specified or brought to destruction. Permissible variation in pipe tolerances shall confor m to AASHTO M 170, Section 12. 2.1.4 Workmanship and finish shall confor m to AASHTO M 170, Section 12. Pipe shall be subject to rejection on account of failure to conform to any of the specification requirements of AASHTO M 170, Section 15. Individual sections of pipe may be rejected for the following reasons:

position in the wall of the pipe.

exposed at the ends will not be cause for rejection if a satisfactory joint can be made.

Table 603-1 - Minimum Strength Requirements D Load to produce the ultimate load = Class D Load to produce a 0.01 crack

AASHTO Designation Class 1500D 1000D II 2000D 1350D III 3000D 2000D IV 3750D 3000D V 4000D ---- --- 2.1.5 Markings on pipe shall conform to AASHTO M 170, Section 16 with the following information clearly marked on each section of pipe.

2.1.6 Concrete pipe shall be joined by using flexible water tight gaskets conforming to AASHTO M 198.

2.2Corrugated Metal Pipes and Pipe-Arches--Steel.

2.2.1 Except as provided below, steel pipes and pipe-arches shall conform to AASHTO M 36, Type I or II. New Hampshire Department of Transportation Standard Specifications – 2016 2.2.1.1 To facilitate field jointing, the ends of individual pipe sections shall mee t the requirements of Section 7.7.1 of AASHTO M 36. 2.2.1.2 Section 9.1.3 of AASHTO M 36 does not apply. 2.2.2 The specified thickness in the case of steel shall be as shown on the plans. The minimum thickness of steel culvert sheets shall meet the requirements of AASHTO M 218. Table 603-2 - Thickness and Equivalent Gauges Steel Thickness,” * “ Specified” Sheet Gauge Number

0.064 16 0.079 14 0.109 12 0.138 10 0.168 8 *Thickness measured on tangent of corrugation.

2.2.3 Strutted pipes shall be furnished 5 percent elongated, when specified.

2.3Plastic Pipe.

2.3.1 Manufacturers of Polyvinyl Chloride (PVC) pipe and Polyethylene (PE) pipe must participate in and maintain compliance with, the AASHTO National Transportation Product Evaluation Program (NTPEP) that audits producers of plastic pipe. A certificate of compliance, as required by 106.04 shall be provided for each shipment. 2.3.2 Polyvinyl chloride profile wall pipe shall conform to the requirements of AASHTO M 304. PVC pipe shall not be used in applications where it will be exposed to long term ultraviolet light without approved protection for the exposed area. 2.3.3 Polyethylene pipe shall conform to the requirements of AASHTO M 294, Type C, TypeS, or Type D as specified on the plans. 2.3.4 Only soil tight pipefittings supplied or recommended by the manufacturer shall be used, unless otherwise specified. 2.3.4.1 When watertight joints are specified, watertight pipefittings supplied or recommended by the manufacturer shall be used and shall conform to the appropriate AASHTO standard. 2.3.5 When the item description calls for Plastic Pipe (pipe material is not specified), either polyvinyl chloride or polyethylene pipe shall be furnished and shall meet the requirements of 2.3.

2.4Drainage Pipe. When the Item calls for Drainage Pipe (pipe material is not specified) either concrete pipe 2000D or plastic

pipe for drainage pipe shall be furnished. Reinforced concrete pipe shall meet the requirements of 2.1. Plastic pipe shall meet the requirements of 2.3.

2.5Pipe Sleeve (24” and under).

2.5.1 Pipe sleeves for electrical conduit shall be as specified in Section 614. Other pipe sleeves shall meet the load bearing requirement as well as special design considerations. 2.5.2 Steel pipe for pipe sleeve, bored, shall conform to ASTM A 53, with joints welded.

2.6Pipe for Slope Drainage.

2.6.1 Manufacturers of polyethylene pipe for slope drain shall confor m to the requirements of 2.3.1 and AASHTO M294, Type C. 2.6.2 The pipe coupler for polyethylene pipe shall consist of a plastic coupler and 2 stainless steel bands installed on the exterior corrugations. Slope pipe coupling bands shall engage a minimum of two full corrugations of each pipe section being joined, shall be reinforced with a minimum of three high-strength nylon ties, and in all other respects shall meet the criteria for the “ Downdrain Joint” category of Section 26 of the AASHTO LRFD Bridge Construction Specifications.

New Hampshire Department of Transportation Standard Specifications – 2016

2.7Pipe for Drives and Minor Approaches.

2.7.1 It shall be the Contractor's option to furnish reinforced concrete pipe or corrugated aluminized steel type 2 pipe, unless otherwise specified, for pipe for drives and minor approaches. Reinforced concrete pipe shall meet the requirements of 2.1. Corrugated aluminized steel pipe shall meet the requirements of 2.2. The strength or thickness shall meet the requirements o f Table 3. Where cover is 2’ or greater, and where load requirements can be met, polyethylene pipe, meeting the requirements of 2.3, may be used. Table 603-3 - Required Strength of Culvert Pipes Thickness, inch Material Diameter Strength Concrete “ Specified” Steel Pipe Stiffness Plastic Reinforced Concrete All 2000 D Corrugated Metal 12” -18” 24” -30” 36” 0.064 0.079 0.109

Plastic

AASHTO M294

2.8End Sections.

2.8.1 Metal End Sections. 2.8.1.1 Steel end sections shall be galvanized, sheet or corrugated as required, co nforming to the requirements of AASHTO M 36 insofar as that specification applies. Sections shall be fabricated of the thickness of metal shown on the plans. When the item calls for metal end sections, steel shall be furnished, with the minimum sheet thickness of 0.064”. 2.8.1.1.1 Aluminized steel end sections shall be aluminum-coated (Type 2) conforming to the requirements of AASHTO M 36. 2.8.1.2 Galvanized bolts may be used for the assembly of end sections where more than one piece is used to form the s kirt. Bolts shall conform to ASTM A 325. 2.8.2 Concrete End Sections. Concrete end sections shall be reinforced concrete conforming to the pertinent provisions of 2.1 and to the requirements shown on the plans. Where a single cage of reinforcement is shown on the plans, sufficient steel shall be incorporated to maintain the integrity of the piece. Unless a different class is specified, end sections conforming to Cl ass III minimum strength pipe shall be furnished. 2.8.3 Plastic End Sections. Polyethylene pipe end sections shall meet the materials requirements of AASHTO M 294.

2.9Granular backfill shall conform to the requirements of Section 209.

2.10Cement mortar shall conform to the requirements of Section 707.

2.11Unsuitable material for bedding and backfilling pipes is either organic or one that cannot be placed to meet the required

compaction or bearing capacity, with the effort normally required for this work. This definition shall only apply in cases where material properties, compaction or bearing requirements are not otherwise specified in the Contract documents.

2.12Concrete class F, flowable fill may be requested in writing as a substitute for backfill material in accordance with

520.1.2.1.1.f. Construction Requirements

3.1General.

3.1.1 Steam-cured or water -cured reinforced concrete pipe may be delivered to the project after 7 days from date of manufacture. 3.1.2 Do not lay or embed pipe in standing or running water. The Contractor shall provide for the temporary diversion of water in order to permit the installation of the culvert in a reasonably dry trench unless otherwise permitted. At all times prevent runoff and surface water from entering the trench. New Hampshire Department of Transportation Standard Specifications – 2016 3.1.2.1 When groundwater is present in the work area, dewater to maintain stability on in -place and imported materials and maintain water level below pipe bedding and foundation. Maintain control of w ater in trench before, during and after pipe installation, and until embedment is installed and sufficient backfill has been placed to prevent flotation of the pipe. 3.1.3 Figure 1 has been made a part of these specifications for clarification. 3.1.4 Where soft or other unsuitable material is encountered, all of such unsuitable material, for the depth and width specified, shall be removed as shown in Figure 1-D. 3.1.5 Where bedrock or other incompressible material is encountered, it shall be removed as show n in Figure 1-C. 3.1.6 Material meeting the requirements of g ranular backfill or other approved material shall be used to backfill the spaces left by the excavation of material removed in accordance with 3.1.4 and 3.1.5. The material shall be uniformly co mpacted. 3.1.7 The width of trenches shall be held to a minimum consistent with the space required to permit satisfactory jointing and thorough tamping of the bedding material under and around the pipe. Trenching below the top of the pipe shall be kept to a maximum of three times the diameter of the pipe. The width of the trench above the pipe may be at the Contractor 's option as shown in Figure 1-B. 3.1.7.1 For plastic pipe the minimum trench width shall be the greater of either the pipe outside diameter plus 16” or the pipe outside diameter times 1.25, plus 12”. 3.1.8 The pipe shall be placed at the designated location on a prepared foundation so that the flow line of the pipe will conform to the required grade. 3.1.9 Where the top of the pipe would lie above the natural ground, sufficient compacted fill shall be constructed at pipe locations to ensure that the pipe is placed in a trench equal in depth to at least the height of the pipe. The fill shall be constructed on each side of the pipe for a distance equal to at least 5 times the diameter of the pipe. Refer to Figure 1-A. 3.1.10 Sawed pavement shall conform to 628.3.4.

3.2Bedding.

3.2.1 Bedding for pipes less than 48” in diameter or span shall consis t of preparing and shaping the bottom of the trench to fit the lower 10 percent of the external height of the pipe with reasonable closeness and with uniform density and stability. Recesses shall be excavated for the bells of pipe. 3.2.2 Bedding for all pipes 48” or more in diameter or span shall consist of bedding the pipe on a carefully prepared bed of material meeting the requirements of granular backfill (sand), pre-shaped by means of a template to fit the lower part of the pipe exterior for at least 15 percent of its external height.

New Hampshire Department of Transportation Standard Specifications – 2016

New Hampshire Department of Transportation Standard Specifications – 2016

3.3Laying and Joining Pipe.

3.3.1 Proper facilities shall be provided for lowering the sections of pipe into the trench. Each section shall be securely attached to the adjoining section by the approved method for the type of joint used. 3.3.2 Elliptical pipe shall be so placed that major axes are within 5 degrees of the appropriate horizontal or vertical planes. 3.3.3 Joint seals for concrete pipe shall be joined in accordance with the manufacturer's recommendations. 3.3.3.1 The pipe ends shall be thoroughly cleaned before the joint is made. When it is necessary to shorten a length of reinforced concrete pipe, the pipe shall be sawed neatly using a masonry saw. The method of joining pipe sections shall be s uch that the ends are fully entered and the inner surfaces are reasonably flush and even. 3.3.4 Sections of corrugated metal pipe shall be joined by enclosing joints with coupling bands of the same material as the pipe unless otherwise permitted.

New Hampshire Department of Transportation Standard Specifications – 2016 3.3.5 Joints between dissimilar pipes shall be made in accordance with the recommendations of the pipe manufacturer. 3.3.6 Surfaces of aluminum pipe or aluminized steel pipe that are to be in contact with concrete, stone, or masonry shall be thoroughly coated with an approved zinc rich primer or other approved coating, which shall be allowed to dry before the pipe is installed. 3.3.7 Anchor bolts shall be installed as shown on the plans on steel pipes and pipe-arches 48” and higher. 3.3.8 The pipe coupler for pipe for slope drainage shall be installed in accordance with manufacturer’s recommendations.

3.4End Sections.

3.4.1 End sections shall be installed in accordance with the recommendations of the manufacturer or as directed. 3.4.2 Necessary excavation shall be made to the required depth and contour for the section. Where ledge is encountered, the trench shall be excavated 8 ” below the bottom of the end section and the area refilled to grade with suitable material, thoroughly tamped and carefully shaped. 3.4.3 Connections between concrete end sections and pipe culverts shall be by standard tongue and groove, bell and spigot or as ordered.

3.5Backfilling.

3.5.1 All backfill material adjacent to a pipe shall be suitable native material from the pipe excavation, or approved material. Backfill material shall be managed so that it is free from hard lumps, clods, or rocks larger than 3 ” diameter and free of stumps and organic material. Uniformly fine material shall be placed next to any pipe susceptible to damage. 3.5.2 All backfill material shall be compacted at near optimum moisture content, in layers not exceeding 6 ” in compacted thickness, by pneumatic tampers, vibratory compactors, or other approved means. Care shall be exercised to compact the backfill thoroughly under the haunches of the pipe and to ensure that the compacted backfill material is in direct contact with the sides of the pipe. Fill at the sides of the pipe may be compacted by rolling or operating heavy equipment parallel with the culvert, provided care is taken to avoid displacement of or damage to the pipe. All backfill material shall be compacted to not less than 95 p ercent of AASHTO T 99, Method A. 3.5.3 The Contractor shall place an adequate protecting cover of earth or other approved material over the structure before allowing equipment or traffic to pass over it. 3.5.3.1 For plastic pipe the minimum cover shall be 3 ft.

3.6Imperfect trench.

3.6.1 When the proposed fill will be 20 ft. or more above the top of the pipe, the pipe shall be bedded, installed, and backfilled as specified, and the fill carried to a height above the pipe of at least equal to the external diameter of the pipe, plus 1 ft. and thoroughly compacted in accordance with 3.5.2. 3.6.2 A trench equal in width to the external diameter shall then be constructed in the new fill directly over the pipe down to an elevation 1 ft. above the top of the pipe as shown in Figure 1-E. Extreme care shall be exercised to keep the sides of this trench as nearly vertical as possible. 3.6.3 This trench shall then be refilled with soil material deposited as loosely as possible. This material shall not be compacted before the embankment is constructed above it.

3.7Workmanship.

Any pipe which is not true to alignment and grade or which shows any undue settlement or deflection after laying or is damaged shall be removed and re-laid or replaced without extra compensation. 3.7.1 Video Inspection. One hundred (100) percent of each class and type of pipe sp ecified, up to and including 36 ” diameter shall be subjected to internal video inspection not less than thirty (30) days after the backfill has been placed to subgrade level unless otherwise approved by the Engineer. The pipe runs shall be cleaned and inspected for cracks, joint gaps, deformatio n, and other visual defects using a video camera meeting the requirements of 3.7.1.1. Flexible pipes observed to have deflection greater than five (5) percent shall be verified per 3.7.2. Any pipe found to be damaged will need to be repaired or replaced a t the Contractor’s expense. Any repairs will be done at the approval of the Engineer. The Engineer shall be notified as soon as practicable of any visual defects that are found and all video recordings of these areas of concern shall be made available with in 24 hours. Final report shall be submitted to the Engineer within 10 days of inspection. New Hampshire Department of Transportation Standard Specifications – 2016 3.7.1.1 The video camera shall be able to verify the quality of the pipe installation and not be limited by poor lighting, waterflow, or pipe length. The camera should have the following qualities: • Provide its own light source or have a separate light source capable of producing images acceptable to the Engineer. • Be able to move remotely inside the entire pipe length. • Be able to pan and tilt to enable full view of joints. • Have a remote monitor and a recording apparatus to view and record the condition of the installed pipe. • The video should include identification before each section of pipe filmed. The identification should include project number, structure numbers corresponding to the structure numbers on the plans, size of pipe, date and time. The video should also be marked with distances down the pipe length with an accuracy of one foot per 100 feet. • A copy of the video shall be provided to the Engineer on CD/DVD media in .WMV or .MPEG format. A written report accompanying the video shall also be provided to the Engineer. 3.7.2 Deflection for flexible pipe shall not exceed 5% when measured not less than thirty (30) days following installation of backfill to subg rade level. When deflection verification is considered necessary by the Engineer, all necessary manpower and equipment, including mandrels for such tests will be provided by the Contractor in accordance with 5.7. Mandrels shall be rigid, have a minimum of nine (9) legs, be fabricated of metal and fitted with a pull ring at each end. The diameter at any point shall not be less than the allowed percent deflection of the certified actual mean diameter of the pipe being tested. The mandrel diam eter should be as follows: • The specified pipe diameter minus the inside diameter tolerance, minus the allowable deflection (5% x specified pipe diameter). The inside diameter tolerance shall be the lesser of 1.5% x specified pipe diameter or 0.5”. 3.7.2.1 For locations where pipe deflection exceeds 5% under 3.7.2, an evaluation shall be conducted by the Contractor , utilizing a Professional Engineer, registered in the State of NH, and submitted to the Engineer for review and approval. The evaluation shall consider the s everity of the deflection, structural integrity, environmental conditions, and the design service life of the pipe. Pipe remediation or replacement shall be required for locations where the evaluation finds the deflection could be problematic. For locations where the pipe deflection exceeds 7.5% of the inside diameter, remediation of the pipe or replacement is required. Pipe remediation or replacement shall be at the Contractor’s expense.

3.8Special Requirements for Pipe Sleeve.

3.8.1 When no pipe or conduit is placed in the sleeve, the ends shall be closed by suitable caps. 3.8.2 The Contractor shall not backfill pipe sleeves until the necessary reference measurements have been made. When no pipe is placed in a non -metallic sleeve, in addition to the reference ties made by the Engineer, some means shall be provided to allow an electromagnetic current to be passed from end to end of the sleeve. The conductor shall consist of a continuous bar e galvanized wire, minimum No. 9 gauge, or sections of reinforcing rod welded or otherwise permanently joined. The conductor need not be new. The conductor shall be placed in the sleeve or within 6” of the sleeve. 3.8.3 When the sleeve is to be installed by boring or drilling, the pavement shall not be disturbed. Suitable pits or trenches shall be excavated for the purpose of conducting the boring operations and for welding end joints of the pipe. Such pits sha ll be kept at least 2 ft. clear of the edge of the pavement and necessary precautions taken to prevent caving. 3.8.3.1 Variation in the final position of the pipe from the established line and grade shall not exceed 0.1 of a foot per 10 feet. 3.8.3.2 Jetting will not be permitted. 3.8.3.3 When permitted, a method employing water may be used provided it can be demonstrated and guaranteed that the water forced through the inserted washing pipe will be used to wash out only the material trapped within the body of the pipe, and all the water will be returned through the pipe. 3.8.3.4 When the pilot hole method is employed, the holes are to be bored mechanically. The boring may be done using a pilot hole approximately 2” in diameter bored the entire length of the crossing. This shall be checked for line and grade. If satisfactory, this hole shall serve as the center line of the larger diameter hole to be bored. Under this method, the use of water or other fluids in connection with the boring operation will be permitted only to the extent necessary to lubricate cuttings. 3.8.3.5 If the Contractor desires to employ a method different from the above suggested methods, he shall furnish the details for approval. 3.8.3.6 After the pipe has been placed, boring operation trenches or pits shall be backfilled in layers not greater than 8 ” compacted depth, with each layer thoroughly compacted. Any surplus material shall be disposed of as required.

New Hampshire Department of Transportation Standard Specifications – 2016

3.9Removal of Pipe for Relaying.

3.9.1 Pipes shall be removed in accordance with 202.3.3 and 107.09. 3.9.2 Any pipe damaged shall be replaced with like material. 3.9.3 Any additional pipe needed shall be of like material.

3.10Pipe Bored or Jacked.

3.10.1 When pipe other than pipe sleeve is to be bored or jacked, specifications governing the materials and construction requirements will be provided in the proposal. Method of Measurement

4.1Pipe will be measured by the linear foot to the nearest foot . Measurement of circular pipe will be made between the ends of

the pipe along the central axis, including through elbows and bends, as installed. In the case of pipe- arches, the length will be measured along the invert. In the case of twin pipes and other multiple pipe structures, each barrel will be measured separately. 4.1.1 No separate measurement will be made for elbows or bends.

4.2End sections will be measured by the number of units installed.

4.3Video inspection will be measured by the linear foot to the nearest foot based on the actual measured length of pipe per 4.1.

Basis of Payment

5.1The accepted quantities of pipe will be paid for at the Contract unit price per linear foot of the kind, type, and size speci fied

complete in place, including sawed pavement, common stru cture excavation up to the depth specified in 206.4.1 , secondary excavation required in the imperfect trench method, bedding, pre-shaping of bedding, and backfill, with the following stipulations: 5.1.1 All rock structure excavation, any common structure excavation below the depth specified in 206.4.1, and excavation of unsuitable material required below the bottom of the pipe, will be paid as provided in Section 206. Bottom of pipe is defined in 5.1.1.1. 5.1.1.1 The term “ bottom of pipe” for concrete pipe shall mean the nominal manufactured thickness of the wall below the flow line, with nothing extra for bells of bell and spigot pipe; such term when used with metal pipe shall be considered to be the same elevation as the flow line. 5.1.2 When the depth of excavation for a pipe is increased more than 1 ft. by lowering the grade or changing the location from that shown on the plans, or when pipes are ordered in addition to those shown on the plans, additional excavation will be paid as provided in Section 206 in accordance with 206.4.1.1. 5.1.3 Granular backfill, when specified or ordered, will be paid as provided in Section 2 09.

5.2End sections of the kind and size specified will be paid for at the Contract unit price each complete in place.

5.3The accepted quantities of video inspection will be paid f or at the Contract unit price per linear foot and will include all

required labor, equipment and materials.

5.4The cost of furnishing and installing additional pipe for laying or relaying pipe, required through no fault of the Contractor ,

will be paid as provided in 109.04 unless a bid item therefore is included in the Contract.

5.5When pipe is bored or jacked, no extra allowance will be made for excavation or backfill for the pipe or for any jacking pits.

Any damage to the existing roadway shall be repaired at the Contractor's expense.

5.6Temporary diversion of water including trenching or pumping directly from the trench or sumps shall be subsidiary to the

culvert installation. Unless otherwise provided for by se parate item, well points or other specific dewatering devices required or ordered will be paid as shown or as provided in 109.04.

5.7When deflection verification testing is ordered by the Engineer, all costs associated with this testing will be paid by the

Contractor, unless the deflection is 5 percent or less for a complete run of pipe. When deflection is 5 percent or less, the Contractor will be reimbursed for all costs associated with the testing, as provided for in 109.04, for all continuous runs of pipe found to be acceptable.

5.8All backfill, above the bedding limits including concrete class F, flowable fill substituted for backfill material shall be

subsidiary to the pipe item. 5.8.1 If suitable backfill is not available within the project limits the Engineer may order material meeting the requirements as defined under 3.5 and paid for as Item 203.6. New Hampshire Department of Transportation Standard Specifications – 2016

KEY TO ITEM NUMBERS FOR PIPES Item Number Unit

603.0001 Video Inspection Linear Foot

.A B C D E Item Number .A Material or Use B Type of Material C Class, Thickness, or Other D E Diameter or span rounded to nearest inch .0 Reinforced Concrete Pipes Linear Foot B Type 0 Circular 1 Arch 2 Blank 3 Blank 4 Blank C Class 1 1500 D 2 2000 D 3 3000 D 4 3750 D .1 Metal Pipes Linear Foot B Material 1 Corrugated Galvanized Steel 2 Blank 3 Corrugated Aluminized Steel (Type 2) 4 Blank 5 Corrugated Steel Pipe-Arch 6 Blank 8 Corrugated Steel Slotted Drain Pipe C Steel Thickness in Inches 0 0.064 2 0.079 4 0.109 6 0.138 8 0.168 .2 Pipe Sleeves Linear Foot B Material 0 Unspecified 1 Reinforced Concrete C Class of Reinforced Concrete 1 1500 D 2 2000 D 3 3000 D 4 3750 D 2 Corrugated Steel 3 Blank 4 Plastic C Type 0 Unspecified

New Hampshire Department of Transportation Standard Specifications – 2016 1 PVC 2 Polyethylene .3 End Sections Each B Material 0 Reinforced Concrete C Class of Reinforced Concrete 1 1500 D 2 2000 D 3 3000 D 4 3750 D 1 Blank 2 Blank 3 Plastic C Type 1 Blank 2 Polyethylene 3 Blank 4 Steel 5 Blank 6 Aluminized Steel C Steel Thickness in Inches 1 0.064 2 0.079 4 0.109 6 0.138 8 0.168 9 Resetting ________ End Section C Material 0 Unspecified 1 Reinforced Concrete 2 Corrugated Steel 3 Blank 4 Plastic .4 Pipe for Slope Drainage Linear Foot B Material 0 Unspecified 1 Blank 2 Blank 3 Blank 4 Plastic C Type 0 Blank 1 Blank 2 Polyethylene (Type C) .5 Pipe for Drives and Minor Approaches Linear Foot .6 Laying or Relaying Drainage Pipe Linear Foot (Furnished by the State or Salvaged) B Material 0 Unspecified 1 Reinforced Concrete 2 Blank 3 Blank 4 Plastic New Hampshire Department of Transportation Standard Specifications – 2016 .7 Pipe, Jacked or Bored Linear Foot B Materials/Use 1 Reinforced Concrete under Roadbed 2 Reinforced Concrete under Railroad C Class 1 1500 D 2 2000 D 3 3000 D 4 3750 D 3 Blank 4 Blank .8 Plastic Pipe Linear Foot B Materials 0 Unspecified 1 PVC 2 Polyethylene 3 Blank C Type 1 Corrugated Interior (Type C) 2 Smooth Interior, Double Wall (TypeS) 3 Smooth Interior, Triple Wall (Type D) 4 Blank 5 Corrugated Interior (Type C) (Watertight) 6 Smooth Interior, Double Wall (TypeS) (Watertight) 7 Smooth Interior, Triple Wall (Type D) (Watertight) .9 Drainage Pipe (Contractor’s Option – Concrete or Plastic) Linear Foot B Materials 0 Unspecified C Type 0 Blank 1 Blank 2 Smooth Interior, Double Wall (TypeS) 3 Smooth Interior, Triple Wall (Type D) 4 Blank 5 Blank 6 Smooth Interior, Double Wall (TypeS) (Watertight) 7 Smooth Interior, Triple Wall (Type D) (Watertight) Examples:

215 15” Reinforced Concrete Pipe, 2000 D Linear Foot

603.20004 4” Pipe Sleeve Linear Foot

603.332_ _ _ _” Polyethylene End Section Each

603.40012 12” Pipe for Slope Drainage Linear Foot

603.44212 12” Polyethylene Pipe for Slope Drainage Linear Foot

603.6Relaying 0-24” Drainage Pipe Linear Foot

603.60030 Relaying 30” Drainage Pipe Linear Foot

603.821_ _ _ _” Polyethylene Pipe (Corrugated Interior) Linear Foot

603.802_ _ _ _” Plastic Pipe (Smooth Interior) Linear Foot

603.900_ _ _ _” Drainage Pipe Linear Foot

New Hampshire Department of Transportation Standard Specifications – 2016

Description

This work shall consist of furnishing and constructing catch basins, drop inlets, and manholes; with frames, grates or manhole

covers, as shown on the plans or as ordered. Sawed pavement, common structure excavation to the depth specified in 206.4.1, bedding if required, and backfill shall be included in this work.

1.2This work shall consist of reconstructing, including adjusting, existing catch basins, drop inlets, and manholes as shown on

the plans or as ordered.

1.3This work shall also consist of furnishing and installing frames, grates or manhole covers, as shown on the plans or as ordered.

Materials

Precast concrete sections shall confor m to AASHTO M 199 . The concrete shall be Class AA, meeting the requirements

of Section 520 except as noted herein.

Reinforcing shall be steel, or structural fibers. Steel shall conform to the requirements of Section 544. Fibers shall only

be utilized in structures with 4 ft. or less inside diameter and shall be as listed on the Qualified Products List.

Precast concrete sections shall conform to AASHTO M 199. The concrete shall be Class AA, meeting the requirements of

Section 520 except as noted herein. 2.3.1 Except for components cast using the dry cast process, precast concrete components shall not have the forms removed until a minimum compressive strength of 2000 psi has been achieved. Once initial set of the concrete has occurred, precast components shall not be moved until a minimum compressive strength of 2000 psi has been achieved. Concrete cylinders shall be made, in accordance with AASHTO T 23, at the last placement of the day. 2.3.2 Curing of precast sections. 2.3.2.1 All precast concrete units shall be coated with a white pigmented curing compound before being stored outside. The membrane curing compounds used under this method shall be Type 2 (white pigmented) Class B conforming to AASHTO M 148 and must appear on the Qualified Products List, Section 520. The compound shall be properly agitated immediately before each use. A minimum coverage rate of 1 gallon per 200 square feet shall be used. 2.3.2.1.1 Where concrete is to be bonded with fresh concrete or coatings applied, curing compound shall be removed. 2.3.2.2 Prior to placement of the curing compound, all precast concrete units shall be subjected to curing by any one of the methods described below. The manufacturer shall provide minimum/maximum temperature thermometers to monitor curing temperatures unless otherwise specified. If, at any time, curing temperatures fall below the specified minimum for the chosen curing method, the curing period shall be increased accordingly. No unit shall be subjected to freezing temperatures until eighty percent of the specified 28 day compressive strength has been reached. 2.3.2.3 Units which are exposed to freezing before reaching the required 28 day compressive strength may require additional testing for compressive strength, as directed by the Materials and Research Bureau. Additional testing, wh en required, will be performed on cores taken from the hardened concrete. 2.3.2.4 Steam Curing. The units shall be cured in a suitable enclosure as approved by the Bureau of Materials and Research. The enclosure shall be designed to minimize the loss of heat and moisture while allowing for the uniform circulation of steam around the entire unit. The interior surfaces of the enclosure and the surface of the unit shall be moist at all times. Steps shall be taken to prevent localized “ hot spots” caused by the steam lines. The enclosure shall be free from outside drafts. 2.3.2.4.1 Steam curing shall not begin until a preset period has been completed. The preset period begins when the last concrete has been placed and continues until the concrete obtains initial set. Prior written approval from the Bureau of Materials and Research is required when preset periods of less than two hours are to be used. 2.3.2.4.2 During the preset period, moderate heat may be applied to the enclosure to maintain the initial temper ature of the concrete. The maximum temperature inside the enclosure during the preset period shall be the initial temperature of the concrete, plus 9o F. 2.3.2.4.3 After the preset period is complete, steam shall be injected into the curing enclosure. The temperature inside the enclosure shall not be increased at a rate greater than 36 F o per hour. A moist atmosphere will be maintained at a temperature between 104 F o and 185 F o for a period of not less than 12 hours. The temperature inside the enclosure shall then be decreased at a rate not exceeding 36 F o per hour until the ambient temperature outside the enclosure is reached. The manufacturer shall provide automatic temperature recorders to continuously record the curing temperature inside the enclosur e. The concrete strength shall be determined by testing cylinders cured in the same environment as the concrete they represent.