Massachusetts Department of Transportation, Highway ... · Massachusetts Department of Transportation, Highway Division Resident Engineer Inspection Manual . Chapter 100 Earthwork,

Resident Engineer Inspection Manual

Massachusetts Department of Transportation,

Highway Division Resident Engineer Inspection Manual

Chapter 100 Earthwork, Grading, Demolition, Rodent Control and

Borings

Revision No.: 0 Publish Date: January, 2016

Approved By:

Patricia A. Leavenworth, P.E.

Chief Engineer Date

Michael A. McGrath Deputy Chief Engineer for Construction

Date


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REVISION 0 DATED JANUARY, 2016

CHAPTER 100 EARTHWORK, GRADING, DEMOLITION,

RODENT CONTROL AND BORINGS


Massachusetts Department of Transportation, Highway Division

Construction Field Inspection Manual

Section 100 Earthwork, Grading, Demolition, Rodent Control and

Borings

Change History Page

Revision No. Description Of Changes Pages

Revised Pages Added

Pages Replaced

0 Original Issue N/A N/A N/A










CHAPTER 100 - EARTHWORK, GRADING, DEMOLITION, RODENT CONTROL AND BORINGS

FIELD GUIDE


I CHAPTER 100 EARTHWORK, GRADING, DEMOLITION,





II CHAPTER 100 EARTHWORK, GRADING, DEMOLITION,



CHAPTER 100 - EARTHWORK, GRADING, DEMOLITION, RODENT CONTROL AND BORINGS FIELD GUIDE 100 GENERAL REFERENCE: Standard Specifications: Section 5.07 and Section 100, Sections M1 and M2; Construction Standard Details; SOP CSD-23-02-1-000; SOP CSD-23-02-3-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000; SOP CSD-26-01-1-000; SOP CSD 29-12-1-000, www.digsafe.com

BEFORE WORK OR SPECIFIC WORK ACTIVITY BEGINS:

Review the contract plans, special provisions and permits to understand the scope and limits of clearing, demolition, excavation, and embankment

Obtain a copy of dig-safe tickets from the Contractor before allowing digging operations. Ensure that the Contractor waits 72 hours for appropriate utility companies to paint utility markings in the vicinity of the dig site

Ensure that the Contractor has notified non-participating Dig Safe entities (i.e. municipal & state) Coordinate the painting or marking out of all MassDOT owned facilities (drainage, ITS, traffic

signal conduits, lighting conduits, etc.) and verify with test pits as necessary. Submit a request to the District Survey Engineer to provide construction staking Along with the District Survey Party, locate and record the location of all survey markers, property

bounds, and monuments prior to the start of work (for additional information refer to the Survey Chapter of this manual)

Ensure that slope stakes are set at the top or toe of slope in accordance with the survey, the cross-section template, and the proper lines and grades for construction

Review and be familiar with the Contractor’s support of excavation (SOE) plans, demolition plans and other applicable submissions and approved procedures.

Ensure erosion control items such as sedimentation fence and hay bales are in place (for additional information refer to the Environmental Chapter of this manual)

Remind the Contractor to be prepared to control dust when earthwork operations begin

DURING WORK:

Ensure that the Contractor is protecting all benchmarks and permanent markers or monuments of the State, Federal, or local governments; public utilities; or local property owners

Ensure that the utility mark-outs are clearly visible during construction; occasional re-marking may be needed

Remind the Contractor to have proper shoring systems (sheeting, benched slopes, trench boxes, etc.) in place during excavation. For projects that require support of earth submittals, ensure the systems are installed in accordance with the approved submittal

Provide advance notice to the Materials Lab for scheduling compaction tests. Monitor and follow up with testing personnel to ensure the tests have been performed and obtain a copy of the density results

Monitor and document project site conditions (photos should be neatly organized and filed with project documentation)


III CHAPTER 100 EARTHWORK, GRADING, DEMOLITION,


http://www.digsafe.com/


AFTER WORK:

Ensure earthwork activities are complete and project areas are prepared for installation and placement of project materials and features. Make sure that grades and soil densities meet the design and specified values

Ensure items that are to be removed and stacked are handled properly and stored at designated location. Collect and secure preserved items in accordance with district procedures

Ensure that all materials to become the Contractor’s property are disposed of before final acceptance


IV

CHAPTER 100 EARTHWORK, GRADING, DEMOLITION, RODENT CONTROL AND BORINGS


101 CLEARING AND GRUBBING REFERENCE: Standard Specifications: Sections 5.07, 7.02d and 8.08, Section 101; MassDOT Tree Trimming and Removal Guidelines; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000; SOP CSD 24-20-1-000 BEFORE WORK OR SPECIFIC WORK ACTIVITY BEGINS: Review project permits, Special Provisions related to clearing activities, Order of Conditions.

Check and be familiar with local noise ordinance and regulations Ensure that clearing and grubbing operations will not occur on private property unless proper

easements are in place Ensure clearing limits are clearly marked with construction staking or flagging (assistance from a

survey party may be necessary). Limits are typically shown on the project plans or defined in the Special Provisions. Additional limits include areas designated by the Resident Engineer and sight lines at permanent and temporary signs

Review and be familiar with traffic control plans Check for invasive pests such as the Asian long horned beetle; report any suspicious tree damage Review proposed clearing operations with relevant project stakeholders, including, but not

limited to local Conservation Commission (typically when in the vicinity of wetlands) and the Town’s Tree Warden (when in jurisdiction). Meet on-site with project personnel and specified parties. Record the meeting minutes in the Project Diary. Discuss any questions regarding the health of trees with the District Roadsides Engineer or Boston Landscape Unit when appropriate

Review tree protection requirements. Check that tree protection is installed properly and trees to remain are clearly identified. Requirements are typically shown in the project plans

Verify that individual trees scheduled to be removed outside of the proposed clearing and grubbing areas are visibly marked or flagged with paint or tape

Ensure erosion control items such as sedimentation fence and hay bales are in place (for additional information refer to the Environmental Chapter of this manual)


V



DURING WORK:

Observe clearing, grubbing, selective clearing and thinning operations and ensure clearing limits are not exceeded

Ensure that the identified trees are protected Ensure that Contractor is adhering to safety regulations and minimizing impact to adjacent

properties and active roadways Ensure disturbed areas are stabilized in accordance with environmental requirements Ensure trees, stumps, and brush are fully removed or processed into wood chip mulch and

disposed of in accordance with the project Special Provisions and Standard Specifications. (Diseased wood should be handled in accordance with Massachusetts General Laws, seek assistance from the Boston Construction Environmental and Landscape groups or the Project Arborist if one is available)

AFTER WORK ENDS:

Review limits of clearing to ensure that the Contractor did not overcut any areas Measure and record the clearing, grubbing, selective clearing and thinning limits, and the

number of trees and stumps removed and other items (do not include areas or items outside of the projects limits cleared for the Contractor’s convenience)

Inspect restored condition of cleared areas within Right-of-Way. Check that erosion control measures have been repaired if damaged or disturbed


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112.60 DEMOLITION OF BUILDINGS AND STRUCTURES REFERENCE: Standard Specifications: Sections 7.10, 8.04, 8.05, 8.08 and 9.05 and Section 112; Special Provisions; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000 BEFORE WORK OR SPECIFIC WORK ACTIVITY BEGINS: Ensure that the Contractor has written approval from the Engineer before proceeding with

demolition and has conformed to requirements of the Board of Health and/or local authorities. Be familiar with local noise ordinance

Be sure Local permits are in place (Hazmat, Demolition, etc.) Verify that the Contractor has an approved demolition plan, lead control plan/HASP, and

approved waste facilities. Review and be familiar with the approved procedures Ensure that all of the utility services are marked and have been disconnected Ensure that the Contractor has provided protection to adjacent buildings, structures, and

abutting properties Document pre-demolition conditions of building or structure to be demolished, as well as

adjacent properties and structures (photos should be neatly organized and filed with project documentation)

Remind the Contractor to be prepared to control dust

DURING WORK:

Ensure that the Contractor maintains protection to adjacent buildings, structures, and abutting properties

Ensure that the work area remains secured from unauthorized access Monitor the Contractor’s demolition activities to ensure the demolition plan is followed and the

work is conducted safely. Changes to the approved plan must be reviewed and approved before proceeding

Make sure existing underground structures or pipes to be abandoned are addressed Monitor where material to be disposed is transported. Obtain waste manifests for the disposal of

regulated/hazardous materials

MONITOR CONTRACTOR OPERATIONS TO ENSURE DUST CONTROL AFTER WORK ENDS:

Check to make sure that the Contractor has left all areas adjacent to the site in a neat and safe condition. The use of fence, barrier, barricade and/or signs may be necessary

Document post-demolition conditions of adjacent properties and structures (photos should be neatly organized and filed with project documentation)

112.61 DEMOLITION OF BRIDGES REFERENCE: Standard Specifications: Sections 4.03 and 7.10, Section 112 and Section 961; Special Provisions; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000


Verify that the Contractor has an approved demolition plan, shielding plan, lead/HASP plan, temporary traffic control plan, and waste facilities. Check and be familiar with local noise ordinance and regulations

Ensure that utility companies have been notified and existing utilities have been relocated prior to bridge demolition


VII



Ensure that the Contractor has provided protection to adjacent buildings, structures, and abutting properties

Ensure that the Contractor has an approved temporary support of excavation design (if required) If bridge is over water, confirm that the Contractor is in compliance with environmental permits If bridge is over a railroad, confirm that the Contractor is adhering to the requirements of the

railroad Identify items to be preserved such as commemorative plaques, bridge seals, historic markers and

survey disks Document pre-demolition condition of adjacent properties and structures (photos should be

neatly organized and filed with project documentation) Remind the Contractor to be prepared to control dust

DURING WORK:

Monitor the Contractor’s demolition activities to ensure the demolition plan is followed and the work is conducted safely. Changes to the approved plan must be reviewed and approved before proceeding

Ensure the Contractor cuts steel only where lead paint has been removed For phased demolition, ensure that temporary bracing and supports are in place Ensure shielding is in place per plan, secured and cleaned as needed. Monitor debris build up on

shielding to ensure compliance with shielding/demolition procedures

Monitor the Contractor’s operations and ensure that equipment and materials are not stored or moved in a manner which could overload the existing structure

Monitor the structure, shielding and support of excavation during demolition. Ensure that these elements are behaving as designed in the demolition plan calculations. Be prepared to stop the operations, secure the work-zone in the event of a failure

Ensure approved appropriate traffic management plan has been implemented and detours or temporary roadways are operating without issue

Ensure items to be preserved such as commemorative plaques, bridge seals, historic markers etc. are removed and protected

Coordinate with the Survey Section for removal, relocation or replacement of survey disks Monitor where material to be disposed is transported. Obtain waste manifests for the disposal of

regulated/hazardous materials Ensure that the Contractor has provided protection to adjacent buildings, structures, and

abutting properties Monitor Contractor operations to ensure dust control

AFTER WORK ENDS:

Verify that the Contractor has restored traffic patterns and placed barriers where required Check to make sure that the Contractor has left all areas adjacent to the site in a neat and safe

condition. The use of fence, barrier, barricade and/or signs may be necessary Collect and secure preserved items in accordance with District procedures Document post-demolition conditions of adjacent properties and structures (photos should be

neatly organized and filed with project documentation)


VIII



120 EXCAVATION REFERENCE: Standard Specifications: Section 7.23 and Section 120; Const. Standard Details E101.1.0, E102.1.0, and E103.1.0; EPA; NPDES; Special Provisions; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000; SOP CSD-24-02-1-000; SOP CSD-24-02-2-000


Ensure utility mark outs are completed. Obtain a copy of dig-safe tickets from the Contractor before allowing digging operations. Ensure that the Contractor waits 72 hours for appropriate utility companies to paint utility markings in the vicinity of the dig site

Check if soil testing for contamination is required per the Special Provisions, and refer to Section 007 Environmental Compliance of this manual

Ensure that SWPPP has been approved in accordance with Special Provisions and the project permits

Confirm that grade stakes have been properly set by the Contractor’s survey crew by arranging for the District Survey Crew to spot check original cross section data. Pay particular attention to areas between 50-foot stations with significant changes in grade, these areas may be large cut/fill areas and may require additional sections to accurately reflect the existing topography

Review contract documents to see if project is a balanced, waste, or borrow job. Understand the Contractor’s sequence, methods and selection of excavation equipment. Be aware that different types of excavations may warrant different methods of removal. Ensure that the Contractor has proper materials and supplies to address safety issues that may arise during excavation

Review limits of topsoil removal with the Contractor. Ensure the areas used for stockpiles are appropriately sized and located

Conduct soil testing if required for material re-use. Obtain samples of in-situ material and coordinate testing with District Materials for materials that will be used for embankment or other areas within the project limits

Ensure the approved cofferdam plans or support of excavation are in place prior to excavation if required

DURING WORK:

Check to see that erosion control measures are in place and obtain SWPPP reports from the Contractor. Inspect erosion control measures before, during, and after significant rain/weather events

Monitor topsoil removal to ensure that variable depths of topsoil are entirely removed without over-excavation

Measure and record volumes of all stone walls removed and any other earth excavation not included in the original cross sections. Cross section measurements for over-depth excavation may require assistance from the District Survey Crew

If Contractor encounters slip planes in earth and rock slopes it can lead to severe slides. Stop work, secure the site if necessary and promptly notify the District Area Engineer to request direction from the designer. Possible remedies may include benched slopes, high-level drainage ditches, or high-level sub-drains

Monitor the cofferdams/SOE during excavation operations to ensure that it is operating as intended. Be prepared to stop the operations and secure the site in the event of a failure

When tracking earth excavation quantities, make sure to deduct rock excavation including boulders larger than 1 cubic yard in volume. Measure and record rock and boulders separately; paint and number boulders to prevent double payment as they are removed


IX



When ledge is encountered, utilize cross-section method to determine rock excavation quantity. Contact District Survey Engineer for assistance in obtaining cross-section data if warranted

Monitor soil testing as required – obtain samples of in-situ material and coordinate testing with District Materials for materials that will be used for embankment or other areas within the project limits. Be aware of changes in in-situ materials and increase testing frequency as warranted

Ensure that material high in clay or organic content, indicated by retained moisture, is NOT used for embankment

If unsuitable soil is present at or below the bottom of excavation, extra excavation may be required. Field staff and contractor to take elevations and plot new cross sections for measurement

Confirm that contaminated soil is handled/disposed of properly Allow the Contractor to place surplus material in pre-approved areas to flatten slopes and fill in

low places in the right-of-way If surplus material cannot be utilized, make sure the material is removed from the site and

properly disposed

AFTER EXCAVATION:

Coordinate with the Contractor to check the grades at the bottom of the cut. Request District Survey assistance if discrepancies are encountered

Verify that the subgrade material is acceptable by visual inspection. If material appears unsuitable for proposed use, contact the Area Engineer and consider sending a sample to the District Lab for testing

Calculate and document final quantity determinations, recording all notes related to final measurements. The preferred method of calculating excavation quantities is the cross-section method. Load count method shall only be used as an estimating tool and is not to be used for final pay quantity

Once a suitable subgrade is reached, the next step is fine grading and compacting of the subgrade. Refer to the Grading Section of this checklist for fine grading and compacting requirements before backfilling and/or sub-base/base material placement


X



120 EXCAVATION – BLASTING GUIDELINES REFERENCE: Standard Specifications: Section 7.12 and Section 120; Construction Standard Details E102.1.0; Special Provisions; SOP CSD-03-81-1-000; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000; SOP CSD-26-01-1-000 Note: Blasting duties outlined below are to be performed by the Resident Engineer and shall not be delegated to their staff

BEFORE BLASTING:

Hold blasting and safety meeting. Be sure that the Contractor’s means and methods are discussed at the meeting. Review the explosive company’s recommendations, and discuss roles and responsibilities

Ensure that the Contractor or Sub-Contractor conducts a pre-blast survey of abutting properties (photos should be neatly organized and filed with project documentation)

Ensure that all permits are in place and ensure the blasting plan has been approved by the local fire department

Direct survey party to take cross sections of rock surface prior to blasting and rock removal Inspect blasting mat conditions prior to placement Confirm that advance warning signs have been installed Ensure the Contractor has proper materials, equipment and supplies to address safety and

cleanup issues that may arise Resident Engineer and field inspectors must have proper blast safety training Notify authorities and District office before each blast

DURING BLASTING:

Inspect the placement of the blasting mats Remind the Contractor to verify that the explosives have been installed in accordance with the

approved blasting plan Confirm the blasting zone is clear prior to detonation and that the temporary traffic control plan

and all safety protocols are followed Monitor blasting activities from a safe location

AFTER BLASTING:

Inspect the site and ensure the site is clear and safe prior to re-opening to traffic Visually check presplit holes for missing patterns that may indicate misfired holes. All operations

shall stop in the event of a misfire. Ensure that no rock ledge protrudes above the required excavation elevation Post-blast survey by the Contractor or Sub-Contractor must be performed (photos should be

neatly organized and filed with project documentation) Alert Assistant District Construction Engineer if operations cause back-breakage or fracturing of

the rock beyond the intended limits Direct survey party to take cross sections of rock surface after blasting and rock removal


XI



140 EXCAVATION FOR STRUCTURES REFERENCE: Standard Specifications: Section 140; Special Provisions; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000; SOP CSD 24-03-1-000; SOP CSD-26-01-1-000


Ensure utility mark outs are completed. Obtain a copy of dig-safe tickets from the Contractor before allowing digging operations. Ensure that the Contractor waits 72 hours for appropriate utility companies to paint utility markings in the vicinity of the dig site

Discuss and review Contractor’s means and methods before performing excavation. Understand the plan and locations for stockpiling trench spoils (ensure spoil piles will be placed in accordance with OSHA regulations)

If required, verify that the Contractor has submitted a support of excavation and/or control of water plan and it has been approved

Ensure the Contractor has proper equipment, materials and supplies to address safety issues that may arise during excavation, such as trench boxes, steel plates, crushed stone and gravel borrow (from approved sources), and HMA for patching

Direct Contractor to excavate test pits in locations where the proposed work may conflict with existing utilities or obstructions, record station and offset, elevation, and type and size of the utility/obstruction. Review this information with the contract plans. If there is a problem or potential conflict, notify the District and the designer for resolution

DURING WORK:

Ensure that OSHA trenching regulations are followed, observe excavation and trenching operations from a safe distance (if safety concerns are noticed such as trench wall faults, alert the Contractor)

Observe excavation operations and ensure the support of excavation follows the Contractor’s approved design

Visually inspect the trench spoils and determine if the material is acceptable for reuse Be aware of the amount of soil/rock the Contractor is excavating. Measure in accordance with

pay limits, over-excavation/borrow for the Contractor’s convenience will not be considered in measurement for payment

Refer to the Embankment/Backfill section of this checklist for additional information on backfill

AFTER WORK:

Ensure that the base of excavation is firm and complies with requirements. Call for a compaction test (where required)

Check the base to ensure it has been properly drained and prepared for the placement of the proposed structure and/or pipe (the use of crushed stone to stabilize the base of excavation may be required)

Call for subgrade inspection by the District Construction Office (the foundation material for bridges, high walls and/or culverts shall be inspected prior to the installation or placement of proposed structures/concrete)

Record and document final quantity measurements


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148 DREDGING REFERENCE: Standard Specifications: Sections 7.01, 7.02 and 7.03, and Section 148; Special Provisions; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000


Ensure the Contractor has an approved dredging plan and/or soil management plan. Review and be familiar with these plans

Contact the District Area Engineer for assistance in determining the permit requirements for dredging and material disposal. Assistance is also available from the District Environmental Engineer and the Boston Construction Environmental Unit

Ensure that Contractor complies with the Special Provisions and existing permits or obtains amended permits if warranted (refer to the Environmental Chapter of the Manual for additional information and restrictions; some permits may require a walk-through prior to start-up)

Coordinate with local Harbormaster regarding marine traffic and other waterway users if appropriate.

DURING WORK:

Ensure that the Contractor is following the plan and any changes to the plan are submitted and reapproved

Ensure that work performed by the Contractor observes all local and state regulations, permit requirements, and all U.S. laws (dredge materials may require testing and special handling refer to the Environmental Chapter for additional information)

Ensure that the Contractor shares their work schedule with affected abutters and the Harbormaster

AFTER WORK:

Ensure that the bottom of the dredged areas is excavated to the line and grade specified on the plans (utilize the Contractor’s pre and post dredging survey data and confirm with soundings as needed. Assistance from the MassDOT Dive Team is also available)

Measure and record excavated material in accordance with the Special Provisions. Preferred method of calculating excavation quantities is the cross-section method

150 EMBANKMENT/BACKFILL REFERENCE: Standard Specifications: Section 150, Sections M1 and M2; Special Provisions; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000; SOP CSD-24-02-1-000; SOP CSD-29-12-1-000


Ensure that the Contractor has an approved embankment construction plan (if required). Understand the Contractor’s proposed sequence of activities

Check and verify that all of the Contractor’s sources of material are approved according to the current RMS Standard (obtain copies of the source’s test results). If Contractor’s source of material changes, ensure additional sources are fully approved.


XIII



Coordinate with the District Lab and/or Quality Assurance Engineer to establish acceptance testing protocols (this will include type, frequency and location of testing)

Prior to embankment construction, collect/label samples and send to the District Laboratory for Proctor tests and the determination of the optimum moisture content - 50 lb. sample per 5,000 cy sublot (this applies to new material AND material that is being reused from the project) – (per Materials Sampling Schedule – RMS 360)

Notify District Laboratory at least 2 days in advance to perform on site Nuclear Density Tests and record that notice was given in the Project Diary

DURING WORK:

Closely monitor embankment construction and ensure that embankment construction does not continue on top of unstable areas. Alert Area Engineer if needed to determine required corrective action

Ensure that embankment is constructed to the required width from the bottom-up. Dumping material over the edge of the embankment to widen it will not be allowed. If widening is required, the added material must be properly placed, cut in and compacted.

Monitor embankment operations and ensure the Contractor is performing the work in accordance with their embankment construction plan to ensure efficient use of excavated material and to minimize the need for borrow material (for additional information on excavation see Excavation section above)

Coordinate with District Lab and/or Quality Assurance Engineer to ensure that acceptance testing is performed

Ensure proper lifts of construction are not exceeded per Standard Specification (layers should be kept to 12 inches loose depth; and 8 inches compacted depth for the top 2 feet of embankment below the subgrade)

Ensure that each layer is uniformly compacted to at least 95% of the dry density for the soil. Contractor may need to construct a “test-strip,” with independent testing to determine the number of roller passes required

Ensure that compaction equipment consists of rollers & compactors and NOT earth-moving equipment

Ensure reused material is tested and found to be acceptable. Frozen material is considered to be unacceptable

If using surplus waste materials such as rail trail/bike path material containing coal ash, ensure that it is not used in immediate vicinity of public water supply reservoirs or tributaries, and outside any water resource-regulated area. Consult the District Environmental Engineer or Boston Construction Environmental Unit for guidance

AFTER WORK:

Ensure embankment has been placed to the lines and grades according to the project plans, Special Provisions and Standard Specifications

Ensure material measurements are completed and recorded. Measurements for areas that have been filled with project excavation shall be measured separately from borrow material that is hauled onto site

Confirm that acceptance testing has been performed and is complete


XIV



170 GRADING REFERENCE: Standard Specifications: Section 170, Section M1.02.0; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000; SOP CSD-24-01-1-000


Check that the subgrade surface is rough graded to within a few inches of design grade The subgrade should be uniform and stable with no soft spots. Identify any areas of the subgrade

that need to be removed and backfilled with satisfactory material

DURING WORK:

Observe and ensure that subgrade material is fine graded and compacted until the surface is smooth. Field density tests should show at least 95% maximum density. The Contractor may be required to add water as needed to achieve optimum moisture content and density

Monitor grading operations and spot check grades as needed with string line and ruler. The tolerance is +/- ½” within a distance of 50’

Remind the Contractor to perform roadway dust control measures as needed

AFTER WORK:

The Contractor is responsible for protecting the finished subgrade from damage Ensure the surface is graded to drain. Confirm temporary drainage and erosion controls are in

place and functioning properly. Ensure side slope angle points are rounded and side slopes are linear Ensure work is performed in accordance with the contract drawings and surface grades match

the designed elevations


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190 BORINGS REFERENCE: Standard Specifications: Section 190; SOP CSD-23-02-1-000; SOP CSD-23-03-1-000; SOP CSD-23-04-1-000


Review the boring logs in the contract documents and be familiar with the type of material that is anticipated to be encountered during excavation. Additional borings and/or design modifications may be required to verify existing conditions or validate proposed design

DURING WORK:

Monitor the soil that is excavated and compare with the borings. If discrepancies are noticed, notify the District Construction Office

If additional borings are required, ensure borings are performed in accordance with the Standard Specifications

AFTER WORK:

If discrepancies between borings and excavated material exists, record and document observed conditions


XVI



Table of Contents

CHAPTER 100 - EARTHWORK, GRADING, DEMOLITION, RODENT CONTROL AND BORINGS FIELD GUIDE .................................................................................................................... i

Control and Borings ........................................................................................................................ 1

100 – 1.0 General .................................................................................................................... 1

100 – 2.0 Definitions .............................................................................................................. 1

100 – 3.0 Roles and Responsibilities ................................................................................... 3

100 – 4.0 Dig-Safe ................................................................................................................... 3

100 – 4.1 Utility Warning Tapes ...................................................................................... 4

100 – 4.2 Reporting ............................................................................................................ 4

100 – 5.0 Survey Markers and Monuments ..................................................................... 5

100 – 6.0 Survey Staking – Requesting Survey Party – Survey Slope Stakes .......... 5

100 – 6.1 Requesting Survey Parties Assigned to Construction Projects ............ 6

100 – 7.0 Addressing Unsuitable Subsurface Conditions ............................................ 7

101 Clearing and Grubbing ................................................................................................. 8

101 – 1.0 General – Clearing and Grubbing ............................................................... 8

101 – 1.1 Selective Clearing and Thinning ............................................................. 10

101 – 1.2 Disposal of Trees .......................................................................................... 11

101 – 1.3 Disposal of Stumps and Brush ................................................................. 13

101 – 1.4 Disposal of Dutch Elm Diseased Wood................................................. 13

101 – 1.5 Measurement – Clearing & Grubbing .................................................... 13

112 Demolition of Buildings, Structures and Bridges ................................................. 14

112 – 1.0 General – Demolition of Buildings, Structures and Bridges ............... 14

112 – 1.1 Demolition of Buildings and Structures ................................................ 14

112 – 1.2 Demolition of Bridges ................................................................................ 15

112 – 2.0 Measurement – Demolition of Buildings, Structures and Bridges .... 16

119 Control of Rodents ........................................................................................................ 16

120 Excavation ....................................................................................................................... 16

120 – 1.0 General - Excavation ...................................................................................... 16

120 – 1.1 Earth Excavation .......................................................................................... 16

REVISION 0 DATED JANUARY, 2016 CHAPTER 100 EARTHWORK, GRADING, DEMOLITION,



120 – 1.2 Class A Rock Excavation ............................................................................ 17

120 – 1.3 Muck Excavation.......................................................................................... 18

120 – 1.4 Topsoil Excavated and Stacked ............................................................... 18

120 – 2.0 Construction Methods .................................................................................. 19

120 – 2.1 General ........................................................................................................... 19

120 – 2.1.1 Sequence of Operations .................................................................... 19

120 – 2.1.2 Disposal of Excavated Materials ...................................................... 20

120 – 2.2 Excavation – Blasting Guidelines (Class A Rock) ................................ 22

120 – 2.2.1 Regulations ............................................................................................ 22

120 – 2.2.2 Contractor Approach to Blasting .................................................... 23

120 – 2.2.3 Blasting Plan and Pre-Blast Meeting............................................... 23

120 – 2.2.4 Special Precautions ............................................................................. 24

120 – 2.2.5 Public Notification and Warnings ................................................... 25

120 – 2.2.2.5 Fundamental Blasting Operations .............................................. 27

140 Excavation for Structures ............................................................................................ 28

140 – 1.0 General – Excavation for Structures .......................................................... 28

140 – 1.1 Bridge Excavation ....................................................................................... 29

140 – 1.2 Class A Trench Excavation ........................................................................ 29

140 – 1.3 Class B Trench Excavation ........................................................................ 30

140 – 1.4 Class B Rock Excavation............................................................................. 33

140 – 1.5 Test Pits for Exploration ............................................................................. 33

148 Dredging ......................................................................................................................... 33

150 Embankment .................................................................................................................. 34

150 – 1.0 General – Embankment/Backfill ................................................................ 34

150 – 1.1 Embankment Density ................................................................................. 35

150 – 1.2 Field Sampling for Proctor Determinations .......................................... 35

150 - 1.3 Field Density Test Equipment .................................................................... 36

150 – 1.4 Field Density Test Procedures and Steps .............................................. 37

150 – 1.5 Documenting Field Density Tests ........................................................... 37

150 – 2.0 Materials ............................................................................................................ 37

150 – 3.1 Corrections .................................................................................................... 38




150 – 3.2 Winter Embankment Operations ........................................................... 38

150 – 3.3 Preparation of Foundation Areas - Pre-Loading ................................. 38

170 Grading ............................................................................................................................ 39

170 – 1.0 General – Grading ......................................................................................... 39

170 – 1.1 Fine Grading and Compacting ................................................................... 39

190 Borings ............................................................................................................................. 40

190 – 1.0 General - Borings ............................................................................................ 40

190 – 1.1 Soil Classification Discrepancy .................................................................... 40



Resident Engineer Inspection Manual 100-1

CONTROL AND BORINGS

100 – 1.0 General

The following chapter provides guidelines for the Resident Engineer when dealing with Earthwork, Grading, Demolition, Rodent Control and Borings. Refer to the MassDOT - Highway Division Standard Specifications Section 100 during this section. The Resident Engineer is encouraged to utilize the summary sheet provided at the end of the chapter for on-site reference.

The general term “earthwork” encompasses the initial construction operations on a highway project. These operations include staking slopes; clearing and grubbing the natural ground; excavating earth, rock, and other materials; building embankments; disposing of unsuitable and excess materials; and compacting in-place materials to proper density. This work is to be accomplished as indicated on the plans, in accordance with Section 100 of the current Standard Specifications or special provisions, and as designated by the Resident Engineer.

100 – 2.0 Definitions

Various terms are used in the chapter to designate areas pertinent to a construction project. The terms are defined below and shown in Exhibit 100-1.

• State Highway Layout (SHLO). The boundaries of the whole right-of-way that is reserved for or secured by MassDOT.

• Permanent Easement. A defined area of land beyond the SHLO that remains in the name of the property owner. However, MassDOT has acquired the right to the use of the property.

• Temporary “Construction” Easement. A defined area of land beyond the SHLO that remains in the name of the property owner. However, MassDOT has acquired the right to the use of the property for a specific period of time for the purpose of constructing a project.

• Clearing Limit. The boundaries of the area to be cleared and grubbed for road construction (typically 5 feet beyond Top of Slope or Toe of Slope).

• Project Limit. The limits of construction generally defined by a beginning Station and an ending Station. These limits may differ from the SHLO limits, if there are portions of the right-of-way on which construction is not to take place.



Resident Engineer Inspection Manual 100-2 • Slope Limit. A line defined by the locations where the earthwork disturbance limits

meet existing grade. The slope limit is also referred to as the side slope limit or the cut/fill boundary.

Exhibit 100–1 Illustration of Lines and Limits




100 – 3.0 Roles and Responsibilities

During earthwork activities, it is the Resident Engineer’s responsibility to know that the earthwork items on a job can be a significant part of the entire scope of a project and the sequence and execution of the work will directly affect the overall cost. There are cost-effective ways to approach each project, and the Resident Engineer shall review the staging of all project work with the Contractor prior to the start of construction. The Resident Engineer must understand the Contractor’s proposed sequence to ensure that the Contractor has staged the work appropriately for the project.

The Resident Engineer shall ensure that the Contractor performs all work in accordance with the Standard Specifications and Contract Documents throughout the project. A discussion of specific duties of the Resident Engineer related to each work activity covered in this Chapter is included in the Sections that follow.

100 – 4.0 Dig-Safe

Companies performing excavation should be thoroughly briefed on Dig-Safe requirements and procedures before project startup. Dig-Safe (www.digsafe.com) is an organization that notifies utility companies (gas, electric, telephone, cable television, and private water companies) of the plan to dig. The utility companies respond to mark out the location of underground facilities. State regulations require that excavating Contractors and Sub-Contractors pre-mark the construction area and then contact Dig-Safe before starting digging, drilling, driving or other operations that might hit an underground utility. After this contact is made, the Contractor or Sub-Contractor must wait 72 hours for the area to be completely marked out. Initially requesting a generously wide mark-out of the construction site can both avoid delays and prevent incidents.

Not all utilities are on the Dig-Safe system. Most municipalities are not, and the State of Massachusetts is not. Contractors should contact agencies directly that may have utilities that could be damaged but that are not on the Dig-Safe system, especially regarding municipal utilities. MassDOT has an Intelligent Transportation System (ITS) along the major expressways in the State. The ITS uses fiber optic cables and conduits. Because the State is excluded from the Dig-Safe system, the Resident Engineer is responsible for coordinating the marking out of all MassDOT owned utilities such as ITS, traffic signals, highway lighting, and drainage.

Colors assigned to the type of facility for surface markings are:



http://www.digsafe.com/

Resident Engineer Inspection Manual 100-4 • Green - Sanitary sewers and drainage systems, including force mains and other

non-hazardous materials.

• Blue - Water.

• Orange - Communication lines or cables, including but not limited to telephone, telegraph, fire signals, cable television, civil defense, data systems, and electronic controls and other instrumentation.

• Red - Electric power lines, electric power conduits, and other electric power facilities.

• Yellow - Gas, oil petroleum products, steam, compressed air, compressed gases, and all other hazardous materials.

• Purple - Reclaimed water.

• White - Proposed excavations.

• Pink – Survey.

• Brown – Other.

Before allowing the Contractor to proceed, the Resident Engineer must obtain copies of the Dig-Safe tickets and Contractor notification letters to non-Dig Safe utilities for inclusion in project records.

100 – 4.1 Utility Warning Tapes

All underground utilities should be identified with warning tapes above the facility. The warning tape is to be located 12 in. above the utility line. The tape will provide warning during any future excavation that may occur at the installed utility. Pressurized utilities such as gas pipes can be extremely dangerous if damaged, so warning tape is extremely important. Equally important are the protection of electric and telecommunication lines that provide vital links to our cities and towns. The tape must be durable, designed to withstand extended underground exposure, durably imprinted with an appropriate warning message, and of the color assigned to the type of facility for surface markings. Because some existing utilities; especially older facilities will not have this this type of warning tape, the contractor should not rely on this type of warning during excavation.

100 – 4.2 Reporting

When a utility is struck or damaged, timely, accurate, and legible reporting is required. Incidents are to be reported by the Contractor using the Dig Safe Violation Report Form found at:




http://www.digsafe.com/documents/dig-safe-violation-report-mass.pdf

The Resident Engineer must ensure that if an incident occurs; the Contractor has completed reporting activities. Copies of any correspondence and reports regarding the incident should be obtained by the Resident Engineer and recorded. According to state law, it is the responsibility of the excavator to notify the affected utility company directly after damage occurs. State law prohibits the Contractor from attempting to repair the line, or backfilling before the line has been repaired by the utility company.

The Resident Engineer shall contact the District Office whenever an underground utility is hit or damaged and follow up with emergency reporting as directed by the District Office. The Resident Engineer must keep detailed records of the incident including the time of the occurrence, the circumstances of the event, impacts to abutters, injuries to people and property, and details of the repair. The Resident Engineer should consider taking photographs if helpful in documenting the incident.

100 – 5.0 Survey Markers and Monuments

The Contractor is responsible for the protection of all benchmarks or permanent markers or monuments of the State, Federal or local governments; public utilities; or local property owners, including historical markers or areas. The Contractor must notify the interested agencies in advance, so that the markers or monuments may be adequately referenced, protected, or reset before being disturbed. The Resident Engineer should ensure that the Contractor has completed these actions and consult the Survey Manual and the Survey Chapter of this manual for more information.

100 – 6.0 Survey Staking – Requesting Survey Party – Survey Slope Stakes

The Resident Engineer should submit a request to the District Survey Engineer to provide construction staking in accordance with Section 5.07 of the Standard Specifications and Contract Documents. The Contractor is responsible for setting slope stakes and grade stakes. The responsibilities of the Resident Engineer, the construction survey crew, and the Contractor are clearly defined in Chapter 005 of this manual and Section 2.3 of the Survey Manual. Reference should be made to the Survey Manual regarding setting slope stakes. When overseeing the setting of slope stakes, the Resident Engineer should be aware that slope stakes must be set at the top of the slope in cuts and at the toe of slopes in fills, on both sides of the roadway opposite each offset stake. The stakes must be set in accordance with the cross-section template. Slope stakes may also be used to guide the Contractor during clearing and grubbing. The Contractor is responsible to replace grade stakes that are hit or damaged during construction in a timely manner.



http://www.digsafe.com/documents/dig-safe-violation-report-mass.pdf


The Resident Engineer must check frequently as the work progresses to determine that slopes are constructed as designed. The Resident Engineer may be assisted by a survey party in checking the development of the cut or fill if the assistance expedites the check and contributes to its accuracy. However, any assistance provided by a survey party does not relieve the Contractor of responsibility for the proper grading of the entire project. If any monuments (Commonwealth of Massachusetts, USGS, Town, etc.) are disturbed, the Resident Engineer shall contact District Survey.

Exhibit 100-2 Setting Slope Stakes

100 – 6.1 Requesting Survey Parties Assigned to Construction Projects

The responsibility for supervision of survey parties assigned to construction projects is shared by the respective project Resident Engineer and the District Survey Supervisor. The Resident Engineer is responsible for the direct supervision of any survey party while it is assigned to his/her construction project. The District Survey Supervisor is responsible for the general supervision of all survey parties assigned to construction projects other than in areas of responsibility detailed herein for the Resident Engineer. If the Resident Engineer is in need of technical assistance, he/she should request assistance from the Survey Supervisor.

The Resident Engineer shall observe and record daily in the project diary a complete listing of survey parties assigned to the project, identified as Department or by the private survey Contractor’s name, with the type and location of work performed. The Resident Engineer shall verify the “Weekly Progress and Time Report,” Form HED-880, with his/her Project Diary documentation, and then indicate his/her approval by signing




below the Chief of Party’s signature on the original and both copies. The approved original form and one copy shall be forwarded to the District Survey Supervisor. The remaining copy shall be retained in the project files. In some Districts, the Survey Crews are required to sign in daily with a sign-in-sheet to track their time.1

Refer also to Chapter 005 of this manual for additional information.

100 – 7.0 Addressing Unsuitable Subsurface Conditions

Field observations during the excavation and embankment stage of construction often reveal unsuitable soil or water conditions that were not accounted for in the design. These conditions must be addressed to ensure the stability of the roadway. Subsurface drainage requirements are particularly difficult to assess accurately when a preliminary subsurface investigation is made during design.

During excavation operations, therefore, the Resident Engineer must notify the Area Engineer immediately upon encountering any wet condition that has not been provided for in design. The Area Engineer must arrange to have proper drainage features installed with as little delay as possible. One common wet condition is a natural water flow in underground strata. It can be corrected by the use of open ditches, open channels, or subdrains that effectively intercept and carry off the subsurface water. A high water table is another typical problem. It results in a subgrade that becomes saturated and softened by capillary action. Again, subdrains, open ditches, and open channels are means of removing the water and protecting the roadway.

Besides wet conditions, slip planes in earth and rock slopes are also common. These conditions can lead to severe slides if they are not corrected. To remedy the condition, slopes can be benched, high-level drainage ditches can be constructed to intercept surface water, or high-level subdrains can be installed to intercept subsurface water. Coordination with the designer is critical.

Any peat, organic or otherwise unsuitable material encountered during excavation shall be removed and replaced with suitable foundation material.

Problems should be reported to the District Office immediately. Depending on their nature and seriousness, the Area Engineer may prescribe the necessary corrective work, or the District may refer the problem to the Geotechnical Section for recommendations.

1 CSD 26-01-1-000




101 Clearing and Grubbing

101 – 1.0 General – Clearing and Grubbing

The clearing and grubbing of a project is usually the first construction operation performed on the job. The removal of such objects and materials is necessary for the construction of highways and the installation of structures, drainage features, fences, ditches, and channels. While clearing and grubbing is usually considered one operation and is always considered a single pay item (Item 101. – Clearing and Grubbing), it technically is two operations:

• Clearing, this is removal above natural ground (trees, brush, shrubs, and rubbish).

• Grubbing, which is removal below natural ground (roots, stumps, and similar objects).

Clearing and grubbing mainly suggests removing, but it also involves protecting from harm certain vegetation and objects designated to remain. The Resident Engineer should refer to the Contract Documents for specific tree protection requirements. Clearing and grubbing differs from selective clearing and thinning. Selective clearing and thinning is a selective process used to thin out a wooded area. Selective clearing and thinning is discussed further in Chapter 101-1.1.

Clearing and grubbing is done when an area needs to be completely cleared. For example, the building of a roadway would require clearing and grubbing in order to prepare the area for the laying of pavement. During clearing and grubbing, the Resident Engineer should ensure that the Contractor is performing the work in the appropriate areas. Refer to Section 101 of the Standard Specifications for details regarding clearing and grubbing.

Before starting the work, a meeting should be held on-site to discuss clearing operations. Recommended attendees include: the Resident Engineer, the District Environmental Coordinator, the District Roadside Engineer, local officials including the local Conservation Commission agent and/or the local Tree Warden and appropriate Contractor personnel. If clearing concerns are raised, a follow-up field meeting may be required to address the specific concerns before any trees are cut. A record of this meeting should be entered into the Project Diary.

The proposed limit of clearing is typically provided on the plans and generally defined as 5 feet (the Resident Engineer should confirm this with the Contract Documents and Survey Manual) beyond the top or toe of slope. Clearing limits are also determined by the required clear zone or sight lines. This is displayed in Exhibit 101-1.




Exhibit 101–1 Clearing Limits

The Resident Engineer must verify that the Contractor has properly established the clearing limits prior to the meeting. All trees scheduled to remain within the work area must be visibly marked or flagged by the Contractor. The Resident Engineer must inspect the identified trees and check the limits of clearing and grubbing before the Contractor starts the work. Slope limits are to be verified by measurements both in plan and in cross section. The Contractor shall not clear beyond the SHLO or construction easements.

The Resident Engineer should refer to Section 7.02D of the Standard Specifications in which it states:

“The Engineer has the authority to limit the surface area of erodible earth material exposed by clearing and grubbing or excavation, borrow or fill operations and to direct the Contractor to provide immediate permanent or temporary pollution control measures to prevent contamination of adjacent streams or watercourses, lakes, ponds or areas of water impoundment”.

It is the responsibility of the Resident Engineer on the construction project to ensure that the Contractor is clearing according to the plans. All natural growth of trees and shrubs at the top or bottom of the required slope or in wide median areas should be preserved. Cuts made should not go beyond the toes of fill slopes (unless required for drainage ditches) and should not be in rigidly straight lines. The Resident Engineer should ensure




that the Contractor is not overcutting for convenience and that he is protecting and preserving natural growth whenever possible.2 The Resident Engineer is reminded that certain invasive plants need to be managed and disposed of under the requirements of the Contract.

101 – 1.1 Selective Clearing and Thinning

When performing selective clearing and thinning of an area, certain guidelines should be followed. The Resident Engineer should remember that the intent is to reduce the risk associated with overgrowth on the roadsides. Trees that are dead, diseased, or hazardous should be removed.

Hazardous Trees can be identified by the following:

• Trees that are larger than 4” diameter within the clear zone

• Trees that interfere with sight distance

• Trees that obstruct sign visibility

• Trees that are leaning and have potential to fall onto the roadway, personal property, motorists or pedestrians

• Trees that have dead, diseased, or hazardous limbs (can be trimmed as opposed to removed)

• Hazardous Limbs can be identified by the following:

– Limbs that are broken, damaged or overhanging roadways, sidewalks or personal property

– Limbs that interfere with sight distance

− Limbs that obstruct sign visibility

Other considerations during selective clearing and thinning include clearing sidelines. Dead, diseased, or hazardous trees/limbs beyond the clear zone that present a danger to private property, homes, motorists and pedestrians should be removed/trimmed. This should be done judiciously to avoid unnecessary removal of adjacent growth.

Sightline clearing should also be performed during selective clearing and thinning. Vegetation should be removed by the Contractor in order to improve motorist sight distance. Limits are determined by the Resident Engineer and the Maintenance

2 SOP CSD 24-20-1-000




Representative. The Resident Engineer should ensure that the Contractor has cleared and thinned vegetation in order to provide adequate sightline and signage visibility.

If there are questions concerning the soundness or health of trees to remain, assistance should be sought from the District Roadsides Engineer or Boston Landscape Section personnel. Obviously, the purpose of this action is to save trees wherever possible and prevent accidental removals. If there is any doubt about whether to remove or preserve trees, they should be preserved, even if there is an increase in cost for removal at a later date.

All tree removals must be reviewed before the work is done to ensure that only those trees that must be removed are removed.

101 – 1.2 Disposal of Trees

The Resident Engineer should ensure that the Contractor has disposed of materials appropriately by referring to the Contract Documents and Standard Specifications Section 101.63 to Section 101.65. The Resident Engineer should also refer to the Contract Documents for details regarding the removal of materials inside and outside the SHLO limits and construction easements. It is the responsibility of the Contractor to dispose of materials properly, but the Resident Engineer should monitor where the material is transported to for disposal.

The Resident Engineer should be able to recognize invasive pests including the Asian Longhorned Beetle (ALB) and other non-native insects. Information on identifying pests and pest reporting can be found at http://massnrc.org/pests and www.aphis.usda.gov.

The ALB is a destructive wood-boring pest and there is no cure for a tree once it is infested. Therefore, it is important to identify and report the presence of these pests so their spread can be prevented and ultimately eradicated. Contaminated trees shall not be transported out of protected areas. Both Federal and State law establish regulated areas around ALB infestations.

The adult ALB (see Exhibit 101-2) is a distinctive looking insect with the following unique characteristics:

• 1 inch to 1 ½ inches in length • Long antennae banded with black and white (longer than the insect’s body) • Shiny, jet black body with distinctive white spots • Six legs • May have blue feet



http://massnrc.org/pests

http://www.aphis.usda.gov/


Exhibit 101–2 Adult Asian Longhorned Beetle, Male

Additional information including specific signs of infestation and what to look for, such as dime sized beetle exit holes (see Exhibit 101-3), shallow scars in bark, sawdust-like material around a tree, or dead branches can be found at www.beetlebusters.info and by contacting the Massachusetts Asian Longhorned Beetle Cooperative Eradication Program, Regulatory Compliance Office at 508-799-8328 or 508-799-8327. The ALB Hotline is 1-866-702-9938 or 508-852-8090 to report ALB sightings or signs of damage.

Exhibit 101–3 Adult Asian Longhorned Beetle Exit Hole



http://www.beetlebusters.info/

http://asianlonghornedbeetle.com/wp-content/uploads/2012/07/photo_exitHolesPointed.jpg


101 – 1.3 Disposal of Stumps and Brush

The Resident Engineer should ensure that tree stumps are disposed of properly. It is also imperative that the Contractor removes diseased wood in accordance with the Standard Specifications and local regulations. If the Contractor plans to dispose of material within the Right-of-Way, the Resident Engineer should contact the Area Engineer regarding this matter.

101 – 1.4 Disposal of Dutch Elm Diseased Wood

The Resident Engineer should reference Section 101.65 of the Standard Specifications when encountering diseased Dutch Elm trees.

101 – 1.5 Measurement – Clearing & Grubbing

Measure and record the clearing & grubbing limits, the selective clearing & thinning limits, and the number of trees and stumps removed. Areas measured should represent the actual limits of the completed work. The Resident Engineer should select measurement locations that account for varying widths of clearing and grubbing along the length of the project (see Exhibit 101-4). All measurements shall represent the horizontal projection in order to match areas shown on plan view (measurements made along a steep side slope will result in a larger calculated area and overpayment to the contractor). Removal of individual trees, regardless of size, is not paid separately when they are located within the Clearing and Grubbing limits.




Exhibit 101 - 4

Clearing Method of Measurement

112 Demolition of Buildings, Structures and Bridges

112 – 1.0 General – Demolition of Buildings, Structures and Bridges

The demolition of buildings, structures, and bridges typically consists of completely demolishing buildings, structures and bridges within the project.

112 – 1.1 Demolition of Buildings and Structures

The Resident Engineer must ensure that local permits are in place and the Contractor has written approval before proceeding with the demolition of any building. The Contractor shall have an approved demolition plan, contaminated/hazardous material abatement plans, health and safety plan, and approved disposal facilities. The Resident Engineer must ensure that the Contractor has proceeded according to the Standard Specifications Section 112.60 related to specific requirements for demolition of buildings




and underground structures. All demolition work shall conform to the requirements of MassDOT, local, state and federal regulations and conditions governing the demolition and disposal of buildings and structures.

Utility services are to be clearly marked and disconnected before demolition activities begin and all underground structures and/or pipes are to be properly addressed.

The Resident Engineer should also ensure that the Contractor has left areas adjacent to the site of the removal in a neat and safe condition and provided suitable fencing around unfilled basements or other dangerous locations. Documentation of pre-demolition site conditions and post-demolition site conditions should be entered into the project diary.

If additional excavation is required for unsuitable material, cross sections shall be taken to measure the amount of material excavated.

The Resident Engineer should refer to the Environmental and Structures chapters of this manual for more information.

112 – 1.2 Demolition of Bridges

The demolition of bridge structures shall be carefully planned and closely coordinated with the temporary traffic control plan. The Resident Engineer must be familiar with the bridge demolition staging scheme shown on the plans and understand that traffic control is an integral part of a successful demolition project. The Contractor is required to submit demolition procedures prepared by a licensed Massachusetts Professional Engineer for approval with regard to the safe removal of the bridge structure. Generally, the procedures should follow the requirements stated in Standard Specifications Section 960.61 D. Erection.

The Resident Engineer must understand the importance of adhering to the approved demolition plan. Shielding shall be installed to fully protect roadways, railroads, or the water below the structure. Bridges over water require additional environmental review and bridges over railroads require additional review and approval by the owner/operator of the railroad.

During the demolition of bridges, the Resident Engineer should consult the demolition plan, shielding plan, health and safety plan, lead control plan and asbestos plan (when applicable). The Resident Engineer should ensure that he/she has all documents on site and that procedures shown are strictly followed. Any changes to be made must be reviewed and approved before proceeding. For example, cut line locations on steel bridges shall not be changed because lead paint remediation at the cut line is typically




required. If a change is made, the proper remediation must take place before the cut is made.

Any utility relocation or temporary supports need to be coordinated with the proper utility companies before demolition begins.

The Resident Engineer should refer to the Environmental Chapter of this manual and the Structures Chapter of this manual for more information.

112 – 2.0 Measurement – Demolition of Buildings, Structures and Bridges

The Resident Engineer should be familiar with the contract documents and special provisions pertaining to demolition. Typically, the demolition of buildings, structures, and bridges are measured as lump sum items.

The Resident Engineer should be aware of and keep track of measurements for contract items outside of the work included in the lump sum items such as ordinary borrow being placed for cover where required.

119 Control of Rodents

The Resident Engineer should consult the Standard Specifications Section 119.60, the Contract Documents, and all municipality and state health department regulations to ensure that rodent control is being performed properly. Projects in densely populated areas may have special requirements that will be outlined in the Contract Documents.

120 Excavation

120 – 1.0 General - Excavation

Excavation is the removal of soil or rock from its existing location. Excavation can be thought of as either roadway excavation or excavation for structures. Each of these categories is further divided into several different classifications.

120 – 1.1 Earth Excavation

This item includes the removal of all materials other than water, ledge rock and large boulders. Loam is included in earth excavation if there is no contract item specific to loam excavation. Earth Excavation is described in the Standard Specifications Section 120.21.

Excavation quantities shown on the estimate sheets are estimated quantities. Final quantity determinations are required and should be well documented in the project records. The quantities of earth excavation for roadway projects are generally computed from cross sections. Where cross sections are not provided, quantities shall




be calculated using field measurements to determine volume. The Resident Engineer must measure and record any excavation not included in the original cross sections, such as stone walls or transitions to side streets or driveways.

It is important that the RE and the Contractor agree on the existing grades and basis of measurement to be used for calculating excavation quantities in order to avoid later disputes. To facilitate agreement the Resident Engineer may call for a field survey to verify existing grades. This is particularly important on projects with large excavation quantities.

Any discrepancies between the design cross sections and actual field conditions measured before and after excavation must be recorded. All notes related to final measurement, such as checks of the elevations of existing ground as noted on cross sections or of cross-section areas, should give the date(s) that the excavation was performed, the name(s) of the contractor or subcontractor performing the work, and the exact limits of the work. Measurement and payment shall be in accordance with the methods and limits established in the contract plans, special provisions and the Standard Specifications.

Occasionally, excavation and filling are performed together as an operation, as in the case of benching slopes and removing unsuitable material. The necessary measurements should be obtained as promptly as is practicable. Unnecessary delays to a Contractor's operations should be avoided.

A detailed earthwork sequencing plan submittal will occasionally be required by special provision on projects involving borrow, waste, or a large volume of rock.

120 – 1.2 Class A Rock Excavation

Class A Rock Excavation will be paid when ledge or boulders measuring more than 1 cubic yard and requiring blasting or breaking by mechanical means for removal are encountered in a roadway cut area. Boulders will be measured and ledge will be cleaned off and cross sectioned to be paid by cubic yard. The Contractor is required to strip or expose the rock to such an extent that the quantity to be removed can be measured. The Resident Engineer must be satisfied that the ledge is exposed sufficiently to reveal the true conditions. At the request of the Resident Engineer, as approved by the District Survey Engineer, the surveyors must take careful cross sections of the rock. The work should be performed after the rock surface has been exposed but before rock excavation has begun.




The ledge cross sections should be taken on the same cross-section lines as the original existing ground cross sections and on the intermediate lines necessary for accurately determining the amount of rock to be excavated. It is the Resident Engineer’s responsibility to ensure that the cross-sections have been measured prior to the removal. The Resident Engineer should consult the Area Engineer for possible alternative, cost effective methods.

120 – 1.3 Muck Excavation

“Muck” consists of saturated or unsaturated mixtures of soils and organic matter that are not suitable for foundation material regardless of moisture content. The Resident Engineer should ensure that the Contractor removes and disposes of muck according to the Contract Documents.

120 – 1.4 Topsoil Excavated and Stacked

Locations of the existing topsoil areas should be determined well in advance of the work. Approximate locations are usually given in the computations, in the field review reports, and in the plans (primarily on the estimate sheets). The areas from which topsoil is removed can be either cut or fill areas.

Topsoil quantity is directly related to the project cut and fill quantities. On borrow projects, changes in the quantity of excavated topsoil will affect the borrow volume. The Resident Engineer shall ensure proper measurements are taken during topsoil stripping activities to accurately calculate the volume of excavated topsoil. Per Standard Specifications Section 120.80, “Topsoil excavation will be measured in its original position by measuring the surface area of topsoil to be removed and measuring the depth to be removed by test pits prior to removal, or by the cross section method as determined by the (Resident) Engineer”.

All topsoil excavated and stockpiled must be free of boulders, roots, stumps and other deleterious materials. The Resident Engineer shall ensure that the material meets MassDOT specifications; this may require the Contractor to screen the material. Because topsoil depths vary, its removal should be closely watched to ensure that unsuitable material (unsuitable for topsoil) is not excavated and incorporated in the stockpiles. Screening and making topsoil acceptable is incidental to the item for Topsoil Re-handled and Spread.

The Contractor shall perform quality control sampling and testing of the topsoil material, and in-place samples of the re-handled and spread material shall be submitted to the District Materials Engineer for acceptance testing.




120 – 2.0 Construction Methods

120 – 2.1 General

Before starting earthwork operations, initial grade control is established by a MassDOT Survey Crew. Typically stakes are set at 50-foot intervals. If the cross sections for a cut show rock slopes or rock-and-earth slopes, the Resident Engineer should pay particular attention to the elevations at which rock is encountered. The Resident Engineer should immediately notify the Area Engineer of any discrepancy that prevents completion of the cut according to the designed cross section or that calls for acquisition of additional property or right-of-way.

It is the contractor’s responsibility to manage the excavation so that uniformly graded material is available for re-use on the project. Very often earth and other fine material overlie ledge that is to be excavated and reused for embankment construction. Building an embankment from material excavated from this configuration often results in finer material being placed in the bottom of the embankment, while insufficient fines remain to fill the voids in the successive layers of rock fragment placed in the embankment. In other cases, much of the finer material is incorporated in the deeper embankment sections, while the rest of the available excavated material is composed of rock fragments too large to be placed in the remaining shallow embankment section. The Contractor should arrange excavation schedules so that these situations do not occur, especially on closely balanced jobs. The Resident Engineer should have in mind an overall picture of the grading of the entire project.

The Resident Engineer should be aware of the Contractor’s means and methods of shoring or other temporary support. The Resident Engineer shall ensure that the designer has approved the means and methods of shoring before implementation.

During excavation, nearby buildings, utilities, sloping ground surfaces, or other substructure elements are at risk for damage by Contractor’s operations. While inspecting such operations, the Resident Engineer should be mindful of the possibility that it may become necessary to modify adjacent slopes or to support the sides of the excavation, thereby preventing damage to adjoining property; however, this is the Contractor's responsibility. The Resident Engineer should bring the possibility of property damage to the Contractor's attention, leave the necessary corrective measures to his initiative and document such notification in the Project Diary. The Resident Engineer should also take preconstruction photos to prevent future claims of damage.

120 – 2.1.1 Sequence of Operations Excavated material, if available and suitable for re-use, is used to build the project's embankments. If more material is excavated than needed for the embankments, the




extra material is termed “surplus” or “waste.” Earthwork that calls for more cutting than filling produces a surplus of excavated material. The excess material may consist of both suitable and unsuitable embankment material. Any surplus material that is not required or permitted to be used for such purposes must be disposed of in accordance with Standard Specifications Section 120.60 B, “Disposal of Excavated Materials”.

If the Contractor proposes to dispose of the material within or near the project limits, rather than hauling the material away, then the Resident Engineer should ensure that the Contractor has obtained the proper permits, including environmental permits, and agreements to do so. For example, surplus material may be used to widen embankments, to flatten slopes, to fill in low places in the right-of-way, or for other purposes. The Resident Engineer shall ensure that the Contractor does not conflict with the Standard Specifications governing placement of excavated material. Additional material that will be required for construction is covered under the Chapter for Borrow Material.

120 – 2.1.2 Disposal of Excavated Materials When encountering unsuitable material, the Resident Engineer should reference the NETTCP Soil and Aggregate Inspector Guide or contact Materials personnel for guidance.

Some material encountered during excavation is not suitable for placement in embankments. Material that is unfit for embankment construction is termed “unsuitable.” The material typically is high in clay or organic content and would not be stable if placed as fill. There is no hard-and-fast rule that classifies a material as suitable or unsuitable. A useful guide is to ask the following questions about the material under consideration.

• Is it wet?

• Can the material be rolled into a ball that retains its shape, indicating high clay content?

• Does it retain moisture?

• Does it have organic or foreign material in it?

• Is it unable to be compacted? When equipment drives over it, is it displaced rather than compacted?

The disposition of unsuitable material is generally determined during the design stage of the project, and the manner of treatment is indicated in the plans or special provisions. If material of questionable quality has to be removed from locations not specified on the plans, samples should be submitted to the District Lab for analysis and classification. A field meeting should be arranged with District Materials representatives, the Area Engineer, and possibly the Geotechnical Engineer to review unsuitable material. All




recommendations should be documented. Any unsuitable material that is not required or permitted to be used must be disposed of in accordance with Standard Specifications Section 120.60 B, “Disposal of Excavated Materials”.

“Unsuitable” does not mean “waste.” Every consideration should be given to using unsuitable material, especially on borrow projects. Generally, it can be used to advantage:

• In berms.

• On slopes, generally between specified lines. For example, between 2:1 and 1.5:1 or 1:1 slope lines.

• To widen embankments.

• To flatten slopes. Caution should be taken to maintain free drainage of the roadway subgrade and side slopes. If water cannot bleed out it will create problems with embankment and roadway stability.

• To fill low spots within the right-of-way. When excavation is used in embankment, its installation and reuse as embankment is incidental to the excavation item, and is not included for payment under any other item. The only time embankment is paid for under a borrow item is when embankment exceeds excavation, and the appropriate borrow item is incorporated.

Exhibit 120-1 Disposal of Unsuitable Material




Exhibit 120-1 indicates some of the places for disposing of unsuitable material within the clearing limits. As shown, unsuitable material may be used to flatten slopes and fill low areas outside the roadway embankment. Care should be taken to maintain free drainage of the roadway bed through the slope. Unsuitable material used for this purpose must be kept 2 feet below subgrade.

When the material is not required or permitted to be used for such purposes, the Resident Engineer will order that it be removed and disposed of outside the limits of the highway, at locations determined by the Contractor. The Resident Engineer must know where surplus or unsuitable material removed from the project is disposed of and verify that the disposal is not in an environmentally sensitive area or in a location that is detrimental to the project. The Resident Engineer must be specific when instructing the Contractor regarding removal of such unsuitable material and must record the location, depth, and quantity ordered wasted in their notebook. Should the Contractor elect to waste any material that has not been judged unsuitable, including boulders or large fragments, the District must inform the Contractor in writing that such material is to be replaced at no expense to the State. An accurate record of all such removals must be made in the project records.

Any material identified in the Contract to become the property of the State must be handled in accordance with the direction provided in the Contract Special Provisions. The Resident Engineer should contact the Maintenance Section to confirm where the material is to be stored and to discuss delivery arrangements. The Resident Engineer should also obtain a signed memo that the material was received by the Maintenance Section.

All material that becomes the property of the Contractor must be removed and disposed of before final acceptance, unless instructions to the contrary are contained in the plans or special provisions.

120 – 2.2 Excavation – Blasting Guidelines (Class A Rock)

Some MassDOT projects will require blasting to remove rock within the limits of excavation. The Resident Engineer is responsible for overseeing the blasting operations and ensuring that the work is performed safely and in accordance with the Blasting Plan that has been prepared and submitted by the Contractor and approved by the project’s designer.

120 – 2.2.1 Regulations The Resident Engineer shall be familiar with all governing regulations related to blasting, including 527 CMR 13, which is the primary regulation that applies to the use of explosives. The Resident Engineer shall have a thorough knowledge of techniques




used in roadway construction blasting, as well as the local municipality requirements, as the Contractor or blasting Sub-Contractor will be required to obtain a permit from the local fire department.

120 – 2.2.2 Contractor Approach to Blasting Contractors and blasting practitioners approach each project differently to address the unique characteristics of each site. Explosive types, blast hole patterns, and sequencing are selected based on specific criteria and the blasting professional’s experience. The Resident Engineer must be familiar with the fundamentals of blasting and understand how blasting procedures can affect not only the rock being removed, but also the rock that is to remain. Improvements in blasting procedures and the development of the presplitting concept now make it possible to control rock breakage and provide for smooth, stable rock-cut faces conforming to specified slope ratios. Presplitting separates the mass of rock being blasted from the mass being retained so that shock waves do not shatter the rock to be left. If this is not done, over time the rock face will separate and cause rock falls. The Resident Engineer should review the Standard Specifications: Section 120.63 in order to fully understand the Contractor’s responsibilities regarding presplitting rock.

120 – 2.2.3 Blasting Plan and Pre-Blast Meeting In accordance with the project specifications, the Contractor is required to submit a comprehensive Blasting Plan that includes the methods, procedures, and sequence of operations for all blasting on the project. The Blasting Plan will provide details on the type of explosives, the equipment to be used, the method of transporting the explosives including storage locations, a vibration monitoring plan, security and safety measures, and a list of the information to be recorded during the pre-blast and post-blast surveys. The Blasting Plan must be approved before the project blasting meeting is held. For all projects that involve blasting, a combined blasting and safety meeting must be held to assure full compliance with safe practices in blasting and all other operations, with emphasis on protection of workers and property. The approved Blasting Plan, safety concerns, blast area security, and any other special considerations related to the blasting activities will be reviewed with the meeting attendees. The meeting will be chaired by the Resident Engineer, and the following persons will be invited to attend:

• District Safety Inspector

• State Fire Marshal

• Representatives from affected utilities

• Contractor’s field superintendent



Resident Engineer Inspection Manual 100-24 • Local fire official(s)

• State and/or Local Police

• Blasting Subcontractor

• Representative of the Contractor's insurer

• Representative of the Contractor's supplier of explosives

Notification of the proposed meeting will be sent by the District.

At this meeting, safe practices in transporting, storing, and using explosives will be discussed. Attention will be given to pertinent agency regulations, including: Code of Massachusetts Regulations (CMR); Division of State Police; Massachusetts Department of Public Safety; MassDOT specifications, policies and standards; and municipalities. These regulations have been developed to protect MassDOT personnel, owners and residents of adjacent properties, and the motoring public, including school buses and emergency vehicles. The Contractor must comply with the documents mentioned above and their approved Blasting Plan. In addition, the Contractor must take full advantage of all services available from the insurer and from the manufacturer and supplier of explosives.

The meeting participants must review each rock cut and recommend safety precautions to be taken by the Contractor before blasting. The recommendations are made in writing to the Contractor, with copies to the Resident Engineer and the local fire department.

120 – 2.2.4 Special Precautions The Resident Engineer and field inspectors must have proper blast safety training. The Special Provisions typically require the Contractor to provide independent blast training. In the event training is not provided by the Contractor, the District should arrange for the training through the MassDOT training program. In addition to ensuring general blasting safety as well as project specific safety measures, the Resident Engineer must also be aware of special precautions related to the use of explosives.

Although the possibility of unintentional detonation of blasting caps is remote, and such action will only occur under nearly ideal conditions, every effort should be made to minimize this possibility, particularly when blasting operations are being conducted on, or immediately adjacent to, a public highway.

Information and tests show a real danger of exploding blasting caps if a two-way radio transmitter is used within 20 feet of an uncoiled wire on the caps; therefore, blasting caps should never be carried in a car or truck equipped with a two-way radio. Caps




should be transported in metal containers, never opened in the vicinity of a transmitter, and a transmitter should not be operated within 300 feet of any blasting operation. The Resident Engineer should refer to 527 CMR 13.05 and 13.06 for more information regarding the storage and transportation of explosives.3

The Contractor and their blasting Sub-Contractor shall exercise special care near broadcasting stations and towers by checking the frequency wave lengths with the stations in question. This is to prevent accidental detonation of blasting caps by radio transmitters.

In marine construction, proper precautions shall be taken to prevent marine transmitting radios from setting off a blast.

In the event of an electrical storm after loading of explosives has started, all operations will cease and the area will be cleared and secured. Whenever possible, the load should be fired before the storm arrives.

The Resident Engineer must ensure that the Contractor has implemented measures to limit the amount of fly rock during each blast to prevent damage or potential injury.

120 – 2.2.5 Public Notification and Warnings Public notification of blasting is imperative to alert local residents of the blasting that is to begin. The blasting should be publicly announced via tools such as message boards in order to ensure that residents are aware.

Before each blast, the Contractor will notify the local police department, fire department, state fire marshal and, when necessary, any public utility company that may be impacted.

The Resident Engineer must be familiar with typical warning sign placement for roadways adjacent to blasting operations, as shown in Exhibit 120-2. The Resident Engineer shall also be familiar with project specific temporary traffic control requirements in the contract documents and shall refer to the project specific details, special provisions and the approved Blasting Plan that has been prepared by the Contractor.

3 SOP CSD 03-81-1-000




Exhibit 120-2 Warning Signs for Blasting Zone4

4Manual on Uniform Traffic Control Devices for Streets and Highways. U.S. Department of Transportation: Federal Highway Administration. 2009 Edition, page 637.




120 – 2.2.2.5 Fundamental Blasting Operations Blasting operations shall be performed by the Contractor in strict conformance with their approved project specific Blasting Plan. However blasting operations will typically include the following:

• A pre-blast survey by the Contractor or blasting Sub-Contractor is required.

• All trench or boulder blasts will be covered with mats specifically constructed to prevent fragments from being thrown.

• For electrically fired shots, the lead wires will be kept short-circuited until the time for firing.

• When testing circuits to charge holes, blasters will only use a blasting galvanometer designed for this purpose.

• No loading operation will be conducted within 25 feet of a drilling operation.

• A constant guard will be kept over loaded charges until the blast is fired.

• After each blast, an attempt will be made to recover all wires.

• After the blast has been fired, presplit holes must be checked visually along the face for missing patterns that may indicate misfired holes. In the event of a misfire, all operations in the area will stop and the Contractor will notify the Resident Engineer.

• A post-blast survey by the Contractor or blasting Sub-Contractor is required. None of the preceding regulations or practices relieves the Contractor of responsibility for protecting the public and property, even though specific protective measures may not be mentioned in the report of the blasting meeting or the Blasting Plan. The Contractor should be advised of this responsibility.

The Contractor’s approved blasting plan will outline the details of the blasting operation. MassDOT employees should not influence the Contractor's method of drilling and loading, because it is the Contractor's responsibility. A MassDOT representative, usually the Resident Engineer, will see that the blasting plan is being followed. MassDOT personnel or representatives will cooperate with the State Police in regard to all blasting operations.

During the progress of the work, the Resident Engineer must be immediately notified of any condition that represents a change from the conditions anticipated at the original blasting meeting. Blasting operations must be suspended until the changed conditions are evaluated and appropriate revisions to the blasting plan are made and approved, if necessary.




If the Contractor's operations appear to cause excessive “back-breakage”—fracturing the rock beyond the intended limits—the Resident Engineer should alert the Area Engineer. A conference may be needed to determine if other methods of blasting are warranted.

The Resident Engineer must ensure that no rock ledge protrudes above the required excavation elevation, and must have the Contractor remove any overhanging ledge and loose or unstable rock fragments from the slopes, even if they are outside the pay lines.

If variations to the Blasting Plan are required to correct adverse effects resulting from blasting, the changes must be reviewed and approved before continuing any blasting activities. Such changes might include adjustments to the blast pattern, the delay between charges, the placement of blast mats, or the number of blast mats.

Blasting records shall be maintained by the Resident Engineer, not only to provide engineering information, but also to provide documentation to defend MassDOT against invalid blasting damage claims or lawsuits.

140 Excavation for Structures

140 – 1.0 General – Excavation for Structures

The Resident Engineer should refer to Standard Specifications Section 140 and the Contract Documents for specifications regarding excavation for structures. The same general provisions for excavation apply to excavation for structures. The main difference is in ensuring the integrity of the bottom of the excavation upon which the structure will be founded. Also measurement for payment is handled differently.

The Resident Engineer should inspect the excavation to ensure that excavation for foundations of bridges, culverts, pipe drains, masonry walls and other structures is made to the lines and grades indicated on the plans. The base of excavation must be at a minimum, firm, properly drained and graded. The Resident Engineer shall direct the Contractor to remove unsuitable material existing below the required foundation grade and replace it with suitable compacted material.

Helpful Hint: Excavation for structures is different from general mass excavation that typically uses large earth moving equipment, such as graders, bulldozers and large excavators. Excavation for structures requires smaller equipment, such as backhoes, small shovels and hand work. Excavation for structures also requires extra careful attention to specific excavation limit lines.




For all bridges, walls over twelve (12) feet high, and bridge culverts, the Resident Engineer must contact the Assistant District Construction Engineer for inspection of the subgrade material at the bottom of excavation prior to the placement of any concrete.

Standard Specification Section 140 clearly defines the excavation classifications and pay items. The Resident Engineer must be familiar with these provisions. The pay items applicable to a particular project are shown in the Contract. The Resident Engineer should exercise particular care to ensure that excavation is classified, measured and paid correctly.

140 – 1.1 Bridge Excavation

During bridge excavation, the Resident Engineer should be aware of the amount of soil that the Contractor is excavating. The amount of soil excavated within 1 foot of the bridge footing shall be noted for payment. However, the Contractor may excavate beyond this mark in order to obtain a desirable slope. The area excavated outside of the 1-foot limit in order to obtain proper slope will not be measured for payment. The Resident Engineer shall prepare an as-built bridge excavation sketch and calculations to document measurement for payment.

140 – 1.2 Class A Trench Excavation

Class A Trench Excavation is the removal of all material encountered in the construction or demolition of masonry culverts and other structures with a span of less than 8 feet. It also includes the reworking of drainage ditches and paved waterways.

When the trench is located within a roadway cut, only the portion of trench below the roadway excavation is included. Exhibit 140-1 illustrates Class A trench limits for two different scenarios. The proper sequence of construction will avoid the need to excavate the same area twice. In some cases the Resident Engineer will direct the engineer to excavate the trench to perform the required work and place backfill before the roadway excavation begins. Such instances may include the installation of a structure within an active roadway where traffic must be restored prior to the roadway excavation activities.

The Resident Engineer shall calculate trench excavation and document the measurements for payment. If the trench excavation is performed prior to roadway excavation strictly for Contractor convenience, the portion of the trench within the roadway excavation limits shall not be measured for payment.




Exhibit 140-1 Class A Trench Excavation

140 – 1.3 Class B Trench Excavation

Class B Trench Excavation is the removal of all material, except Class B Rock, encountered in the construction of drainage and water pipes greater than 5 feet in depth. As is the case with Class A Trench Excavation, when the trench is located within a roadway cut, only the portion of trench below the roadway excavation is included, unless directed by the Resident Engineer to excavate the trench and place backfill before the roadway excavation begins. Extra excavation depth that is required to create




a sound gravel foundation is paid under this item. It is paid for at the actual excavation depth (no allowance for 1:1 slopes). Exhibit 140-3 and Exhibit 140-4 illustrate typical Class B trench areas and pay limits.

Exhibit 140 - 3 Class B Trench Plan View




Exhibit 140-4 Class B Trench Excavation




140 – 1.4 Class B Rock Excavation

Class B Rock Excavation will be paid when ledge or boulders, measuring more than 1 cubic yard and require blasting or breaking by power tools prior to removal, are encountered in the excavation for drainage structures, fences, highway guard posts, bounds, pipes, walls, open trenches and bridge structures.

140 – 1.5 Test Pits for Exploration

Test pits, may be necessary to locate existing structures and utilities or to examine subsurface soils or rock materials. The Resident Engineer should direct the Contractor to perform test pits at locations where proposed work may conflict with existing features. All observations shall be recorded and are to include: station and offset, elevations, and the type and size of the existing utility or obstruction.

The Resident Engineer should review test pit findings and compare the information with the contract documents and the proposed design. If there appears to be a potential conflict, the Resident Engineer should contact the Area Engineer for direction. A resolution from the designer may be required.

148 Dredging

When a Contractor is performing dredging activities, the Resident Engineer must coordinate with the U.S. Army Corps of Engineers (ACOE), as indicated in the ACOE permit. The Resident Engineer should confirm that the Contractor is observing, all requirements of the U.S. Army Corps of Engineers, and all Federal, State and local regulations during dredging activities. If the Contractor will be disposing of material below mean high water, the Contractor must have a permit to do so from the U.S. Army Corps of Engineers and a license from the Commonwealth. The Resident Engineer should refer to the Environmental Chapter of this Manual for more information regarding environmental health and safety pertaining to dredging.

When inspecting the Contractor’s performance of dredging activities, the Resident Engineer should ensure that the method(s) used by the Contractor are as specified in the Special Provisions. The Resident Engineer should also check that dredging material is being disposed of in the proper areas. While the Contractor is dredging, the Resident Engineer should ensure that the bottom of the dredged area is excavated to the line

Helpful Hint: Before Dredging begins, contact the District Area Engineer for assistance in determining the permit requirements for dredging and material disposal. Assistance is also available from the District Environmental Engineer and the Boston Construction Environmental Unit.




and grade shown on the plans. The Special Provisions will likely require that the Contractor provide pre- and post-dredging survey data. In addition the Resident Engineer can confirm the survey with soundings. Assistance from the MassDOT Dive Team is also available.

Dredging is paid by Unit Prices specified in the contract for the particular types of material removed and disposed

150 Embankment

150 – 1.0 General – Embankment/Backfill5

Embankment is the placement and compaction of layers of earth or placement of rock to form a roadbed of the planned shape, density, and profile grade.

Material used for building embankments is either useable excavated material from the project or imported borrow material. In general, importing borrow material will be permitted only after all usable excavated material has been placed. The Contractor may request the Resident Engineer's permission to place borrow before all of the available and suitable excavated material has been incorporated in the work. Such permission, when granted, will specify that the Contractor will be held responsible for the proper placing of all suitable excavated materials and that no payment will be allowed for any borrow placed in lieu of suitable excavated material.

During the formation of embankments, the Resident Engineer must be vigilant in enforcing the provisions of Section 150 of the Standard Specifications regarding the placement and compaction of fill material.

The Resident Engineer must ensure that the embankment is constructed to the required width from the bottom up, so that dumping material over the edge of the embankment to widen it will not be necessary later on. If it is necessary to widen existing slopes, the added material should be cut in and compacted, and not just end-dumped and spread. Improperly placed material is very susceptible to erosion and may develop into a minor slide.

The practice of compacting embankments chiefly with hauling, excavating, and grading equipment is not acceptable. The entire area of each layer must be uniformly

5 SOP CSD 24-01-1-000 (1977, working draft 2002) is outdated and should not be used. SOP CSD 23-08-1-000 (1984) is outdated and should not be used. Refer to working draft dated 6/1/05.

Helpful Hint: When excavation is used for embankment, its installation and reuse is incidental to the excavation item, and is not included for payment under embankment or any other item.




compacted to at least 95 percent of the dry density for the soil, as determined by AASHTO T180, Method D. Compaction equipment, consisting of rollers, compactors, or a combination of the two, must be used. Earth-moving and other equipment that is not specifically manufactured for compaction purposes will not be considered compaction equipment. However, routing hauling equipment over embankments will promote compaction, therefore attempts should be made to alternate the routing lane for hauling equipment in order to promote even compaction.

150 – 1.1 Embankment Density

Proctor tests are used to determine the laboratory densities of the soils used for embankment construction. Nuclear density gauges are typically used to determine field densities for comparison with the laboratory densities.

150 – 1.2 Field Sampling for Proctor Determinations

It is the responsibility of the Contractor to perform quality control sampling and testing. However, MassDOT performs acceptance testing that requires samples as well. At the time a source sample is taken for approval of a new borrow bank, the Resident Engineer should request a test of Proctor density and optimum moisture of the material which will be used in subsequent field acceptance testing. To be able to compare each field density value with the laboratory density for the same soil, the Resident Engineer must sample and send sufficient material to the District Laboratory so that enough Proctor determinations can be made. The Resident Engineer should consult with the District Materials Engineer for frequency of sampling and testing. The request expedites the moisture-density control process in the field, by providing the Resident Engineer with the values that will be needed as soon as the Contractor begins the embankment.

If embankment material is obtained from several sources, it is imperative that the field test results are compared to the laboratory test results for the same soil. The Resident Engineer must monitor Contractor sources and provide samples from each source to the District Materials Engineer for lab testing. In addition, the Resident Engineer must correlate the location of material placement with the source so that the proper proctor and optimum moisture values are used during field testing.

Sometimes a situation presents itself that requires the District Materials Lab to perform additional material testing. For example, when the Resident Engineer suspects that the in-situ material to be reused as embankment material is unacceptable according to Section 170.60 of the Standard Specifications, he/she shall have the District Materials Lab test a sample of the material before the Contractor is allowed to excavate the questionable material or continue as planned.




150 - 1.3 Field Density Test Equipment

Embankment densities can be determined by methods based on a soil sample weight- volume relationship, or by using a nuclear testing device. MassDOT currently determines field densities by the nuclear method.

Because nuclear-density units contain radioactive material, they are subject to the control and regulation of the Nuclear Regulatory Commission (NRC). Only qualified, NRC-certified MassDOT employees are authorized to operate the equipment. Usually, the District Materials Lab personnel perform the nuclear-density tests. All applicable safety regulations must be observed. The Resident Engineer shall call for compaction tests to be performed by Materials personnel when required.

Nuclear-density devices consist of adjustable moisture and density probes that are power-operated counters. The probes are sealed units containing radioactive material. Each probe has a safety lock trigger mechanism that effectively shields the radioactive charge if the mechanism is in the off position. Readings generated by the probes are displayed electronically on an illuminated panel. The readings are referred to as counts per minute, or CPM. For each test run, the panel readings are interpolated on calibration charts for a density and moisture determination.

Each probe has a sending unit. The moisture probe senses the hydrogen molecule content of the water in the soil and transmits the information to the unit. Low readings reflect low moisture content. The density probe senses the resistance of the soil to the radioactive transmissions, and the resultant readings reflect inverse soil densities. That is, low readings indicate high soil densities.

The effective depth of detection for each probe's units is between 6 and 12 in. For accurate test results, the lower surface of each probe must develop full surface contact with the material being tested. Soils with different densities, if placed in lifts of less than 12 in., require special consideration.

Helpful Hint Consistent material and smooth testing surfaces will typically produce accurate test results. Uneven surfaces, rocks, clumps of aggregate, foundations or excessive moisture will skew readings.




150 – 1.4 Field Density Test Procedures and Steps

Before field density tests are run, the Resident Engineer who will be responsible for scheduling tests should have the corresponding Proctor test results and must be familiar with both the representative samples of material submitted to the laboratory for density determinations and the material currently being used. For a density test to have significance, the material being tested and the results obtained have to be compared to the proper laboratory sample.

The Resident Engineer shall generate random locations for field density tests in accordance with SOP No. CSD QA-4. The dry density for the soil after compaction must not be less than 95 percent of the laboratory (Proctor) density for that soil. If the field density does not pass, the Contractor is immediately told to re-roll the area. After the area is rolled again, a new test is performed to determine whether the additional compaction was sufficient. If the new result also fails to pass, the rolling-and-testing process is repeated until a passing result is obtained. The Contractor may have to make adjustments to the moisture content of the soil by spraying the area. If field density tests still fail after several re-rollings, it is possible that the wrong Proctor is being used. The Resident Engineer should then resample the material to determine a new laboratory density.

150 – 1.5 Documenting Field Density Tests

The Resident Engineer shall ensure that the laboratory Proctor and Field Nuclear Density test results are recorded on Form RMS 901, Nuclear Density Test Report, and included in the Project records.

150 – 2.0 Materials

All borrow banks must be preapproved so that “Proctors” (Proctors are defined in previous section) may be determined. If the borrow bank is on site, cross sections shall be taken prior to any excavation to determine quantities. It is the

Helpful Hint Not all field density tests on a project are expected to pass and have results that meet the required minimum percentage of laboratory density on the first test. If they all passed, it would indicate that:

• They were made only in hard spots.

• They were compared to a laboratory density for a different, poorer soil.

It is unlikely that the Contractor will be able to thoroughly compact every layer for its entire width on the first attempt.

Helpful Hint Observing the action of fill material under the weight of hauling equipment is the best indicator of relative embankment stability. Any material that continues to pump should be immediately brought to the attention of the Area Engineer. Pumping is the action of the soil where it does not consolidate and continues to deform under loading of the equipment.




responsibility of the Contractor to perform quality control sampling and testing. However, MassDOT performs acceptance testing that requires samples as well. The Resident Engineer shall collect acceptance testing samples of the material at random locations for testing by MassDOT.

In embankments being constructed from borrow material, the responsibility for obtaining the necessary consolidation and stability is entirely the Contractor's. If consolidation and stability are not being achieved, the operations must be stopped until the Contractor demonstrates that a thoroughly compacted and stable embankment can be made with the material being used.

150 – 3.1 Corrections

The Resident Engineer shall closely monitor embankment construction and ensure that no material is placed on top of unstable embankments. When embankments are found to be unstable after the Contractor has complied with the density and other requirements of the specifications, the Area Engineer must be alerted. After evaluating the condition, the District Construction Office will determine if corrective measures are necessary and, if so, may direct the Contractor to improve the embankment's stability. The District Office will also determine whether the corrective work is corrective action to be performed at the Contractor’s expense or will be paid for as extra work. If corrective action on Federal-Aid Contracts results in a change to the Contract design, the District will need to coordinate with FHWA before changes are made.

150 – 3.2 Winter Embankment Operations

If a Contractor requests permission to begin or continue the construction of embankments during the winter, the Resident Engineer must ensure that winter earthwork procedures are established and agreed to prior to starting the work. This work shall be performed at no additional expense to the Department.

150 – 3.3 Preparation of Foundation Areas - Pre-Loading

Preloading is sometimes required to consolidate compressible soils and minimize long-term settlements. In general the preloading requirements are unique to a particular area and so are not covered by the Standard Specifications. The Resident Engineer should refer to the preloading specifications that will be found in the Special Provisions of the Contract Documents.

Helpful Hint Winter earthwork procedures might include:

• Ground heaters, • insulating blankets on the

embankment and/or stockpiles

• removal of frozen material • monitoring of ambient

temperatures




During preloading, some of the unsuitable material is removed and an embankment is placed on top of the remaining soft soil. The embankment is left in place for an extended period of time to compress the soft soil beneath it. A settlement monitoring program is usually specified. When the required consolidation is achieved, the surplus material is removed to specified grades and construction can proceed.

170 Grading

170 – 1.0 General – Grading

Upon completion of the embankment, the top surface must be formed and fine-graded to meet the line, grade and cross slope of the roadway subgrade. The subgrade is the surface on which the road box or pavement and shoulder structures are constructed. The pavement and paved shoulder structures, including sub-base, base and surface courses are described in Chapter 400 Sub-Base and Base Courses.

170 – 1.1 Fine Grading and Compacting

The Resident Engineer must inspect the subgrade thoroughly and be assured that it is in the proper condition to receive the sub-base, base and surface courses. The subgrade must be free of intermittent hard or soft spots and must be uniformly compacted to the density called for in the Standard Specifications. Irregularities in the subgrade will eventually show up in the surface. The surface cannot be properly compacted if it rests upon a yielding subgrade, and the correct thickness of sub-base cannot be installed unless the subgrade is shaped and compacted to the designed cross section.

The subgrade of the roadway is established in multiple steps. First the surface is rough graded to within several inches of design grade. Fine grading is the last operation that establishes the design grade that becomes the subgrade of the roadway. The fine grading operation may require additional excavation and fill to achieve the correct line, grade and cross section.

Before the Contractor begins fine grading an area, the Resident Engineer should identify any locations that need to be corrected. This may include high or low spots that

Helpful Hint The fine-grading operation is performed by smaller equipment than typical embankment construction machinery, allowing greater control of elevations and cross-slopes.

Helpful hint: Rough grading typically uses large earth moving equipment such as bulldozers while fine grading uses graders and smaller equipment capable of achieving grades to finer tolerances.




need to be adjusted to grade or unsatisfactory material that needs to be removed and backfilled with satisfactory material. The borrow material that will be used to backfill should be compacted, preferably with a roller, by the Contractor and graded until the surface is smooth and compacted to the proper density and stability. Standard Specifications: Section 170.60 should be referenced during this process.

The Contractor will set grade stakes that show the required cuts and fills to final subgrade. The Resident Engineer must monitor the Contractor’s grading operation to verify that the grade is properly established. A hand (Locke) level can be used to spot check grades or survey assistance can be requested from the District if needed.

Once the fine grading operation begins, the Contractor is responsible for protecting the finished subgrade from damage and maintaining subgrade drainage.

190 Borings

190 – 1.0 General - Borings

Borings are generally administered by the MassDOT Geotechnical Section during the design phase of projects. If borings are to be performed as part of the construction project, the Area Engineer should coordinate with the Geotechnical Section for oversight requirements and responsibilities.

The Resident Engineer should contact the Area Engineer in order to coordinate the work with the Geotechnical Section. Reference should be made to Section 190 of the Standard Specifications regarding borings.

190 – 1.1 Soil Classification Discrepancy

The Resident Engineer should review the boring logs in the contract documents and be familiar with the material that is anticipated to be encountered during the project. Soil excavated should be compared with the boring logs. If an apparent discrepancy in soil classification exists, the Resident Engineer should document the observed conditions by way of a Soil Classification Discrepancy Report Form6.

6 CSD 24-02-1-000

