New Hampshire Department of Transportation Standard Specifications – 2016 Description
1.1This work shall consist of excavation of all material not being removed under some other item, placement and compaction
of all material required for the work, and necessary disposal of all other material. The excavation will be classified as described below. Embankment -in-place shall consist of furnishing, placing and compacting the total volume of embankment material required to construct fills below subgrade and within template lines as shown on the plans excluding slope protection measures and landscaping treatments paid under separate items.
1.2This work shall consist of constructing guardrail terminal unit platforms, offset platforms for E AGRT terminal and Smart
Workzone (SWZ) device platforms as shown on the plans or as ordered. Classification of Material
2.1Common excavation shall consist of all excavation not included as rock excavation or not otherwise classifie d. Glacial till
or boulder clay will be considered as common excavation.
2.2Rock excavation shall consist of all solid rock that cannot be removed without blasting or ripping. It shall also consist of
boulders and parts of masonry structures, except unreinforced concrete slabs less than 6” in depth, when found to measure 2 cy or more.
2.3Unclassified excavation shall consist of all materials of whatever character encountered in the work.
2.4Muck shall consist of deposits of saturated or unsaturated organic soils having an organic content of 20 percent or greater by
weight as determined by AASHTO T 267 and is greater than 2 feet thick when in the upper soil profile (topsoil) and is determined to be unsuitable for foundation material. The material contains partially decayed organic matter, is fibrous in texture, dark brown or black in color, and has an odor of decay.
2.5Embankment material shall conform to AASHTO M 57 using the definitions given in AASH TO M 146, except the density
requirements shall conform to 203.3.8.
2.6Concrete class F, flowable fill may be requested in writing as a substitute for embankment. Approval shall be in consideration
of, but not limited to, differ ential frost heaving due to dissimilar materials, unit weight, structural requirements, lack of permeability, and damming resulting from water flow cut off.
2.7Unsuitable material shall consist of any saturated or unsaturated natural or man -made material such as, but not limited to,
stumps, vegetation, demolition debris and structures encountered during the work that the Engineer determines to be unsuitabl e for foundation material.
2.8Gravel and crushed gravel for shoulder leveling for guardrail and SWZ device platforms shall conform to 304.2.4 and 304.2.6
respectively. Construction Requirements
3.1General. The excavation and embankments shall be finished to reasonably smooth and uniforms urfaces.
3.1.1 Conservation of growth. Excavation shall be carefully performed in the proximity of trees and shrubs designated to be saved on the plans or as ordered. Any roots that have to be removed shall be cleanly cut, and the larger roots shall be p ainted with approved wood dressing or treated according to other accepted arboricultural practices. 3.1.2 Topsoil and other humus material. Topsoil and desirable humus material shall be removed in excavation areas and also in fill areas to such depths as the Engineer may direct. Such material shall be reserved and shall be stockpiled in accessible piles that can be measured readil y and accurately by the Engineer. Unless otherwise permitted, each stockpile shall contain a minimum of 200 cy, and have a height of at least 4 ft. 3.1.3 Material found in the roadway. Sand, gravel, or other materials found in the roadway may be used under the specific item in accordance with 104.04 when permitted. 3.1.4 Removing abandoned road surface . Old road surfaces shown or ordered to be removed shall be stripped neatly to the depth and width as shown on the plans or as ordered. 3.1.5 Drives. Drives shall be retained or constructed as shown on the plans or as ordered.
3.2Rock Excavation.
When rock excavation is to be performed, the overburden shall be removed, or trenches shall be excavated through the overburden at the intervals directed, normally 25 ft., but in no case closer than 10 ft. apart to permit cross-sectioning of the rock in
New Hampshire Department of Transportation Standard Specifications – 2016 its original position. The use of power equipment will be satisfactory. Rock removed prior to sectioning will be considered as common excavation. 3.2.1 Blasting operations. The required slopes or configurations shown on the plans or ordered shall be constructed in a safe and stable condition while ensuring the safety and convenience of the public. 3.2.1.1 The Engineer will, at all times, have the authority to prohibit or halt the Contractor's blasting operations if it is apparent that through t he methods being employed, the required slopes are not being obtained in a stable condition or the safety and convenience of the public is being jeopardized. 3.2.1.2 The Contractor shall schedule blasting operations so that all roc k excavation within 300 f t. of any portion of a proposed bridge or within 100 ft. of any other proposed structure is completed before any structure work is started. 3.2.1.3 All blasting operations, including the storage and handling of explosives and blasting agents, shall be perf ormed in accordance with the applicable provisions of the Standard Specifications and all other pertinent Federal, State, and local regulations. Whenever explosives are used, they shall be of such character and in such amount as are permitted by the State and local laws and ordinances, and all respective agencies having jurisdiction over them. 3.2.1.4 Pre-blast meeting. A pre -blast meeting shall be held prior to the start of any drilling or blasting activities. The purpose of the meeting shall be to revi ew the blasting procedures and vibration monitoring requirements and to facilitate coordination between all parties involved. Individuals attending the pre-blast meeting should include the Contract Administrator, the Contractor, the Contractor 's seismologist or blasting consultant, the Contractor's blaster, the Research Geologist, any utility affected by the blasting operation, and any other personnel the Engineer deems appropriate. 3.2.1.5 The Contractor shall observe the entire blast area to guard against potential hazards before commencing work in the cut. The Contractor shall not be allowed to store explosives on the project site or on State owned property unless prior approval is granted by the Department. 3.2.1.6 Blast scheduling. The Contractor shall notify the Engineer of blast round schedules in accordance with the following requirements:
3.2.1.7 All loose and unstable material, all breakage, and all potentially unstable rock slides, even if located beyond the payment lines, shall be removed or stabilized to the Engineer’s satisfaction during or upon completion of the excavation in e ach lift. Drilling the next lift will not be allowed until this work has been completed. It shall be the responsibility of the Contractor to perform all phases of this work to produce the required slopes. 3.2.1.8 Prior to the start of blasting activities, the Contractor shall place an advertisement in the local newspaper and provide a notice to adjacent property owners or tenants identifying the project, blasting Contractor , site location, warning signals, and precautions being taken by the blasting Contractor to minimize disturbance to residents. 3.2.2 General Blasting Plan. The Contractor shall submit the General Blasting Plan for review and approval to the Research Geologist at the Bureau of Materials and Research. The General Blasting Plan shall be submitted at least two weeks prior to commencing drilling and blasting operations. No drilling or blasting shall take place until the general Blasting Plan is approved by the Research Geologist. The General Blasting Plan shall include the following information:
presplitting pattern if presplitting is required (See 3.2.9). This description shall include the spacing and depth dimensions both for the holes drilled along the presplit lines (presplit holes) and for fragmentation charge holes (production holes). The relative position of the “ free face” and the burden shall also be shown, along with the anticipated cap delays to be used at each hole in the pattern. An example of such a diagrammatic plan is shown in Figure 1.
project, for a “ Typical Presplit Hole”. This description shall include for each type of hole the fuse and cap locations, the percent strength and type of primer, the proposed hole diameter, the percent strength and type of explosives, with brand name and density of explosive, and the anticipated location and depth of stemming. An example of such a diagrammatic plan is shown in Figure 2.
delay times and delay system; and manufacturer's data sheets for all explosives, primers, and initiators to be used.
New Hampshire Department of Transportation Standard Specifications – 2016
starting locations, estimated starting dates, estimated rates of progress, etc.
handling, use and security of explosives along with the coordinating, planning and supervising the explosive use and loading and firing of each shot, herein referred to as the blaster -in-charge. The blaster -in-charge or alternate blaster -in- charge is required to be on-site during all blasting. All acting blasters-in-charge must be pre-approved by the Department.
condition surveys.
vibration. (See 3.3) A sample of a previous vibration analysis or report or both shall be included with the qualifications. The seismologist or blasting consultant shall be subject to the Engineer's approval.
with performance specifications, instrumentation user's manual supplied by the manufacturer(s). (See 3.3.7)
and all other persons are at a safe location during blasting. This includes details regarding traffic control, visible warning signs or flags, audible warning signals, method of determining blast areas, access blo cking methods, how the blaster in charge will communicate with site personnel or other appropriate site supervisory personnel.
removed.
PPV = K(Ds)m and Ds = D/(Wmax)0.5
where: PPV = Peak Particle Velocity (in/sec) K and m = Site specific constants defining initial energy and decay Ds = Scaled Distance (ft/lb0.5) D = Distance to subject structure (ft) Wmax = Maximum charge per delay (lbs)
Default values of K = 242 and m = (-1.6) may be used for the equation above. However, K and m are site specific and shall be determined by performing a regression analysis of multiple PPV and Ds data pairs. Proposed K and m values shall be replaced by the site specific values determined after the initial 2 or 3 blasts at each separate blast location, and shall be re- evaluated and adjusted as necessary based on actual site conditions, rock type and structure, subsurface information and blast monitoring measurements. 3.2.2.1 The General Blasting Plan shall form the basis for all blasting operations on the project. If, in the judgment of either the Engineer or the Contractor, changes in the plan appear to be necessary, drilling or bl asting operations shall be suspended and a revised plan shall be submitted to the Engineer reflecting the proposed changes. No further drilling or blasting shall take place until approval of the revisions is received from the Engineer. 3.2.2.2 In addition to the General Blasting Plan approval, a site specific Blasting Plan approval will be required for critical locations as deemed necessary by the Engineer or the Contractor . The Site Specific Blasting Plan shall be submitted at least 24 hours before the start of drilling and shall include proposed modifications to the General Blasting Plan requirements listed in 3.2.2. Site specific Blasting Plans may be waived for non-critical areas as determined by the Engineer. 3.2.2.3 Approval of the Blasting Plan shall not relieve the Contractor of full and complete responsibility for the results of the blasting operations. The Contractor also has full responsibility for the accur acy and adequ acy of the Blasting Plan when implemented in the field. (See 107.08) 3.2.3 Responsibility for blasting operations. Review of the Contractor 's blasting submittals by the Department or its Engineer shall not relieve the Contractor of its responsibility for the accura cy, adequacy, and safety of the blasting; for exercising proper supervision and field judgment; for preventing damage to structures; or for producing results in accordance with the State of New Hampshire regulations and NHDOT Specifications. The blasting Contractor shall be solely and completely responsible for the safety of all persons and property during the performance of its work. The Contractor shall take whatever measures it deems necessary, in addition to the requirements herein, to protect the safety of persons and property , both at the construction site and away from the site. The Contractor shall have full and complete responsibility for the handling, discharging, or settling of any and all damage or annoyance claims resulting
New Hampshire Department of Transportation Standard Specifications – 2016 from the blasting activities on the project. Any monitoring and/or review of the Contractor 's procedures and performance conducted by the Department or its Engineer shall not relieve the Contractor of its responsibility for safety at and away from the site, or for preventing damage to adjacent structures or property. 3.2.4 Drill hole conditions may vary from dry to filled with water. The Contractor shall be required to use whatever type(s) of explosives and/or blasting accessories necessary to accomplish the specified results. 3.2.5 All space in each blast hole not occupied by the explosive charges shall be filled with stemming material. Stemming material shall be clean stone chips or other approved angular, granular material as shown in Table 203 -1. Table 203-1 -- Required Grading of Stemming Material Sieve Size Percentage by Weight Passing 3/8 in 100 No. 4 20 - 25 No. 8 0 - 10 3.2.6 Prior to commencing full -scale blasting operations, the Contractor shall demonstrate the adequ acy of the proposed Blasting Plan by drilling, blasting, and exca vating short test sections, up to 100 ft. in length, to determine which combination of method, hole spacing, and charge works best. When field conditions warrant, as determined by the Engineer, the Contractor may be ordered to use test sectio n lengths mor e than 100 ft . The Engineer will have the authority to eliminate the test shot(s) if conditions warrant. Requirements for controlled and production blasting operations covered elsewhere in this specifications hall also apply to the blasting carried out in conjunction with the test shots. 3.2.7 The Contractor shall not be allowed to drill ahead of the test shot area until the test section has been excavated and the results evaluated by the Engineer. If the results of the test shot(s), in the opinion of the Engineer, are unsatisfactory, then the Contractor shall adopt such revised methods as are necessary to achieve the required results. Unsatisfactory test shot results include an excessive amount of fragmentation beyond the indicated lines and grade, excessive flyrock, and/or violation of other requirements within these specifications. 3.2.8 Blasting Safety. 3.2.8.1 Warning signals. Adequate warnings in accordance with OSHA regulation 1926.909 shall be given to all personnel in proximity to the blast site at least three minutes in advance of each blast. 3.2.8.2 Flyrock control. Flyrock shall be controlled through proper blast design. Before the firing of any blast in areas where flying rock or debris may result in personal injury or damage to property, t he rock to be blasted shall be covered with approved blasting mats, soil, or other equally serviceable material to prevent flyrock. The method of flyrock control shall be subject to approval by the Engineer. 3.2.9 Controlled Blasting. 3.2.9.1 Presplitting. Presplitting shall be required in rock slopes where the designed slope is 1:2 (horizontal to vertical) or steeper and the rock is 10 ft. or more in depth above the subgrade, measured along the slope. 3.2.9.2 Presplitting is defined as the establishment of a free surface of a shear plane in rock by the controlled usage of explosives and blasting accessories in appropriately aligned and spaced drill holes so that the resulting split rock is not affected by subsequent blasting and excavation operations adjacent thereto (See Figure 1). The purpose of presplitting is to minimize damage to the rock backslope and to help ensure long -term stability. When presplitting, the detonation of the presplit line shall be before the detonation of any production holes. Production blasting refers to the main fragmentation blasting resulting from more widely spaced production holes drilled throughout the main excavation area adjacent to the presplit line. Production holes shall be detonated in a controlled delay sequence. 3.2.9.3 Prior to drilling, all overburden and all loose and disintegrated rock shall be removed down to solid rock in the vicinity of the presplit lines as shown on the plans. Potentially dangerous boulders beyond the excavation limits shall also be removed as ordered. 3.2.9.4 Presplitting shall extend a minimum of 50 ft. ahead of the limits of fragmentation blasting within the section, unless otherwise permitted. 3.2.9.5 Unless otherwise approved, holes not greater than 3” in nominal diameter, and spaced 36” on center, shall be drilled along the presplit line and at the required slope inclination to the full depth of the cut or to a predetermined stage (lift) elevation. The proper angle of drilling shall be maintained at all times so that each presplittin g hole is parallel to its adjacent one and does not deviate more th an 1 ft. in 35 ft. , either in the plane of the specified slope line or in its vertical alignment. The toe of the
New Hampshire Department of Transportation Standard Specifications – 2016 completed slope shall coincide, within those limits, with the toe of the slope shown on the plans. All drilling equipment used to drill presplit holes shall have mechanical or electrical devices affixed to the equipment to accurately determine the angle at which the drill steel enters the rock, unless alternate methods for aligning the drill steel are approved by the Engineer. 3.2.9.6 The spacing of the blast holes specified above, the distribution and type of explosives, methods of detonation, and blasting techniques specified below shall be adjusted as necessary according to th e breakage characteristics and structure of the bedrock encountered so as to presplit the rock along the required face. 3.2.9.7 Presplitting holes shall not exceed 35 ft. in depth unless permitted. Rock deeper than 35 ft. shall be presplit in lifts, but no lift shall be less than 10 ft. in depth. Should the Contractor desire to forego presplitting in lifts, the Contractor shall propose it as part of the Blasting Plan, stating specific reasons for blasting at depths greater than 35 ft. in one lift. If approved, the approval shall be on a trial basis. The first 50 ft. of presp litting greater than 35 ft. in depth will be reviewed by either of the methods described in 3.2.9.9, but preferably by excavation and exposure. Further presplitting will not be allowed until the trial section has been reviewed to the Engineer’s satisfaction. Subsequent presplitting will occur in this manner, with each section being no greater than 50 ft , throughout the sections where presp litting holes exceed 35 ft. in depth. No payment will be made for additional excavated quantity caused by offsetting of presplit holes beyond the specified presplit lines in the top or successive lifts. Presplitting holes in successive lifts shall be designed to offset 2 ft. inside of the previously presplit face. 3.2.9.8 Before placing the charge, each hole shall be inspected and tested for its entire length to ascertain the possible presence of any obstructions. No loading shall be permitted until the hole is free of all obstructions for its entire depth. All necessary precautions shall be exercised so as to prevent debris from falling into holes prior to loading and so that the placing of the charge does not cause caving of material from the walls of the hole. 3.2.9.9 Results of presplitting sha ll be exposed for the Engineer's examination and evaluation. Based upon the Engineer's judgment of results obtained during the progress of the excavation, changes ordered in drilling or blasting methods shall be implemented by the Contractor . If the pres plit face is not going to be exposed for immediate inspection and evaluation, the Engineer may require the results of a bore hole deviation measuring survey to verify the proper spacing and orientation of the presplit holes. 3.2.9.10 Continuous column cart ridge explosives manufactured especially for presplitting shall be used for all presplitting. The maximum diameter of explosives used in presplit holes shall not be greater than one -half the diameter of the presplit hole, unless otherwise approved. The bottom charge of a presplit hole may be larger than the line charges but shall not be large enough to cause overbreak. The upper portion of all presplit holes, from the top most charge to the hole collar, shall be stemmed. Unloaded and unstemmed guide holes (gas release holes), when used between presplit holes, shall be drilled in the same plane and to the same tolerance as the presplit holes. The guide holes shall extend the full depth of the lift, unless otherwise permitted. 3.2.9.11 If presplitting cha rges are fired with detonating cord, the cord shall extend the full depth of each hole. If full or fractional portions of dynamite cartridges are used with detonating cord, the dynamite shall be securely affixed to the cord. 3.2.9.12 All presplit holes ma y be detonated simultaneously or delayed providing the hole to hole delay is no more than 25 milliseconds. The detonation of presplit charges shall precede the detonation of adjacent fragmentation charges within the section by a minimum of 25 milliseconds. 3.2.9.13 The line of blast holes immediately adjacent to the presplitting slope ho les shall be drilled 4 ft. from and on a plane approximately parallel to the plane of the presplitting slope holes. No portion of these holes or any other blast holes shall be permitted closer than 4 ft. to the presplit lines. All precautions as necessary shall be taken so as to avoid fracturing the rock beyond the presplit face. 3.2.9.14 The Engineer may order the discontinuance of the presplitting operations when the rock formation is of such character that no apparent advantage is gained. 3.2.9.15 The Contractor may use cushion (trim) blasting if conditions warrant it and if, in the opinion of the Engineer, satisfactory results are obtained during the test shot(s). Cushion blasting is similar to presplitting except that the detonation along the cut face shall be performed after the detonation of all production holes. Difference in delay time between the trim line and the nearest production row shall not be greater than 75 milliseconds nor less than 25 milliseconds. With the exception of the above criteria, requirements previously given for presplitting shall also apply to cushion blasting. 3.2.10 Rock Excavation Record Keeping 3.2.10.1 Blasting log. A blasting log must be completed daily for every primary blast, and copies must be provided to the Engineer. An example of a typical blasting log is shown in Figure 3. The drilling Contractor may use a different format for its blasting log if it has been approved by the Engineer. 3.2.10.2 Within 24 hours following each blast, the Contractor shall submit to the Engineer in writing the following items:
New Hampshire Department of Transportation Standard Specifications – 2016
as well as a copy of the strip chart recording for each monitoring location, marked with the date, time, location of the equipment, and signature and name of seismograph operator. 3.2.11 Best Management Procedures for blasting. The Contractor shall follow Best Management Procedures (BMP’s) to include preparing, reviewing and following an approved General Blasting Plan; proper drilling, explosive handing and loading procedures; observing the entire blasting procedures; evaluating blasting performance; and proper excavation, stockpiling, processing and use of blasted rock. Best Management Procedures will be considered subsidiary to all rock excavation items. 3.2.11.1 Loading practices. The Contractor shall utilize the following loading practices to minimize environmental effects:
depths and lengths of voids, cavities, and fault zones or other weak zones encountered as well as groundwater conditions.
3.2.11.2 Ammonium Nitrate and Fuel Oil (ANFO). The following BMP’s shall be followed to reduce nitrate impacts when ANFO is used: • Identify blastholes containing water and remove water prior to loading with ANFO. • Water resistant ANFO (ANFO-WR) shall be used in blastholes that recharge with groundwater and remain wet even after pumping. • Spills of ANFO or other blasting agents, at the ground surface around the blasthole collars shall be cleaned up promptly and either reused or taken off site. • Adequate unloaded collar lengths shall be established to reduce both “ blowback” when loading pneumatically and blasthole proximity effects. • Proper “ standoff” distance and loading vessel pressure shall be maintained to reduce “ blowback” during pneumatically loading ANFO. • Partially used bags of ANFO shall be resealed and returned to the explosive magazine. • Loading equipment shall be cleaned in an area where the water can be properly contained and handled in a manner that prevents releases. • Explosives shall only be delivered to the site in approved magazine trucks and should not be stored overnight on- site. 3.2.11.3 Bulk emulsions and slurry/watergel explosives. The following BMP’s shall be followed to reduce nitrate impacts when bulk emulsions or slurry/watergel explosives are used: • Spills of the product shall be removed from the spillage area, and either reused or taken off site for disposal. • Proper loading techniques shall be followed when loading a bulk product into a wet blasthole. The bulk liquid product should be extruded into itself from the bottom of the blasthole and not into the standing water above the product. • If groundwater conditions are severe, e.g., artesian/flowing conditions, packaged explosives (emulsions, watergels, slurries, blends, cartridge, etc.) shall be used instead of bulk products or as required by the Engineer. 3.2.11.4 Blasthole stemming. The following BMP’s shall be followed when placing stemming in blastholes: • Blastholes shall be cleaned out thoroughly using the compressed air stream from the drill to remove the drill cuttings. • Drill cuttings shall not be used as stemming. • Stemming shall be placed to prevent bridging, and shall be appropriately sized for the blasthole diameter. • Blastholes shall be completely stemmed to prevent incomplete detonation. • Weak zones, voids, and cavities shall be stemmed as decks to prevent the loss of explosive products into the bedrock. 3.2.11.5 Misfires. One or more of the following BMP’s shall be followed to help prevent misfires: • Use of redundant surface delays to connect blastholes if shifting mats, uneven terrain or other conditions could cause cut-offs. • Double or triple priming of the blastholes. • Use of an electric detonating system.
New Hampshire Department of Transportation Standard Specifications – 2016 • Use of a programmable electronic detonating system. • Or a method proposed by the Contractor. 3.2.11.6 Fragmented blast rock excavation, handling, stockpiling, processing and use. The following BMP’s shall be followed when excavating, handling, stockpiling, processing or using blasted rock fragments on site. • Remove the blasted rock (muckpile) from the blast area immediately after blasting. • Distribute rock fragments and processed blasted rock widely throughout the project in fill areas as soon as possible. • If the blasted rock will not be reused on site, remove the muckpile/processed rock from the project site as soon as possible.
FIGURE 1 – TYPICAL BLASTING PATTERN
New Hampshire Department of Transportation Standard Specifications – 2016
Note: All dimensions, configurations, and loadings shown are intended only as examples of diagrammatic description and should not be construed as indicating any suggested drilling or loading plan.
FIGURE 3 - BLASTING LOG NHDOT Project Name ____________________________________________________________________ Federal Project No. __________________________ State Project No. ____________________________
___________________________________________________________________________________
Weight of Explosive(s) (lb) = 50 *Feetin Distance = ____________________________________ * Distance is to the nearest structure.
New Hampshire Department of Transportation Standard Specifications – 2016
Production___________________________________________________________________________
HolePer Rock of Yards Cubic HolePer Explosives of Pounds Powder Factor (lbs/cy) = ______________________________________________________________
Poundsin PeriodDelay Per Weight Feetin Distance
___________________________________________________________________________________
Transverse Vertical Longitudinal
DIAGRAM OF SHOT • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Name of Blaster: ______________________________________ License Number of Blaster: _____________________________
New Hampshire Department of Transportation Standard Specifications – 2016
3.3Blast vibration control and monitoring.
The Contractor shall be required to comply with the blasting vibration limits established herein. The vibration limits shall be incorporated in the Contractor's Blasting Plan, as required. The Contractor shall provide for monitoring of the blasting vibrations (both ground and air concussions) produced as a result of the construction activities and shall provide Pre-Blast Condition surveys of structures. The Contractor shall cooperate in adjusting the Blasting Plan and procedures to maintain the vibration limits specified herein and to minimize vibration-related claims and complaints. 3.3.1 Seismologist or Blasting Consultant. The Contractor shall retain a seismologist or blasting consu ltant to monitor, record, analyze, and report the seismic vibrations being caused by blasting activities . The name and résumé of qualifications of the seismologist or blasting consultant shall be submitted to the Engineer for approval no later than the pr eblast meeting. No drilling or blasting shall take place until such approval is given. The seismologist or blasting consultant shall not be an employee of the Contractor, Subcontractor, explosives manufacturer, or explosives distributor. 3.3.2 Seismologist or Blasting Consultant qualifications. The seismologist or blasting consultant shall be experienced in the subject of vibrations emanating from blasting activities. The seismologist or blasting consultant shall be qualified to thoroughly analyze seismic parameters of the energy source, the energy transmission path, the recording site, and the ground motion spectra. The minimum qualifying requirement to perform the necessary documentation and analysis is a Bachelor of Science degree with accredited cou rse work in at least three of the following disciplines: Seismology, Geophysics, Geophysical Data Processing, Geomechanics, Geophysical Engineering, Vibration Engineering, Soil and/or Rock Mechanics, Foundation and/or Explosive Engineering, Advanced Calculus, and Time-Series (Fourier) Analysis. 3.3.3 Seismologist or Blasting Consultant duties. The seismologist or blasting consultant shall direct and instruct the Contractor in its operations to control vibrations within acceptable levels. The seismologist or blasting consultant shall be in charge of making the preliminary blast survey and, unless otherwise permitted in writing, shall be present at the site of the blasting during all blasts. The seismologist or blasting consultant shall provide and use all necessary equipment to observe and record vibrations to ascertain that acceptable levels of vibrations are not exceeded. The seismologist or blasting consultant shall monitor, r eport findings, and submit recommendations on a daily basis to the Engineer. The seismologist or blasting consultant shall determine the level of observed vibrations attributed to the project's blasting activities and their subsequent effect on surroundings tructures. The seismologist or blasting consultant shall make recommendations for vibration limits to protect sensitive equipment and manufacturing processes if limits have not been predetermined. Written justification shall be provided for all recommendatio ns. 3.3.3.1 Pre-blast condition survey. The seismologist or blasting consultant shall conduct a pre -blast condition survey of all existing structures and conditions on the site, adjacent to the site, or in the vicinity of the site. This survey shall extend to such structures or conditions as may be affected by the Contractor's construction operations. As a minimum, condition surveys shall be performed on all structures, including swimming pools and mobile homes, within 500 ft. of anticipated blasting areas. 3.3.3.2 The pre-blast condition survey shall consist of a written description of the interior and exterior condition of each of the structures examined. Descriptions shall locate any existing cracks, damage, or other defects and shall include such information so as to make it possible to determine the effect, if any, of the construction operations on the defect. Particular note shall be made of evident structural faults and deficiencies, or recent repairs. Where significant cracks or damage exist, or for defects t oo complicated to document in words only, sketches and p hotographs shall be taken or a good quality videotape survey with appropriate audio description of locations, conditions, and defects shall be performed to supplement the written description. Pictures and sketches shall be provided with a scale where practical. Prior to the start of work, a copy of the pre -blast condition survey shall be submitted to the Engineer for review. 3.3.3.3 The seismologist or blasting consultant shall give written notice to the owner of the property concerned, tenants of the property, and any representative of local authorities required to be present at the pre- blast survey. The notice shall state the dates on which surveys are to be made. Copies of all notices shall be provided to the Engineer. 3.3.3.4 Report of monitoring results. Following each blast, the seismologist or blasting consultant shall immediately report the measured vibrations to the Engineer. In the event seismic vibrations caused by the Contractor 's operations approach the established limits for this project, the Engineer may require the Contractor to modify the blasting operations to reduce the vibrations. If the seismic ground vibration or air concussions or both ground vibration and air concussions caused by the Contractor's blasting operation attain or sur pass the established limits, the operations shall cease. Blasting shall not be resumed until measures have been taken to reduce, to the satisfaction of the Engineer, the produced vibrations and/or air concussions below the established limits. The seismologist or blasting consultant should assist the Contractor in the design of the Contractor’s blasting to eliminate the problems and to avoid liability claims. 3.3.3.5 Post-blast condition survey. Upon completion of all earth/rock excavation and blasting wo rk, the seismologist or blasting consultant shall conduct a post -blast condition survey of any properties, structures, and conditions for which complaints of damage have been received or damage claims have been filed. Notice shall be given to all interested parties so that they may
New Hampshire Department of Transportation Standard Specifications – 2016 be present during the final examination. Records of the final examination shall be distributed the same as the original pre -blast condition survey. 3.3.4 Monitoring locations. At a minimum, one seismograph shall be located at the nearest structure or as directed by the Engineer. Up to a total of three seismographs may be required to optimize blast effici ency while achieving vibration control. Additional seismographs may be required for setup at complaint locations. 3.3.5 Ground vibration limits. The ground vibration limits herein are based on published USBM RI8507 alternative blasting level criteria for blasting activities. 3.3.5.1 The maximum peak particle velocity (PPV) of ground vibration, at any of the monitoring locations, in any of the three mutually perpendicular components of particle velocity, for above-ground, residential structures shall be limited based upon the frequency of the blast vibration as shown in the following graph (Figure 4):
FIGURE 4 - Particle Velocity vs. Frequency United States Bureau of Mines (RI8507, 1980) 3.3.5.2 The maximum PPV of ground vibrations, in any of the three mutually perpendicular components of particle velocity, for non-residential structures shall not exceed 2.0 in/s. 3.3.5.3 The maximum PPV of ground vibrations, in any of the three mutually perpendicular components of particle velocity, for underground utilities shall not exceed 2.0 in/s . Buried pipelines and other utilities owned by private utility companies are sometimes subject to lower limiting values imposed by the owner. The Contractor shall verify the maximum allowable PPV of ground vibrations allowed by the individual utilities. If lower limits are required, a special provision describing the limits or conditions required will be included in the proposal. The Blasting Plan and blast design shall be modified accordingly to avoid damage to such utility lines. 3.3.5.4 Deteriorated structures or utilities, structures housing computers or other sensitive equipment, and manufacturing processes that are sensitive to vibrations may require lower PPV limits than stated in this specification. If lower limits are required, a special provision describing the limits or conditions required will be included in the proposal. 3.3.5.5 The Contractor shall not conduct blasting operations within 20 ft. of newly placed concrete (less than 14 days) without the written approval of the Engineer. For blasting greater than 20 ft. away from new concrete, the following PPV ground vibration limits apply: Ground Vibration Limits for New Concrete Age of Concrete Maximum PPV, in/s Less than 3 days No blasting After 3 days 1.0 in/sec After 5 days 1.8 in/sec After 7 days 2.0 in/sec
New Hampshire Department of Transportation Standard Specifications – 2016 3.3.5.6 If blast induced ground vibrations exceed the limits for maximum PPV and modifications to the Blasting Plan cannot achieve vibration levels that fall within the specified limits, then alternative rock excavation techniques shall be required. All non- explosive methods of rock excavation are subject to approval by the Engineer. 3.3.6 Air concussion. The Contractor shall conduct all blasting activities in such a manner that the peak airblast overpressure at all above-ground, occupied structures in the vicinity of blasting does not exceed 134 dB. The air overpressures shall be recorded from each blast and shall be recorded as a linear, unweighted value. 3.3.7 Vibration monitoring instrumentation. All vibration monitoring instrumentation proposed for use on the project by the Contractor shall comply with the fo llowing requirements:
to the vibration source and produce a real time graphical depiction of the particle velocities recorded for each individual axis for the duration of the event. Additionally, the seismograph(s) shall produce a numeric record of the peak particle velocities and principle frequencies of the vibration recorded for each axis during the event.
National Institute of Standards and Technology.
Society of Explosive Engineers (ISEE). Seismograph sensors shall be placed so good contact with the ground is achieved and weighted down with sandbags if necessary.
3.4Unclassified excavatio n. When the excavation is unclassified, either in the proposal or by the Contractor 's bid, the
Contractor may make arrangements with the Engineer for the taking of sufficient measurements of the rock in its original position to enable subsequent determination of the quantity of rock involved in any overbreakage. If the Contractor elects not to make such arrangements, the Contractor shall have no compensation for rock overbreakage.
3.5Muck Excavation. Muck excavation shall be perfor med in areas shown on the plans and in areas encountered during the
work where the material meets the definition of muck as defined in 2.4. 3.5.1 Removal and replacement. The excavation of muck shall be handled in a manner that does not permit the entrapment of muck within the backfill. The backfilling of the excavated area shall follow immediately behind the excavation of the muc k in order that any soft material that is pushed ahead of the backfill can be removed. Backfill material shall follow the requirements of
3.6.1Where groundwater is present the backfill material shall be placed in one continuous li ft. to a maximum elevation of 4 ft
above the water level, unless otherwise directed. With muck removal, the Contractor shall allow the Engineer adequate opportunity to take all the necessary elevations and measurements for determining the volume removed. 3.5.2 Any suitable muck removed shall be incorporated in portions of the embankment slopes as directed or used for other approved purposes.
3.6Subgrade and Slopes.
3.6.1 Removal and replacement of unsuitable material. Where excavation to designed elevations results in a subgrade or slopes of unsuitable material, the Engineer will require the removal of the unsuitable material to such limits as the Engineer may direct. The backfilling shall be done with approved embankment material conforming to 2.5 and compacted to the design subgrade or slope lines unless otherwise ordered. Material placed in subgrade or slopes with groundwater present shall be one of the following:
behind the excavation of unsuitable material in order that any unsuitable material that is pushed ahead of the backfill can be removed. 3.6.2 Backfill of over-excavated subgrade in rock. All over-excavated subgrade in rock shall be rep laced with approved, porous, granular materials such as sand, gravel, broken rock, or any combination thereof. Non- porous materials will not be acceptable.
New Hampshire Department of Transportation Standard Specifications – 2016
3.7Embankments.
3.7.1 General. The Contractor shall place and compact embankment material in full uniform layers at thicknesses specified below or ordered. Continuous leveling and manipulation shall be employed to ensure uniform density. Where end dumping is employed, embankment material shall be dumped on the layer of embankment being constructed and bulldozed ahead into place. End dumping over completed work which allows material to roll into place will not be permitted. 3.7.2 Backfill of holes. Holes resulting from the removal of stumps, boulders, and the like, within the zon e of anticipated frost action shall be filled and compacted with material similar to that surrounding the hole. 3.7.3 Placing on steep slopes. Benching or terracing of slopes steeper than 3:1 (horizontal to vertical) shall be performed in conjunction with the placing of embankments abutting such slopes, in the manner directed. 3.7.4 Placing in unsuitable areas. Removal and replacement of unsuitable material shall follow the requirements of 3.6.1. 3.7.5 Placing rock on roadway. Rock fragments in fills sha ll be placed in layers of such thickness as the Engineer may direct, and in no case in excess of 4 ft. The lifts shall be worked in such a manner as to close the voids with spalls and fines. When sufficient spalls or fines are not available to close the voids, earth shall be used to make a tight surface prior to placing the next lift. 3.7.6 Placing embankment material at pile locations . In areas where piling is to be driven, the embankment, unless otherwise permitted, shall be made and compacted before driving the piles. No rock fragments, boulders, or other solid material shall be placed where such material could interfere with pile driving operations. 3.7.7 Placing Earth on Roadway. 3.7.7.1 Earth shall be placed in layers the full width of the roadway, generally parallel to the finished grade. The layers shall not exceed 12” of loose depth unless otherwise directed. Each layer shall be spread to a uniform thickness and compacted to the required density prior to placing the next layer. Continuous grading or shaping shall be carried out concurrently with the compactive effort to ensure uniform density throughout each layer of material. Embankment material to be placed adjacent to granular backfill shall be placed concurrently with the granular backfill to provide lateral support. 3.7.7.2 Embankments shall be graded at all times to ensure that water runs off the graded surface. Any saturation of non - porous material due to the Contractor's selected method of operati on will require the suspension of additional work on the area until drying, removing and replacing, or draining has restored the fill to a stable condition at the Contractor 's expense. 3.7.8 Winter construction methods. No embankments shall be constructed on frozen earth materials. Each layer of material placed shall be compacted to the required density before it freezes. All frozen material shall be removed from the top of embankments prior to placing additional material. The frozen lumps of earth removed shall be placed outside of the limits of an assumed 1.5:1 (horizontal to vertical) slope from the break in the shoulder and inside the designed or ordered slope line. If the above specified conditions cannot be met, earthwork operations shall be suspended. In no case shall the scarifying or breaking up of frost be accepted instead of removal. 3.7.9 Backfill at structures. Backfill at structures shall conform to 504.3.4.3. 3.7.10 Embankment Foundation. Unless otherwise shown on the Plans or ordered, where the existing ground is 3 ft. or less below subgrade, the top 6” within the limits of the roadbed shall be compacted to the same density as that required of the first layer of material to be placed over it.
3.8Density Requirements and Tests.
3.8.1 For earth materials under approach slabs and for earth materials within 10 ft. of the back of structures not having approach slabs, at least 98 percent of maximum densi ty shall be obtained. For all other earth materials at least 95 percent of maximum density shall be obtained. The maximum density determination shall be made as specified in AASHTO T 99 (Standard Proctor Test). The in-place density determination shall be made by AASHTO T 191 (Sand-Cone Method) or by AASHTO T310 (Nuclear Methods). If the required density cannot be achieved with the equipment at hand, the Contractor shall obtain whatever equipment is necessary to achieve the specified density. Manipulati on of tills, silts, and clays, or any combination thereof, (including aeration where necessary) will be required to produce a stable fill of the required density. 3.8.2 Those materials that cannot be tested for maximum density in accordance with AASHTO T 9 9 may be tested for maximum density by the following procedure: 3.8.2.1 Test Strip Procedure. At the beginning of the compaction operation, the maximum density shall be determined by compacting a short control section or “ test strip” at a suitable moisture content until no further increase in density can be obtained. The densities shall be obtained by the use of nuclear density testing equipment. A new test strip may be required by the Eng ineer
New Hampshire Department of Transportation Standard Specifications – 2016 where there is a significant change in the gradation of mat erial being placed. Compacting of the test strip shall be done with an approved vibratory roller or compactor producing a dynamic force of at least 27,000 lb.
3.9Disposal of Surplus and Waste Material.
3.9.1 Definitions.
suitable for use.
3.9.2 Blank. 3.9.3 When practicable and wherever directed, surplus and waste material shall be used for flattening slopes or for other grading within the project. 3.9.4 When specified as embankment-in-place surplus or stockpile surplus, the material shall be placed as shown on the plans or as directed in the Proposal in accordance with the appropriate specification. 3.9.5 In case it is impossible to dispose of all the surplus and waste ma terial in the manner described above, it shall be the Contractor’s responsibility to secure disposal areas for approval and to dispose of all surplus and unsuitable material as part of the excavation items if such areas are not shown on the Plans. 3.9.6 If disposal of surplus and waste material is by burying, the cover material shall be graded and shaped as directed by the Engineer. If material is to be placed on private land, the agreements as to how the disposal area is to be left shall be set forth on the Disposal Agreement form provided by the Department in accordance with 106.10 . Three signed copies of the Disposal Agreement shall be furnished to the Engineer. Approval of the proposed disposal area will be conti ngent upon agreement by the Contractor and the property owner to leave the area in such shape that it blends with the surrounding terrain and that erosion is kept to a minimum. Without special permission, slopes shall not be left steeper than 2:1 (horizontal to vertical). No disposal area shall be left in such condition that erosion might result in water pollution by silt or other deleterious substances. Areas shall be left in such shape and condition that material does not wash and block or obstruct dra inage ways. If holes caused by settlement appear, they shall be filled as directed. A release from the property owner is required prior to Project Acceptance. 3.9.7 Unless otherwise ordered, disposal areas shall be covered with material capable of suppor ting vegetation and either fertilized and seeded with grass seed or planted with seedlings. Seedlings shall be set out in accordance with accepted horticultural practices as directed in the agreement. 3.9.8 Unless permission is given to preserve access ro ads to disposal areas adjacent to highways, such access roads shall be obliterated. 3.9.9 When the Contract requires the removal of existing pavement but does not require recy cling, the Contractor is encouraged to save this bituminous material for future reuse. This material is considered to be a valuable resource because of the residual asphalt contained in it. Therefore, no existing bituminous pavement removed shall be incorporated in the embankment . If the Contractor elects to dispose of bituminous ma terial it shall be disposed of in accordance with the Department of Environmental Services Waste Management Division regulations at no expense to the State.
3.10Blank.
3.11Embankment-in-place.
3.11.1 When the embankment is constructed under this item, all construction requirements herein shall apply. Slopes excavated beyond the template lines without authorization shall be refilled when ordered, at no expense to the Department. 3.11.2 Sources. Unless otherwise designated in the Con tract, the Contractor shall make arrangements for obtaining material for embankment-in-place (See 106.02). Permission to remove material beyond the template lines within the right- of-way and adjacent thereto shall be approved in writing before any material is removed and will be contingent on many factors and if permission is granted, it will be by the Engineer after review by all interested parties. Permission may be contingent, among other considerations, upon agreement by the Contractor to leave regular and uniform slopes in the area. Slopes excavated beyond the template lines without authorization shall be refilled when ordered, at no expense to the State. When permission to remove material beyond template lines within the right -of-way is granted, the cubic yard price will be contingent upon material type and agreed upon prior to authorization.
3.12Manipulation of the soil, as specified in 203.3.8.1, shall be require d before compaction when the material's moisture content
is beyond the limits specified above.
New Hampshire Department of Transportation Standard Specifications – 2016
3.13Platforms.
13.1.1 Guardrail terminal units, tapered rail, MELT, ELT , E -2 and portable changeable message sign platforms shall be constructed as shown on the plans with the top layer of the platforms constructed of 6” of crushed gravel for shoulder leveling. 3.13.2 SWZ Device Platforms. SWZ device platforms shall be installed as shown on the plans with the top layer of the platform constructed with 6” of crushed gravel for shoulder leveling. 3.13.2.1 SWZ platforms shall be removed when the platform is no longer needed or as directed by the Engineer. The disturbed area shall be graded to its existing condition and acceptable to the Engineer. Disposal of surp lus material removed shall become the responsibility of the Contractor as set for in 203.3. 3.13.3 Offset Platforms. Offset platforms shall be installed as shown on the plans. 3.13.4 Crushed gravel for shoulder leveling and gravel if required shall be placed in accordance with 304.3. Method of Measurement
4.1Excavation, embankment-in-place, embankment-in-place surplus, stockpile surplus, rehandling surcharge material may be
measured by the cubic yard in accordance with 109.01. 4.1.1 When the Contractor is directed to excavate beyond the template lines shown, the material r emoved will be measured under the appropriate excavation item. 4.1.2 When the Contractor is given permission to excavate beyond the template lines shown within the right -of-way, the material will be measured by the cubic yard in accordance with 109.01. Material removed from outside of template li nes without prior approval will be quantified and deducted from the Contract. 4.1.3 Embankment-in-place surplus and uncompacted stockpile surplus will be measured by the cubic yard after placement.
4.2No measurements of any pits will be made for the purpose of establishing pay quantities for any Contract I tem. Any and all
measurements or cross -sectioning of pits used in conjunction with the work will be made for informational purposes only. Embankment-in-place will not be measured, but shall be the cubic yard final pay quantity in accordance with 109.11 for compacted material required within template lines as shown on the plans. No deductions will be made from the template quantities unless otherwise specified. 4.2.1 If the actual topsoil removal, or the actual unsuitable material excavation, or the actual muck excavation beneath embankment areas differs from the estimated quantity shown on the Plans and backfill, an adjustment will be made to the final pay quantity of embankment-in-place equal to the actual increase or decrease from the estimated quantity for the material excavated.
4.4When the Contract does not specifically provide for payment for embankment -in-place, the work of embankment
construction will not be measured as such but will be considered incidental to the various classifications of earthwork.
4.5Surcharges will be sectioned in place immediately prior to removal, and the designed or revised subgrade template will be
used as the final section.
4.6Where presplitting is required, rock excavation will be measured only to the slope and depth lines shown on the plans or as
ordered.
4.7Presplitting holes and extra drilled holes without explosives will be measured by the linear foot, measured from the top of
the drill hole at the rock surface to the bottom of the hole or to the elevation of the required subgrade (whichever is higher) or to an established bench elevation. Portions of holes not meeting the requirements as set forth in 3.3.5 or 3.3.9 will not be measured. Presplitting holes and extra drilled holes without explosives drilled where presplitting is not required by these specifications will not be measured.
4.8Where presplitting is not required, actual overbreakage of rock in the slopes will be measured and allowed to a maximum of
24 in, measured horizontally, beyond the required slope lines where adequate cross -sections have been taken of the original rock in accordance with the provisions of 3.2.1 and 3.4. No allowance for overbreakage will be ma de below the subgrade elevation. Only overbreakage rock that is actually excavated will be measured for payment.
4.9Where the Engineer determines that the removal of additional rock is necessary due to conditions clearly not attributable to
the Contractor's methods of operations, the payment lines will be adjusted to the limits ordered, to include only rock actually removed within such limits.
4.10Guardrail MELT, guardrail ELT, offset EAGRT and portable changeable message sign platforms will be measured as a unit.
The unit shall include excavation, embankment, gravel (if required), and crushed gravel for shoulder leveling.
New Hampshire Department of Transportation Standard Specifications – 2016
4.11Guardrail E-2 and guardrail tapered rail platforms will be measured by the linear foot. The linear foot price shall include
excavation, embankment, gravel (if required), and crushed gravel for shoulder leveling.
4.12Installation and removal of SWZ device platforms will be measured as a unit. The unit shall include excavation, embankment,
gravel (if required), crushed gravel for shoulder leveling, removal of material placed, disposal of surplus material and grading of disturbed area. Basis of Payment
5.1The accepted quantities of excavation and embankment, of the type specified, will be paid for at the Item Bid Price per cubic
yard for each of the pay items listed below that is included in the Contract, with the following stipulations: 5.1.1 Embankment-in-place is a final pay quantity and will be paid for at the Contract unit price per cubic yard, in accordance with 109.11, with appropriate deductions for embankment slopes shown to be below prescribed template lines. 5.1.2 When surcharges are required, that portion of the surcharge ordered removed will be paid for as rehandling surcharge material. 5.1.3 Excavation of unstable materials in the slopes of roadway cuts will be paid for as provided in 585.5.4. Backfill of such slopes shall be with material meeting the requirements of either 209.2.1.3, 585 or approved ledge, as determined by the Engineer. Payment will be made under items 209.1 or 585 unless otherwise shown on plans. 5.1.4 Topsoil removal will be paid for as common excavation except when overlying muck excavation, in which case such topsoil removal will be paid for as muck excavation. Payment of excavation will be full payment for excavating, transporting and stockpiling topsoil at approved locations. 5.1.5 Roadside ditches adjoining excavated areas will be paid for as common, rock, or unclassified excavation, as appropriate, unless such ditches are shown on the plans or ordered to be paid for under another item. 5.1.6 When conflicting pay lines for more than one type of excavation exist in an area, payment will be made to the limits of each type of excavation in the following order of priority unless otherwise indicated on the plans:
5.1.7 Concrete class F, flowable fill substituted for embankment will be paid for at the Contract unit price for the item substituted. 5.1.8 Excavation of unsuitable material beneath embankment areas or at subgrade will be paid for as common excavation, unless material is classified as rock, muck, structure or other excavation item. When the excavation is classified the payment for underlying unsuitable material will be made under the classified item. 5.1.9 Gravel backfill material as specified in 3.6.1 (1), or (3) used to backfill unsuitable material excavation or muck excavation beneath embankment areas or at subgrade will be paid for under 304.2 with no adjustment in the embankment-in-place final pay quantity. Rock backfill as specified in 3.6.1 (2) or (3) will be paid as Item 203.6 with an adjustment in the embankment- in-place final pay quantity as provided in 203.4.2.1 . Materials meeting the requirements of 3.6.1 (1), (2), or (3), used to backfill unsuitable materials in the slopes of roadway cuts will be paid as provided in 5.1.3 with no adjustment in the embankment-in-place final pay quantity.
5.2No payment will be made for ma terials used to shim unauthorized over -excavated areas back to designed slope lines and
subgrade, or for materials placed outside of designed or ordered slope lines. 5.2.1 A penalty of five times the Contract unit price of the type of material removed will be deducted from money due the Contractor for the quantity of material removed from outside the template lines without authorization.
5.3No payment will be made under the item of embankment -in-place for materials used to backfill holes left by the authorized
removal of stumps, boulders, and the like.
5.4No separate payment will be made for aeration or compaction equipment or methods of operation.
5.5Except for any Extra Work that may be ordered, embankment-in-place will include all work required in connection with pits.
5.6When common excavation is the only class included in the Contract, any rock encountered will be paid for at a price equal
to five times the unit price for common excavation under Item 203.2.
New Hampshire Department of Transportation Standard Specifications – 2016
5.7When no item for muck excavation is contained in the Contract, muck encountered and verified as meeting that definition
will be paid for at 1.5 times the Contract unit price for common excavation as contained in the Contract or negotiated by change order when no common excavation item is contained in the Contract.
5.8Benching or terracing performed under 3.7.3 will be subsidiary, except that rock removed as ordered will be paid for under
Item 203.2.
5.9The accepted quantity of presplitting holes or extra drilled holes without explosives will be paid for at the Contract unit price
per linear foot, complete as specified, except that when no item for presplitting holes is included in the Contract, such wor k will be subsidiary.
5.10All costs incurred by the Contractor in preparing an approved blasting plan, in maintaining a blasting log, and in adopting
revised blasting methods necessary to produce an acceptable test shot shall be considered incidental to the Contract unit prices for rock excavation and presplit blasting.
5.11The cost of all blast vibration control and monitoring, pre -blast condition surveys, post -blast surveys, blasting precautions,
the use of borehole deviation equipment to measure the orientation of presplit hole, and other protective measures necessar y to prevent damage and the subsequent creation of claims in connection with blasting shall be included under Item 203.2.
5.12The accepted quantity of guardrail terminal unit platform MELT, ELT, SWZ platforms and offset platforms for EAGRT will
be paid for at the Item Bid Price per unit complete in place. 5.12.1 Removal of SWZ platforms shall be removed when the platform is no longer needed or as directed by the Engineer. The disturbed area shall be graded to its existing condition and acceptable to the Engineer. Disposal of surplus material removed shall become the responsibility of the Contractor as set for in 203.3.
5.13The accepted quantity of guardrail terminal unit platform for E -2 and tapered rail will be paid for at the Item Bid Price per
linear foot, complete in place. Pay items and units:
203.1Common Excavation Cubic Yard
203.2Rock Excavation Cubic Yard
203.3Unclassified Excavation Cubic Yard
203.4Muck Excavation Cubic Yard
203.5525 Portable Changeable Message Sign Platform Unit
40 Guardrail Tapered Rail Platform Linear Foot
542 Guardrail EAGRT Offset Platform Alternate, TL-3 Unit
543 Guardrail EAGRT Offset Platform, TL-3 Unit
51 Guardrail MELT Platform Unit
52 Guardrail ELT Platform Unit
552 Guardrail EAGRT Offset Platform Alternate, TL-2 Unit
553 Guardrail EAGRT Offset Platform, TL-2 Unit
261 Installation and Removal of SWZ – Portable Queue Trailer Platform Unit
262 Installation and Removal of SWZ – Portable Changeable Message Sign
Platform Unit
264 Installation and Removal of SWZ – Mobile Video Trailer Platform Unit
96 Guardrail E-2 Platform Linear Foot
203.6Embankment-in-Place (F) Cubic Yard
203.7Rehandling Surcharge Material Cubic Yard
203.61Embankment-in-Place Surplus Cubic Yard
203.65Stockpile Surplus Cubic Yard
203.81Presplitting Holes Linear Foot
203.82Extra Drilled Holes Without Explosives Linear Foot
New Hampshire Department of Transportation Standard Specifications – 2016
FOR PIPES AND OTHER MINOR STRUCTURES Description
This work shall consist of the excavation and backfill or disposal when necessary of all materials required to be removed to
complete the work as shown on the plans or as ordered. Excavation for the following shall be included under this item: berm ditches, inlet ditches and outlet ditches, sand drains, drainage pipes, multiple pipe structures, manholes, catch ba sins, drop inlets, cattle passes, headwalls, overhead traffic sign bases and the like, water and sewer pipes, pipe sleeves, conduits, and chan nels with less than a 10 ft -bottom width. Excavation for roadway ditches not adjoining roadway excavation will be included in this item unless otherwise specified. Classification of Materials
Common structure excavation shall consist of all excavation described above that is not classified as rock structure
excavation. Glacial till or boulder clay will be considered as common structure excavation.
Rock structure excavation shall consist of all solid rock that can be removed only by blasting or ripping. It shall also consist
of boulders and parts of masonry structures when found to measure 1 cy or more, except as provided in 604.5.2.2.
Unclassified structure excavation shall consist of all structure excavation encountered.
Construction Requirements
All excavation shall be removed to the limits shown or ordered and the excavated material incorporated in the work or
disposed of as directed. Berm ditches shall be constructed at the top of cut slopes as shown on the plans or as ordered.
Excavated areas, including unsuitable material, below structures and pipes in ro ck shall be removed to the limits specified
and backfilled to the bottom of the pipe or structure with approved material. (See also 603.3.1.)
Excessive widths of trench in excavation for pipes will not be permitted. Below the level of the tops of the pipes, the walls
of trenches shall be kept as nearly vertical as practicable. Trenches shall be shored in accordance with OSHA Regulations. (See also 603.3.1.7.)
When blasting is required, the provisions of 203.3.2 shall apply as though contained in this Section.
Method of Measurement
Structure excavation will be measured by the cubic yard in accordance with 109.01.
4.1.1 The lower limits shall be as shown on the plans, as designated in Figure 1 in 603, or as provided below. The upper limits shall be the original ground except as provided in 203.5.1.6. All excavation for p ipes and other structures that are to be installed by others will be measured for payment; otherw ise, the first 9 ft. of common structure excavation for pipes, manholes, catch basins, and drop inlets even when ordered in addition to those shown on the plans, shall be subsidiary except as follows:
ordered is wider than the specified payment limits in 4.1.2, the extra excavation will be measured in accordance with Figure 1 -D of 603.
below the 1 ft. limit will be measured for payment. 4.1.2 Unless otherwise shown on the plans, the horizontal limits shall be as follows for pipes: Inside Diameter Total Width Up to 12” 36” 12 to 24” I.D. + 24” Over 24” 2 x I.D. 4.1.3 The horizontal limits for end sections shall be the same as the pipes to which they are attached. 4.1.4 The horizontal limits for structures such as manholes, catch basins, headwalls, and the like will be 1 ft. outside of the base of the masonry and parallel or concentric thereto.
All material classified as rock encountered within the neat lines established under this Section will be measured. No payment
will be made for any overbreakage below or beyond the limits specified.
4.3In case a conflict of horizontal limits exists in payment lines, as where a pipe enters a headwall, the greater limit will be used
for computing the quantity.
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