assessment of blasting impacts to the new bedford ... · of blasting induced ground vibrations and...

PREPARED FOR Apex Companies LLC Boston Massachusetts

PREPARED BY GZA GeoEnvironmental Inc Providence Rhode Island

October 2012 File No 3373403

ASSESSMENT OF BLASTING IMPACTS TO THE NEW BEDFORD-FAIRHAVEN HURRICANE BARRIER NEW BEDFORD MARINE COMMERCE TERMINAL NEW BEDFORD MASSACHUSETTS

Copyrightcopy 2012 GZA GeoEnvironmental Inc

530 Broadway Providence Rhode Island 02909 401-421-4140 Fax 401-751-8613 httpwwwgzacom

GZA Engineers and GeoEnvironmental IInc Scientists

October 5 2012 File No 3373403

Mr Chet Myers Apex Companies LLCC 184 High Street Suite 502 Boston Massachusetts 02110

Re Assessment of Blasting Impacts to the New Bedford-Fairhaven HHurricane Barrier New Bedford MMarine Commerce Terminal

New Bedford Massachusetts

Dear Mr Meyers

GZA GeoEnvironmenntal Inc (GZA) is pleased to provide you with thhis geotechnical letter report pertaining to pproposed blasting in the vicinity of the Neww Bedford-Fairhaven Hurricane Barrier TThis report was prepared in accordance withh our proposal dated September 4 2012 TThe primary objective of this letter report is to prresent our assessment of blasting induced grround vibrations and its effects on the global st ability of the existing New Bedford-Fairhavven Hurricane Barrier for the proposed New Bedford Marine Commerce Terminal project This report is subject to the Limmitations presented in Appendix A

BACKGROUND

The New Bedford-Faiirhaven hurricane barrier spans across New Beddford Harbor between New Bedford and Faiirhaven Massachusetts and is located immediaately south of Palmer Island The barrier wwas constructed in the 1960rsquos as part of a flood control infrastructure program It is generrally comprised of an earth fill embankment cconsisting of layered armor stone filter stonne and earth fill layers There is an access roaddway that extends the length of the barrier poositioned on the harbor side of the embankment Two gated conduits were incorporated intoo the barrier which under normal operating connditions allows water to easily flow from onne side of the barrier to the other during tidal ffluctuations A gated navigation channel is aalso located on the eastern side of the barrier

This hurricane barrierr is located immediately south of the proposed NNew Bedford Marine Commerce Terminal project (see Figure 1 Locus Plan) The project involves the development of a watterfront parcel into an all purpose marine termminal having specific applications to the offfshore wind industry The development will incclude the construction of a cellular cofferdamm bulkhead and near-shore dredging along the c offerdam bulkhead to


An Equal Opportunity Employer MFVH

Apex Companies LLCC October 5 2012 File No 3373400 Page 2

facilitate berthing of larger vessels The proposed bulkhead and liimits of dredging are shown in Figure 2 (Appex Figure P-26)

In 2011 the US Armmy Corps of Engineers (USACE) requested a gloobal stability analysis of the hurricane barriier which addressed the potential impacts to thhe barrier due to the proposed dredge elevvations GZA completed a report addressingg this request titled ldquoGlobal Stability Annalysis New Bedford-Fairhaven Hurricane B arrier New Bedford Marine Commerce Terrminal New Bedford Massachusettsrdquo dated November 23 2011

Recently USACE reequested that the stability of the hurricane barrier be re-assessed considering vibrationss resulting from any proposed blasting activities Blasting of shallow bedrock may be allow ed at the site in order to meet the proposed dred ge elevations

REVIEW OF EXISTTING DOCUMENTATION

Original USACE drawwings were provided to GZA by Apex Compani es LLC (Apex) The following drawings wwere used to develop a cross section of the hurrricane barrier for this analysis These drawi ings are included in Appendix B

bull ldquoNew Bedford -Fairhaven Barrier General Planrdquo April 1962 bull ldquoNew Bedfordd-Fairhaven Barrier Harbor Barrier and Dike Plan and Profile No

2rdquo 1962 bull ldquoNew Bedfordd-Fairhaven Barrier Harbor Barrier and Dike Typical Sections No

1rdquo 1962 bull ldquoNew Bedford -Fairhaven Barrier Parking Area New Bedforddrdquo 1962

All current project ellevations reference the Mean Lower Low Waater (MLLW) datum however all of the orriginal USACE drawings and accompanying suubsurface information reference the Mean SSea Level (MSL) Datum which was assumedd to be NGVD 1929 These elevations weree converted to MLLW using the following infoormation provided by Apex MLLW = NGVVD 1929 + 152 ft

The subsurface boringg logs used to generate a design cross sectionn included recent test boring logs by Apex and original USACE borings The logs and thhe location plans are included in Appendix C

In the immediate viciinity of the hurricane barrier (Dredge Area 1) shallow dredging to approximate elevationn -14 feet referenced to the Mean Lower Low WWater (MLLW) datum is proposed The dreddge areas are shown in Figure 2 (Apex Figure PP-26) According to Apex it is possible thhat in the future this area could be dredged to elevation -20 feet In review of the subsurfaace data provided by Apex it is likely that beddrock excavation will not be required in Dredge Area 1 However based on the availaable subsurface data bedrock excavation mmay be required in Dredge Areas 2 and 3 Bassed on the subsurface

f

f


data bedrock elevatioons range between approximately -25 and -30 feeet MLLW indicating that between approximmately 2 and 7 feet of bedrock may need to be removed to meet the proposed dredge elevaations It is possible that blasting will be alloweed during construction to remove the bedrockk The distance between the toe of the hurricanee barrier and proposed blasting activities at thhe lower dredge elevation would be approximateely 450 feet

FACTOR OF SAFETTY

The literature was revviewed for an acceptable factor of safety for the hurricane barrier under these seismic cconditions The United States Army Corps of Engineers (USACE) Slope Stability Enginneering Manual EM 1110-2-1902 dated Octtober 31 2003 was reviewed Minimum rrequired factors of safety for new and earth andd rock-fill dams were given but no guidancee was given for seismic loading conditions Thee manual referred to a USACE Engineering CCircular ldquoDynamic Analysis of Embankment DDamsrdquo which was still in preparation at the ttime of publication A search of the USACE mmanuals and guidance documents did not produce the reference The USACE Engineering Report ldquoRecommended Guiddelines for Safety Inspection of Damsrdquo ERR 1110-2-106 dated September 26 1979 ((also republished in July 1 2011 as 33 CFR Ch II Section 2226 National Program forr Inspection of Non-Federal Dams Appendixx D) recommended a factor of safety of 10 for an embankment dam under earthquake or seeismic loading GZA also reviewed the texttbook ldquoSoil Strength and Slope Stabilityrdquo by J Michael Duncan and Stephen G Wright puublished in 2005 In a section devoted to seismmic slope stability the authors recommendedd a factor of safety of 10 or 115 for pseudosttatic analyses such as those used in this repoort The reference also indicated that a certainn level of deformation due to seismic events was generally acceptable and that deformation on the order of 3 feet was tolerable for a damm

The USACE Design Memorandum No 5 on the New Bedford Huurricane Barrier titled ldquoEmbankments and Fooundations for the New Bedford Fairhaven andd Acushnet Hurricane Protection Project NNew Bedford Massachusettsrdquo dated Novembeer 3 1961 was also reviewed The USACCE conducted slope stability analyses of crittical portions of the hurricane barrier durinng the original design of the barrier The calcullated factors of safety of 119 and 136 (duuring construction) and 133 (after constructiion) were considered adequate Seismic coonditions were not considered in the original ddesign Based on the review of the availablee information and a range of recommended facttors of safety of 10 to 115 an acceptable factor of safety of 115 for seismic conditionss was used for these analyses

SLOPE STABILITYY

GZA used the compuuter model of the hurricane barrier previouslyy established for the global stability analyysis using the Slopew 2007 program The cross section of the hurricane barrier analyyzed is shown on Figure P-26 (Appendix B) AA dredge elevation in the vicinity of the hurrricane barrier of -20 feet MLLW was used in the analysis based on


the possible proposed future dredging depths It is GZArsquos understandding that although the design plans currentlyy call for a dredge depth of -14 feet a lower dre dge depth of -20 may be considered in the fuuture

The effects of seismicc forces such as from blasting or earthquakes aree commonly modeled in slope stability analyyses by applying an inertial force to the slope wwhich is referred to as a pseudostatic analysiss GZA conducted a pseudostatic analysis for tthis study and applied various seismic forcess to the slope to determine the effect of the sseismic forces on the stability of the hurriccane barrier The forces were applied in veertical and horizontal directions and failuree of both the ocean side and land side of the embankment was considered A horizonntal seismic force of 0079g was determined to bbe the maximum force that would result in ann acceptable factor of safety on the slope stability The results of the slope stability analysiss are shown in Figures 3 through 6

CONTROL OF BLAAST INDUCED VIBRATIONS

The maximum allowaable seismic force was related to proposed bl asting forces using a relationship incorporaating weight of the charge per delay and distancce from the structure GZA then determinedd the maximum charge weights that can be usedd during construction as a function of distannce from the hurricane barrier This approach is described in more detail in the following sections

Typically constructio n vibrations are measured in terms of peak parrticle velocity having units of inches-per-seecond (ips) measured some distance from the bblast site by portable seismographs At a mminimum seismographs measure and report partiicle velocities in three mutually perpendiculaar directions lateral transverse and vertical Thhe following equation can be used to convvert between peak particle velocity and accceleration given the assumption that the mootion is sinusoidal

GAPPV =

2πF

Where PPV = peak particle velocity insec G = gravitational constant = 38661 insec2

A= acceleration coefficient unitts of g F = Frequency Hz

This relationship betwween acceleration and peak particle velocity wwas used to generate blasting criteria usingg the acceleration from the pseudostatic anal ysis The following formula as publishedd in the 1971 US Bureau of Mines Bulletin 6 56 ldquoBlast Vibrations and Structuresrdquo relatees charge weight distance and particle velocity


D β

PPV = H W

Where D = distance feet W = weight of charge per delay l bs B = slope factor H = peak particle velocity interceept insec at a value

of D(W)05 = 1

The Bureau of Mines Bulletin reports that vibrations levels are indeependent of the delay interval and that the mmaximum charge weight per delay should be coonsidered in analyzing their effects For thhe development of blasting criteria conservvative values for the parameters H and wwere used Data published in the Bulletin colleected from blasting at various sites across thee country was analyzed by GZA Typical valuees of H were found to vary between 20 to 500 A conservative value of 100 was used for theese recommendations The value of was repported to vary approximately between -11 and --16 (Bureau of Mines 1971 and Wiss 1981) A conservative value of -16 was used for theese recommendations The values of and H are generally site specific and should be verifieed and adjusted during a blasting test programm which is described in more detail in later sectiions of this report

Based on these assumeed values GZA estimated the maximum allowaable charge weights as a function of distancee from the hurricane barrier The frequency content of a blast is highly variable Blastting frequencies are generally higher than eaarthquakes and other construction induced vvibrations A conservative range of frequency off the blast was chosen to be 60 Hz to 90 Hz bbased on typical values for blasting (Wiss 1981 ) In addition for an additional factor of saafety GZA recommends that the levels of chargge weight be reduced to 90 of the maximmum for the allowable charge weights showwn in Table 1 If the frequency content of thhe blast vibrations is measured to be considerabbly different at the site than those assumed thhen the maximum charge weights should be adjuusted accordingly

Table 1 Allowable CCharge Weight per Delay as a Function of Distaance from Hurricane Barrier

Distance 60 to 90 Hz from

Hurricane Barrier

(ft)

Charge Weight per

delay (lbs)

350 89

400 117

450 148

500 182


550 221

600 262

700 357

800 467

900 591

1000 729

1100 882

1200 1050

It is GZArsquos opinion thhat if the blast levels are kept below these recoommended levels the stability of the hurriicane barrier will not be adversely affected and that negligible settlement of the barrieer will result due to blasting activities

PROJECT BLAST TTESTING PROGRAM

GZA recommends thaat a test blast program be performed in the fieldd by the contractor to verify the input parammeters used in these analyses including the blastiing frequencies

The test blast prograam should consist of performing small test bblasts and measuring particle velocity with distance from the blast with various seismograaphs The test blasts should be located a significant distance away from the hurricanne barrier Portable seismographs capable of measuring peak particle velocity in three mmutually perpendicular directions and frequenncy are recommended for this work

A site specific graph oof scaled distance versus peak particle velocityy should be generated on a log-log plot as shhown in Figure 7 The scaled distance is the dis tance in feet from the blast divided by the sqquare root of W (weight of charge per delay lbbs) The data from the test program should bbe analyzed by fitting a best-fit regression linne to provide the site specific values of veloocity intercept (H) and slope factor () as defiined previously The frequency of the blasst vibrations will also be reviewed and comppared to the assumed values

These site-specific vaalues can then be used to determining the finnal allowable blasting criteria for productionn blasting at the site Vibration monitoring iis also recommended during the production blasting

CONCLUSIONS ANND RECOMMENDATIONS

The dredging phases oof the New Bedford Marine Commerce Terminaal Project will require the removal of approx imately 2 to 7 feet of bedrock to meet the propoosed dredge elevations at a distance of approoximately 450 feet away from the toe of hurrricane barrier Since


blasting to remove thee bedrock is being considered GZA conducted an analysis to assess the effect of the vibrattions on the hurricane barrier

GZA evaluated the leevels of seismic vibrations that the hurricane barrier can tolerate These limits were rellated to proposed blasting operations on the s ite by an established relationship from the U S Bureau of Mines GZA recommendss limiting the charge weights to 90 of thee limiting values as an initial blasting criterionn The recommended charge weights per deelay are given in Table 1 of this report These recommended values were based on conserrvative parameter values A test blast programm is recommended in order to verify the dessign parameters for site-specific values It is GGZArsquos opinion that if these recommendationns are followed vibration levels can be controlled to within safe limits for the hurricanee barrier and surrounding structures

CONTRACT DOCUMMENT REVIEW AND CONSTRUCTION SEERVICES

GZA would welcome the opportunity to be retained to revise the planss and specifications in accordance with these recommendations GZA can also provide serviices that could include vibration monitoring dduring the blast testing program and production blasting reduction of the vibration data preeparation of ground calibration parameters andd preparation of final production blasting critteria

We trust that this repoort addresses the current geotechnical issues of thhis project Please do not hesitate to contact tthe undersigned with any questions or comments

Very truly yours

GZA GEOENVIRONMMENTAL INC

Diane Baxter PhD Thomas E Billup s P E Senior Project Manageer ConsultantReviewwer

David R Carchedi PhD Senior Principal

DYBDRCjm


REFERENCES

Duncan J M and Wrright S G ldquoSoil Strength and Slope Stabilityrdquo John Wiley amp Sons Inc New Jersey 20055

Nicholls H R Johnsson C F and Duvall W I ldquoBlasting Vibratioons and Their Effects on Structuresrdquo Unitedd States Bureau of Mines Bulletin 656 1971 United States Army CCorps of Engineers ldquoSlope Stability Engineeringg Manualrdquo EM 1110shy2-1902 October 31 20003

United States Army CCorps of Engineers ldquoRecommended Guidelines for Safety Inspection of Damsrdquo ER 1110-2-106 September 26 1979 (Also republisheed as 33 CFR Ch II Section 2226 ldquoNationnal Program for Inspection of Non-Federal Dammsrdquo Appendix D July 1 2011)

United States Army CCorps of Engineers ldquoDesign Memorandum No 55 - Embankments and Foundations for the NNew Bedford Fairhaven and Acushnet Hurricanne Protection Project New Bedford Massacchusettsrdquo November 3 1961

Wiss J F ldquoConstruuction Vibrations State of the Artrdquo Journal of the Geotechnical Engineering Division Proceedings of the American Society of Civil EEngineers ASCE Vol 107 No GT2 Februarry 1981 pp 167-181

Attachments Figure 1 Locus Plan Figure 2 Bottom of Dredge Plan Figure 3 Slope Stability Run 1 Figure 4 Slope Stability Run 2 Figure 5 Slope Stability Run 3 Figure 6 Slope Stability Run 4 Figure 7 Test Blast Figure Appendix A Limitations Appendix B Original USACE Drawings Appendix C Subsurface Boring Logs

jgeo3373403dybreport33373403 report finaldocx

FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION

NEW BEDFORD SOUTH TERMINAL NEW BEDFORD MASSACHUSETTS

HURRICANE BARRIER SLOPE STABILITY

PREPARED BY

GZA GeoEnvironmental Inc Engineers and Scientists

wwwgzacom

PROJ MGR DYB REVIEWED BY DRC

DESIGNED BY JJM DRAWN BY MEA

PROJECT NO SEPT 2011

DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC

CHECKED BY JJM FIGURE SCALE AS NOTED REVISION NO

0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS

GEOTECHNICAL LIMITATIONS

Use of Report 1 GZA GeoEnvironmental Inc (GZA) prepared this report on behalf of and for the exclusive use of

our Client for the stated purpose(s) and location(s) identified in the Proposal for Services andor Report Use of this report in whole or in part at other locations or for other purposes may lead to inappropriate conclusions and we do not accept any responsibility for the consequences of such use(s) Further reliance by any party not expressly identified in the agreement for any use without our prior written permission shall be at that partyrsquos sole risk and without any liability to GZA

Standard of Care 2 GZArsquos findings and conclusions are based on the work conducted as part of the Scope of Services set

forth in Proposal for Services andor Report and reflect our professional judgment These findings and conclusions must be considered not as scientific or engineering certainties but rather as our professional opinions concerning the limited data gathered during the course of our work If conditions other than those described in this report are found at the subject location(s) or the design has been altered in any way GZA shall be so notified and afforded the opportunity to revise the reportas appropriate to reflect the unanticipated changed conditions

3 GZArsquos services were performed using the degree of skill and care ordinarily exercised by qualified professionals performing the same type of services at the same time under similar conditions at the same or a similar property No warranty expressed or implied is made

Subsurface Conditions 4 The generalized soil profile(s) provided in our Report are based on widely-spaced subsurface

explorations and are intended only to convey trends in subsurface conditions The boundaries between strata are approximate and idealized and were based on our assessment of subsurface conditions The composition of strata and the transitions between strata may be more variable and more complex than indicated For more specific information on soil conditions at a specific location refer to the exploration logs

5 In preparing this report GZA relied on certain information provided by the Client state and local officials and other parties referenced therein which were made available to GZA at the time of our evaluation GZA did not attempt to independently verify the accuracy or completeness of all information reviewed or received during the course of this evaluation

6 Water level readings have been made in test holes (as described in the Report) and monitoring wells at the specified times and under the stated conditions These data have been reviewed and interpretations have been made in this Report Fluctuations in the level of the groundwater however occur due to temporal or spatial variations in areal recharge rates soil heterogeneities the presence of subsurface utilities andor natural or artificially induced perturbations The water table encountered in the course of the work may differ from that indicated in the Report

April 2012 PAGE 1

7 GZArsquos services did not include an assessment of the presence of oil or hazardous materials at the property Consequently we did not consider the potential impacts (if any) that contaminants in soil or groundwater may have on construction activities or the use of structures on the property

8 Recommendations for foundation drainage waterproofing and moisture control address the conventional geotechnical engineering aspects of seepage control These recommendations may not preclude an environment that allows the infestation of mold or other biological pollutants

Compliance with Codes and Regulations 9 We used reasonable care in identifying and interpreting applicable codes and regulations These

codes and regulations are subject to various and possibly contradictory interpretations Compliance with codes and regulations by other parties is beyond our control

Cost Estimates 10 Unless otherwise stated our cost estimates are only for comparative and general planning purposes

These estimates may involve approximate quantity evaluations Note that these quantity estimates are not intended to be sufficiently accurate to develop construction bids or to predict the actual cost of work addressed in this Report Further since we have no control over either when the work will take place or the labor and material costs required to plan and execute the anticipated work our cost estimates were made by relying on our experience the experience of others and other sources of readily available information Actual costs may vary over time and could be significantly more or less than stated in the Report

Additional Services 11 GZA recommends that we be retained to provide services during any future site observations

design implementation activities construction andor property developmentredevelopment This will allow us the opportunity to i) observe conditions and compliance with our design concepts and opinions ii) allow for changes in the event that conditions are other than anticipated iii) provide modifications to our design and iv) assess the consequences of changes in technologies andor regulations

April 2012 PAGE 2

APPENDIX B

ORIGINAL USACE DRAWINGS

APPENDIX C

SUBSURFACE EXPLORATION LOGS

Date 9242010 Time 1215 PM

BORING LOG Project Project No 6690005 Phase IV Dredging X 8167811

Y 26877106 Location South Terminal Expansion -55 Elevation at mudline Datum MLLW

Boring No A-2010-B7 Casing Type Steel Boring Depth -280 MLLW 4 Casing Diameter Drill Rig CME 45

Sheet 1 of 1 Drill Co Method Drill and Wash NH Boring Driller Log By GAD Todd Pentacost

Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description

(Color Texture Structure)

Trace lt 10 Little 10 to 20 Some 20 to 35 And 35 to 50 Elev

atio

n (M

LLW

)

2 12 24

WOR688 0-1 Black organic SILT

1-2 Olive Grey fine to medium SAND some shell hash trace silt -75

4 12 24 9111216 Olive Grey fine to medium SAND some shell hash trace silt

-95

6 24 12

7575 4-45 Olive Grey fine to medium SAND some shell hash trace silt

45-6 Greenish grey fine SAND and SILT -115

8 24 17

1523100shy5

6-7 Olive Grey fine to medium SAND some shell hash trace silt 7-74 Olive grey fine SAND and SILT -135

10 24

24 18141217

8-85 Greenish grey fine to medium SAND and fine angular GRAVEL 85-95 Light grey fine to medium SAND some coarse SAND


12 24 24

15182458 10-115 Greenish grey fine SAND and SILT trace fine angular gravel

115-12 Olive grey medium to coarse SAND trace rock fragments at tip -175

125 Drove casing to refusal cleaned hole and began core run at -180 MLLW

-18

175 88 56 60 11101215

12 Rock Core 1 -185to -235 MLLW - Highly to moderately fractured grey and pink

Granitic Gneiss -23

225 61 60 40

88789 Rock Core 2 -235 to -285 MLLW - Highly to moderately fractured grey and pink Granitic Gneiss -28

Comments

Notes 1) Numbers in Depth below mudline (ft) column represent the depth below mudline of the bottom of the respective split-spoon core run or drill tool advancement 2) Numbers in Elevation (MLLW) column represent the elevation of the bottom of the respective split-spoon core run or drill tool advancement

Core run was completed at less revolutions per minute than recommended by core barrel manufacturer drill time is not a good indicator of rock competency


BORING LOG Project Project No 6690008 Phase IV Dredging

Y 2687892 X 816606

Location South Terminal Expansion -1065 Datum MLLW Elevation at mudline

Boring No A-2011-B23 Casing Type Steel Boring Depth -3865 MLLW 4Casing Diameter Drill Rig CME 45

Sheet 1 of 1 Drill Co Method Drill and Wash NH Boring Driller Log By GCD Norman Stuttard

Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot

Description (Color Texture Structure)

Trace lt 10 Little 10 to 20 Some 20 to 35 And 35 to 50 Ele

vatio

n (M

LLW

)

2 8 24 WOR WOR

WOR WOR Top 4 Black organic SILT Last

4 Dark gray fine to medium SAND and SILT trace shell hash -1265

7 24 12

13131721 Light gray fine to coarse SAND -1765

10 0 0

1002 No recovery -2055

1825

Obstruction encountered at -234 MLLW Advanced roller bit through a series of obstructions believed to be either a series of boulders or rock fragments to -2885

MLLW -2885

1825 0

0 1000 No recovery

-2885

1825 Cleaned hole and began core run at -2885 MLLW

-2885

23 65

48

455 8991011 Rock Core 1 -2885 to -3365 MLLW 00-48 Intensely to moderately fractured

pink grey GRANITE -3365

28 85

5

5 88799 Rock Core 2 -3365 to -3865 MLLW 00-50 Moderately fractured pink grey

granitic GNEISS -3865

Comments


Date 3282011 Time 929 AM


Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR

WOR WOR Black organic SILT trace fine to coarse sand trace shell hash -72

4

24

16 1061012 Grey fine to medium SAND little shell hash

-92

6 16 24

9121113 Tan to grey very fine SAND trace inorganic silt -112

8

24

7 10181718 Grey fine SAND little inorganic silt little medium to coarse sand trace gravel

-132

10 9

24 10202932 Grey fine SAND little silt trace coarse gravel

-152

12 12

24 20272943 Grey fine to coarse SAND little silt little fine to coarse gravel

-172

13

12

6


-182

143 Encountered obstruction at -195 MLLW Cleaned hole and began core run

-195

188 36

45

45 5455 Rock Core 1 -195 to -240 MLLW - Intensely to moderately fractured pink grey


Comments


Intervals 0-2 2-4 and 4-6 Sampled using a 3 diameter split spoon sampler all of the other intervals were sampled using a standard 2 diameter split-spoon

barcode 70005548

barcodetext SEMS Doc ID 70005548

530 Broadway Providence Rhode Island 02909 401-421-4140 Fax 401-751-8613 httpwwwgzacom

GZA Engineers and GeoEnvironmental IInc Scientists

October 5 2012 File No 3373403

Mr Chet Myers Apex Companies LLCC 184 High Street Suite 502 Boston Massachusetts 02110

Re Assessment of Blasting Impacts to the New Bedford-Fairhaven HHurricane Barrier New Bedford MMarine Commerce Terminal

New Bedford Massachusetts

Dear Mr Meyers

GZA GeoEnvironmenntal Inc (GZA) is pleased to provide you with thhis geotechnical letter report pertaining to pproposed blasting in the vicinity of the Neww Bedford-Fairhaven Hurricane Barrier TThis report was prepared in accordance withh our proposal dated September 4 2012 TThe primary objective of this letter report is to prresent our assessment of blasting induced grround vibrations and its effects on the global st ability of the existing New Bedford-Fairhavven Hurricane Barrier for the proposed New Bedford Marine Commerce Terminal project This report is subject to the Limmitations presented in Appendix A

BACKGROUND

The New Bedford-Faiirhaven hurricane barrier spans across New Beddford Harbor between New Bedford and Faiirhaven Massachusetts and is located immediaately south of Palmer Island The barrier wwas constructed in the 1960rsquos as part of a flood control infrastructure program It is generrally comprised of an earth fill embankment cconsisting of layered armor stone filter stonne and earth fill layers There is an access roaddway that extends the length of the barrier poositioned on the harbor side of the embankment Two gated conduits were incorporated intoo the barrier which under normal operating connditions allows water to easily flow from onne side of the barrier to the other during tidal ffluctuations A gated navigation channel is aalso located on the eastern side of the barrier

This hurricane barrierr is located immediately south of the proposed NNew Bedford Marine Commerce Terminal project (see Figure 1 Locus Plan) The project involves the development of a watterfront parcel into an all purpose marine termminal having specific applications to the offfshore wind industry The development will incclude the construction of a cellular cofferdamm bulkhead and near-shore dredging along the c offerdam bulkhead to


An Equal Opportunity Employer MFVH

Apex Companies LLCC October 5 2012 File No 3373400












f

f



FACTOR OF SAFETTY



SLOPE STABILITYY








GAPPV =

2πF





D β

PPV = H W


of D(W)05 = 1





Hurricane Barrier

(ft)

Charge Weight per

delay (lbs)

350 89

400 117

450 148

500 182


550 221

600 262

700 357

800 467

900 591

1000 729

1100 882

1200 1050















Very truly yours




DYBDRCjm


REFERENCES








FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548














f

f



FACTOR OF SAFETTY



SLOPE STABILITYY








GAPPV =

2πF





D β

PPV = H W


of D(W)05 = 1





Hurricane Barrier

(ft)

Charge Weight per

delay (lbs)

350 89

400 117

450 148

500 182


550 221

600 262

700 357

800 467

900 591

1000 729

1100 882

1200 1050















Very truly yours




DYBDRCjm


REFERENCES








FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548








GAPPV =

2πF





D β

PPV = H W


of D(W)05 = 1





Hurricane Barrier

(ft)

Charge Weight per

delay (lbs)

350 89

400 117

450 148

500 182


550 221

600 262

700 357

800 467

900 591

1000 729

1100 882

1200 1050















Very truly yours




DYBDRCjm


REFERENCES








FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548



D β

PPV = H W


of D(W)05 = 1





Hurricane Barrier

(ft)

Charge Weight per

delay (lbs)

350 89

400 117

450 148

500 182


550 221

600 262

700 357

800 467

900 591

1000 729

1100 882

1200 1050















Very truly yours




DYBDRCjm


REFERENCES








FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548



550 221

600 262

700 357

800 467

900 591

1000 729

1100 882

1200 1050















Very truly yours




DYBDRCjm


REFERENCES








FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548








Very truly yours




DYBDRCjm


REFERENCES








FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548



REFERENCES








FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548


FIGURES

SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548


SOURCE

MASSACHUSETTS

QUADRANGLE LOCATION



PREPARED BY


wwwgzacom




DATE 3373400

N

W E

S

PREPARED FOR

APEX COMPANIES LLC


0 SHEET NO 1 OF

1

APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548


APPENDIX A

LIMITATIONS











April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548












April 2012 PAGE 1









April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548










April 2012 PAGE 2

APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548


APPENDIX B


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548


APPENDIX C







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548







Dep

th b

elow

m

udlin

e (ft

)

RQ

D

Pene

tratio

n

Rec

over

y

Blow

s pe

r 6

Dril

l Min

pe

r Foo

t Description



atio

n (M

LLW

)

2 12 24




-95

6 24 12



8 24 17

1523100shy5


10 24

24 18141217



12 24 24




-18

175 88 56 60 11101215


Granitic Gneiss -23

225 61 60 40


Comments





Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548




Y 2687892 X 816606




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 8 24 WOR WOR



7 24 12


10 0 0


1825


MLLW -2885

1825 0

0 1000 No recovery

-2885


-2885

23 65

48



28 85

5



Comments




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548




Y 2687636 X 816775




Dep

th b

elow

mud

line

(ft)

RQ

D

Pen

etra

tion

Rec

over

y

Blo

ws

per 6

D

rill M

in

per F

oot



vatio

n (M

LLW

)

2 14 24 WOR WOR


4

24


-92

6 16 24


8

24


-132

10 9


-152

12 12


-172

13

12

6


-182


-195

188 36

45



Comments



barcode 70005548


barcode 70005548


assessment of blasting impacts to the new bedford ... · of blasting induced ground vibrations and...

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