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Miscellaneous Paper GL-93-7
AD-A28 999July 1993
US Army Corpsof EngineersWaterways ExperimentStation
Ground Motion and Air OverpressureStudy at the Naval Surface WarfareCenter, Crane, Indiana
by Michael K. Sharp, Janet SimmsGeotechnical Laboratory
Cary Cox, Jim PickensInstrumentation Services Division DTICrELECTE f
•SEPo09.U.
Approved For Public Release; Distribution Is Unlimited
93-20844
Prepared for Crane Army Ammunition Activity Q (j • C 2.3
The contents of this report are not to be used for advertising,publication, or promotional purposes. Citation of trade namesdoes not constitute an official endorsement or approval of the useof such commercial products.
0 f
Miscellaneous Paper GL-93-7July 1993
Ground Motion and Air OverpressureStudy at the Naval Surface WarfareCenter, Crane, Indianaby Michael K. Sharp, Janet Simms
Geotechnical Laboratory
Cary Cox, Jim Pickens
Instrumentation Services Division
U.S. Army Corps of EngineersWaterways Experiment Station3909 Halls Ferry RoadVicksburg, MS 39180-6199
Final report
Appove for pblic rmis.; daitiuo is unlimi
Prepared for Crane Army Ammunition ActivityNaval Surface Warfare CenterCrane, IN 47522-5099
US Army Corpsof EngineersN
Waterways Experiment Stto aa.l. iF'iaonat
Cratine ryAmnto cty195 .: U; 28cm. (Micelaeouspape; GL93-7
includes~~UNAI blorphclrfeecs
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dispsal- Evlrnunnta aspcts 3.Se~micwavs -DWFampig PTst
nerWaterwaysExperiment Station) ; 01-03-7.*moe
Groun motin andair oerpmmre so at te Navl Surace Wra_
Cetr rnIdaa/b ihe KSap..lta.;peae oCrane.- -.n Ammniton --Y
Contents
Preface .......................................... v
Conversion Factors, Non-SI to SI unitsof measurement ................................... vi
1-Introduction ...................................... 1
Background ...................................... 1Purpose ........................................ 1
2-Site Descriptions and Source Characteristics .................. 3
Regional Geology .................................. 3Demolition Area ................................... 4Blast Source Characteristics ............................ 12
3-Test Methodology .................................. 15
General ........................................ 15Instrumentation ................................... 18Test Layout and Procedure ............................ 20
4-Results and Analysis ................................. 24
Data Processing and Presentation ........................ 24Development of Attenuation Relationships ................... 24Analysis of Data Variance ............................. 25Monitoring Results ................................. 26
Vertical Motions ................................. 26Radial Motions .................................. 26Air Overpressures ................................ 26Maximum Motions ................................ 31Extrapolation of Motions Off-Site ...................... 31
Blast Safety Criteria and Analysis ........................ 36
5-Conclusion ....................................... 43
WLiii
II _l___llll If l _l___ i_ ilI
References ........................................
Appendix A: Table of Distances, Peak Particle Velocities, andAir Overpressures for Each Days Blasting ................... Al
Appendix B: Selected Particle Velocity versus Time Recordsand Air Overpressure versus Time Records for StationsMonitored at the NSWC ................................ BI
Appendix C: Plots of Peak Particle Velocities and AirOverpressures Versus Scaled Range ........................ Cl
Appendix D: Selected Power Spectral Density Plots ............. D1
iv
Preface
A seismic attenuation and air overpressure study was conducted by theEarthquake Engineering and Geosciences Division (EEGD), GeotechnicalLaboratory (GL), U. S. Army Engineer Waterways Experiment Station(WES), during the period 24 August through 5 September 1992. The studywas sponsored by the Crane Army Ammunition Activity (CAAA), of theNaval Surface Warfare Center (NSWC) in Crane, Indiana, under MIPR No.RMB 92-749. The CAAA Technical Monitor was Mr. Larry Leonard. Theproject was coordinated with personnel from the Structures Laboratory, WES,before field testing began.
Field tests were conducted by Mr. Michael Sharp and Ms. Janet Simms ofGL, with the assistance. of Messrs. Jim Pickens and David Goodin of the Instru-mentation Services Division, WES. Mr. Pickens and Mr. Goodin were re-sponsible for the field electronic instrumentation and data recovery. Dataprocessing was by Dr. Cary Cox, ISD. Analysis of the data and preparationof the report was accomplished by Mr. Sharp and Mr. Simms. Dr. Niki Deli-man of GL was instrumental in providing technical guidance for the statisticalanalysis, and Mr. Bill Murphy of GL provided technical guidance for thegeologic interpretation. The work was performed under the direct supervisionof Mr. J. R. Curio, Chief, Engineering Geophysics Branch, EEGD, GL, adunder the general supervision of Dr. A. G. Franklin, Chief, EEGD, GL, andDr. W. F. Marcuson II, Director, GL. The report was reviewed byDr. Paul F. Hadala and Messrs. Joseph K. Curro II and Donald E. Yule.
At the time of publication of this report, Director of WES was Dr. RobertW. Whalin. Commander was COL Bruce K. Howard, EN.
Acoession For
NTIS GRa3iDTIC TAB 0Unannounced 0Justifioatio ,
DyD _ trlbutloe/Availability Godeg
Diet SPOOL103V
__
A______________... . ___n___ Il ________n________I
Conversion Factors,Non-SI to SI Units of Measure-ment
Non-SI units of measurement used in this report can be converted to SI unitsas follows.
Multiply By To Obtain
Fahrenheit degrees 5/9 Celsius degrees or Kelvins'
feet 0.3048 meters
inches 2.54 contimtmors
melee (US statute)
1.609347
kilometers
pounds (force) 4.448222 newtons
pounds (force)
per square
6.894757
kliopascal
'T"o obtain Celsius (C) tonporeture readings from Fahrenheit (F) readings, use the followingformula: C , (5/9)(F-32). To obtain Kehlin (K) readings, use: K , (5/9)(F-32) + 273.15.
vi
___________
1 Introduction
Background
The U. S. Army Engineer Waterways Experiment Station (WES) wasrequested by the U. S. Army Engineer District, Louisville and the Crane Ar-my Ammunition Activity (CAAA) of the Naval Surface Warfare Center (NS-WC), Crane, Indiana (Figure 1) to conduct a blast effects study. The CAAAhas as a mission the responsibility for disposing of ammunition, explosivesand other dangerous articles by detonation. This activity is conducted at a siteon the NSWC faciity termed the demolition grounds. Personnel at the demo-lition grounds detonate this material on a daily basis as site conditions (weath-er, safety, etc.) dictate. The total amount of material disposed of on a typicalday is approximately 15,000 pounds, detonated in several pits each containingless than 500 lbs. There have been at least two claims by private individualsthat their property was damaged by explosions originating at the NSWC. TheCAAA, having responsibility for these explosions, was interested indetermining the potential for ground motions or air blasts to produce damageto structures located off-base. A limited, small scale study (four recordingstations located at the North, South, East, and West boundaries) wasperformed in November of 1971 by Vibration Measurement Engineers, Inc.The CAAA was interested in having a more detailed analysis perfbrmed,therefore WES was asked to assist in determining the potential for sonic orseismic energy to produce damage to structures outside the boundary of theNSWC.
Purpose
The purpose of the study was twofold; determine the attenuation of explo-sion induced ground motions and air overpressures as a function of distancefrom subsurface detonated charges, and to develop parameters to predictground particle velocities and air overpressures at distances beyond the baseboundary. The development of these predicting parameters would then allowthe CAAA to determine the particle velocities and air overpressures that couldbe expected at any distance from a particular explosion. These data wouldalso allow the determination of damage potential to structures located on oroff base from either seismic or sonic motions.
! ! I I Ii ii i ,1
I 2T
2 Site Descriptions andSou; *e Characteristics
Regional Geology
The Indiana Department of Natural Resources (DNR) prepared a reportdescribing the Pennsylvanian and Mississippian sedimentology of the NSWC,Crane (DNR, 1992). The discussion of the geology at Crane is excerptedfrom this report. The NSWC is located in Martin, Greene, Daviess, andLawrence Counties, in the southwestern part of the state. Martin county has atotal area of 217,888 acres, or about 340 square miles. The county lies in thehilly part of Indiana almost entirely within the Crawford Upland, the mostrugged and highly dissected part of Indiana. The streams flow southwesterlyin narrow, deeply entrenched, meandering channels. The East Fork of theWhite River, flowing about 250 feet below the general level of the hilltopsand containing Wisconsin-age outwash, drains practically all of the county.Land elevation in the county ranges from about 425 to 860 feet above sealevel.
The NSWC is located in the southeastern portion of the Illinois Basin,which is a large cratonic basin that began forming during Cambrian time(Klein and Hsui, 1988). It is filled by a sequence of Paleozoic sediments ofwhich the youngest preserved are of Pennsylvanian age (320 to 286 Ma). ThePennsylvanian section is most complete in the southern portion of the basinwhere it reaches a maximum thickness of approximately 3,000 feet in westernKentucky (Wanless, 1975). From there the Pennsylvanian section thins t3 thenortheast into Indiana. Crane is located at the very eastern edge of Pennsylva-nian sediments.
The stratigraphic section exposed at Crane consists of both Mississippianand Pennsylvanian sediments. The Mississippian units exposed are Chesterianin age and consist of interbedded shales, limestones and sandstones of the BlueRiver, West Baden, Stephensport, and Buffalo Wallow Groups. The top ofthe Mississippian is a major unconformity surface throughout the Illinois Basin(Schloss, 1963). At Crane, Mississippian rocks form a low-angle angularunconformity wherein successively younger Chesterian rocks outcrop alongdrainages or subcrop beneath Pennsylvanian cover moving from east to westacross the Activity. Local relief across the unconformity at Crane is highly
3
variable but rarely exceeds 100 ft. The Pennsylvanian section at Crane con-sists almost exclusively of interbedded sandstones, siltstones, shales, coals,and underclays of the Mansfield Formation, although a small interval of theBrazil Formation may be present in the northwestern portion of the center.On the Activity, Pennsylvanian sediments range from zero up to 300 ft inthickness. Thickness variations are controlled by regional dip, local relief onthe Mississippian surface, and erosion. Sandstones, siltstones, and coals ofthe Mansfield Formation tend to be thin and stratigraphically discontinuous.Although some sandstones within the formation can be correlated laterally forup to several miles, most units can be correlated only a few thousand feet andmany units can be correlated only a few hundred feet before pinching-out intoother facies. The majority of the shaley intervals are also discontinuous.
A series of approximately 60 coreholes containing anywhere from 13 to246 ft of Pennsylvanian section were obtained by WES during several coringprograms conducted over the last eight years. The three sites where coreswere taken consist of the Rockeye, Ammunition Burning Ground (ABG), andDemolition Area sites. Three regional cross sections were constructed tostratigraphically tie the Rockeye, Demolition Area, and ABG sites together.The cross sections show lateral and vertical lithostratigraphic facies relation-ships. In addition to the WES core taken, seven additional wells (IndianaGeological Survey wells) were cored connecting these three sites during thefall of 1991. Figure 2 shows the location of the three cross sections and thewells used in constructing them. Figure 3 is a legend showing the symbolsused in the construction of the vertical columnar profiles from which the crosssections were generated. Cross section A-A' (Figure 4) is a northeast tosouthwest trending cross section that links the Rockeye area to the Demolitionarea. Cross section B-B' (Figure 5) is a north to south trending cross sectionthat links Rockeye to the ABG, and the C-C' cross section (Figure 6) is aneast to west trending section linking the ABG to the Demolition area.
The three sections, which cover most of the northern and eastern portionsof the NSWC, reveal a great deal of information about the regional geology ofthe base. The overburden tends to be relatively shallow, ranging from ap-proximately 10 to 20 ft. The remainder of the sections reveal intermittentlayers of sandstones, siltstones, shales, and coal. Therefore, over the distanc-es where ground motions were recorded (up to 22,000 ft) the waves will betravelling through the deeper rock layers.
Demolition Area
The location of the Demolition Area at the NSWC is shown in Figure 7.Four Demolition Area cores with Pennsylvanian section were available forexamination but only two cores contained a significant Pennsylvanian section.However, these cores along with several shallow cores were used to develop across section for the Demolition Area. Figure 8 shows a section across theDemolition Area looking north to south (the section runs west to east). Thesection shows that the thickness of overburden overlying the Pennsylvanian
4
-.. --- -
Boundaryf--i _. *O6 T6N
L TSN
WES- )OC-40
A B Rockeye
o IGS-7
IGS-1 ,IGS-2
-N- IGS-5
A IGS-4
"" o Es-3C-3'-.,
A' BWES-6C - I..4 G S -3 WES-3C-33 ,
DBG ,Demo WES-6C- 1r•
5 N
A4WIR3W T4N
Scale
0 1 2Ms
Figure 2. Location of cross sections and cores used to construct crosssections (DNR, 1992)
5
LEGEND
Dark Gray Flaser BeddedShale SandstoneFacies Facies
S • Rhythmic Bedded
Lenticular BeddedShale Siltstone
1 Facies Facies
Rooted Claystone. , Disrupted Bedded
Siltstone Sandstone& Sandstone & ShaleFacies Facies
SWavy Bedded Coal FaciesSandstone
Facies
Ripple Bedded
SandstoneFacies
Mudstone, Siltstone
Massive & Sandstone
& Cross-beddedSandstone
Facies
Figure 3. Legend showing the symbols used in the construction of the verticalcolumnar profiles on the cross sections (DNR, 1992)
6
IGS-4
•!I •-J--•"" . .. .1 ýýA---•
' ' Vh-SSFigure 4. Cross section A-A', connecting -
(DNR, 1992)
0
A
IG$-7 WES- OC-40
IG IGS-1
~3s 620'
- 610'
am'
760'
760.
760'
750'
UPPER MANSFIELD ? T30'
- 720' -
S710'
TOO'
690'
67a'
650'
MIDDLE MANSFIELD - 6'r
> 630'
2600 Fool
R:,lion A-A', connecting the Rockeye and Demolition Area)
IGS-5
WES-3C-3 IWES-3C-33
As
45 1
AJ?~~A
S'1
014isi
ace
8 Figure 5. Cross sect
BIGS-7
WES-I1OC-40
820'
8 10'
8100'
780'
770'
760'
7w0'
'UPPER MANSFIELD? 740'
730*
700'
680'
670'
MIDDLE MANSFIELD 60
650'
'630'
.ction B-B', connecting the Rockeys and ABG sites (DNR, 1992) N
MORE
IGS -3
WESS-6C-8
Figure 6. Cross section C-c., connecting(DN'R. 1992)
IGS-3
SWE$-33C-21
UPPER MANSFIELD? To
720.
6600S~~MIDDLE MANSFIELD oJnConfor, Or - eo,
Unconformity on Mississippian Surface
2000 Fit
ABCsection C-co,1992) connecting the ABC and the Demolition Area
19922
9
.~~~~~ .- . . ........
&M~
-
p-
100
. 2
B700 r DEMOUITION AREA
Z 620
z 580MANSFIELD FM
Z SEDIMENT POND0
LL)
500 9EECH CREEK WATER LEVEL.. ....................... . ............. ... ...... . .
S... ... . ... .. ..... ... ~:.:..BIG Ur
H !------------------- --------------------------- EWR Si!
420
Figure 8. Cross section of the DeinolEl
LEGEND
B fSOIL OVERBURDEN
n--a..-- SANDSTONE
700 1ZIi.SANDSTONE0- 12 CONGLOMERATE
660 LI]SHALE"m "' :COAL
-. 2I:* .1:: 620 Z
LIMESTONE &SHALE
-- IUMESTONE
"INDIAN SPRINGS SH580 ZWATER LEVEL FOR CORRESPONDING
.- WELL SCREEN (MAY-JUNE 1991)
z0 (D) WELL SCREEN NUMBER AND LOCATION
HXWRDIN61JRG SN? 5Q-- --- -- Itoli MISS-PENN CONTACT
r-T, T06C02 WL E
)NDA H 'd OS1 EL LSERNME.... FT•OLCONDA HANEY FI-
- ------------- ...5... WATER TABLE/PIEZOMETRIC SURFACE"....................... ..,:
0WRU F M NAV NAVALFEM. 011009 mms
- IFTY SANDSTONE:....... ....... 'NAVAL SURFACE WARFARE CENTER
-iYTrl1460 rWAM WDN t..I us. MW 0 WATJMY AWENM SAIOtM
LIMESTON LL Messapw min, ep-- • -----_---_-_-_------
------ -•- DEMOUTION AREA/OLD RIFLE RANGE
420 GEOLOGIC CROSS-SECTION B-B
__ __ _ __ __ _ __ __ _ __ _ __ __ _ __ __ _ __ __ _ _F___ PLATE 6
i Areai A molition Area (DNR, 1992)
1&
I -"-"
rock ranges from zero to only a few feet. The actual explosive areaencompasses approximately 17 acres, with a 500 ft radius cleared of grass andbrush. The site is located on a ridge with the area where detonation occurslying on the north and south slopes. Demolition can also be performed on theeast slope of the ridge. The demolition occurs in pits that are aligned in rowson each slope of the ridge (Figure 9). The north slope has three rows of tenpits each and the south slope has one row of ten pits and two rows of fivepits.
Blast Source Characteristics
The demolition range disposes of many different types of material that aresubject to change during the blasting season (the range disposes of material 8-9 months of the year, closing down during the winter). In addition to thematerial being disposed of, each pit has some type of initiator to insure a com-plete explosion. Complete information concerning the type of explosive mate-rial in each pit is recorded for each sequence of shots. For the period of thisinvestigation, the primary material being disposed of consisted of fuzes, 106mm shells, H-6 bombs, 20 mm shells, 8 inch and 5 inch projectiles, and 5inch propellant charges. The primary initiators were TNT, C3, C4, and H-6.The total charge reported per pit is given as the net explosive weight (NEW),which includes the explosive material being disposed of and the initiator.Table 1 gives a listing of the type and amount of charge detonated each day.
Table 1Type and Amount of Material Detonated Each Day
Recording Date Materiel Detonated Net Explosive
and Rad Weight. beit
28 August. N40"E 34 pits fuzes & TNT 370
apits 106 mm & C3 440
_ _ 3 pits H-6 bombs & C4 445
29 August. N40"E 29 pits fuzes & TNT 370
14 pits lo6 mm& C3 440
1 pit 5 inch projectiles & TNT 300
1 pit 20 mm& TNT 460
31 August, N40"E 30 pits fuzes & TNT 370
1 Sept. S40*W 31 pit* fuzes & TNT 370
1 pit fuzes & H-6 422
13 pit 106 mm & C3 440
Li 12
| |
• b)
g
m 0
0
1.C
0
w-00
JJ o
a41
0.,00
0-4
-4,AJ
r4
0
-4
13
S......... |mlnna~ []mlnl lnll []mlul m n m m
Table 1
an."A A--..-* -S aA==Recording Date Material Detonated Net Exploaive
.~.I r-A- __________________
3 Sept, S401W 33 pita fuzes & TNT 370
I pit fuzes & H-6 422
1 pit 8 Inch propellants & C3 441
2 pits 5 inch propellants & 480TNT
1 pit 8 inch projectiles & C3 445
7 pits 106 mm& C3 440
The blasting operations consist of digging pits, unpacking the demolitionmaterial, repacking into appropriate containers, adding initiating explosives,setting up the firing system, detonating the material, inspecting the demorange, and repeating the sequence for the next set of shots. The pits are typi-cally dug to a depth of 8-10 ft and backf'fled 5-6 ft above the ground surfacebefore detonation. Each pit is allowed a maximum quantity of explosives of500 lbs, and the total explosive weight permitted on the demolition grounds is35,000 lbs.
14
3 Test Methodology
General
Explosion generated waves can be divided into three main categories;compressive (P), shear (S), and surface as shown in Figure 10. These threemain wave types can be divided into two varieties; body waves which propa-gate through the body of the rock and soil, and surface waves which aretransmitted along a surface (usually the ground surface). Body waves are thesound-like P waves and the distortional S waves, while the most importantsurface waves are the Rayleigh (R) waves. Explosions produce predominantlybody waves at small distances which propagate outward in a spherical manneruntil they intersect a boundary such as another rock layer, soil, or the groundsurface. At this intersection, shear and surface waves are produced. Atlarger transmission distances, the R waves become important. All three wavetypes arrive together at small distances but begin to separate at larger distanc-es as shown in Figure 10. The three wave types produce radically differentpatterns of motion in soil and rock particles as they pass. The P wave pro-duces particle motions in the same direction as it is propagating, the S waveproduces motions perpendicular to its direction of propagation, and the Rwave produces motions both in the vertical direction and parallel to its direc-tion of propagation. To define the motion, three mutually perpendicularcomponents are measured (vertical, radial, and transverse). No one of theseperpendicular components always dominates in blasting, and the peak compo-nent varies with each blasting sequence.
A typical velocity time history is shown in Figure 11. The mostimportant parameters that describe the time history are peak amplitude,principal period (1/principal frequency), and duration of the vibration. Allthese parameters are dependent on the blast and the transmission medium.
Scaling of distance is necessary to predict peak particle velocities whenboth the charge weight (W), and the distance or range (R), vary. The twomost popular approaches are square root, R/W"', scaling and cube root,R/W", scaling. Square root scaling, plotting peak particle velocity or airoverpressure as a function of the distance divided by the square root of thecharge weight, is more traditional than cube root scaling. Typically, forclose-in measurements (closer than 6 meters) cube root scaling is moreconservative, and for far-out measurements (beyond 31 meters) square root
15
P R
550 ft
E Max.
0
aPU
.- 8001 ft"r3 S RLu
(f Top = longitudinal
Middle = verticalBottom = transverse
R
1000 ft
0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 Time (s)
FLgure 10. Generalized tiLe histories showing compressive (P), shear (S), andsurface (Rayleigh (R)) waves as a functLon of time (DowdLng, 1985)
16
II
8 8
o aGo
((0 C0 CL
C 1.
0010 0 CC%
E ~ A 0.
0 0 0.o.0 0
010
0 0 0IWO
0000000000000000tin N( ~ -N C~i E
I I I II I I I I I I
17
7,scaling is more conservative. Also, scaling relationships are the most accuratewhen they are derived from similar W and R values and not similar ratios of
R/W•V.
Air blasts are the air pressure waves generated by explosions. Just aswith ground vibrations, these pressure waves can be described with timehistories where the amplitude is air pressure instead of particle velocity. Thehigher-frequency portion of the pressure wave is audible and is the sound thataccompanies a blast; the lower-frequency portion is not audible but excitesstructures and in turn causes a secondary and audible rattle within a structure.Air blasts are of interest for three reasons. First, by themselves or in combi-nation with ground motions, they can produce structural motions that createcracks. Second they may crack windows, although the air blast would have tobe unusually high (0.1 psi or 150 Db). The third reason being that mosthumans have adverse reactions to loud noises, and perceive that damage isresulting. Sound is reported in two different units of measurement, pressure(psi) or decibels (dB). When pressure units are reported they are often calledoverpressures to indicate that the measured pressure is that above atmosphere.
Instrumentation
Each measurement station consisted of four data channels; three seismicmonitoring channels and one air overpressure monitoring channel. The mea-surement stations were a triaxial array of calibrated IA-3D geophones (veloci-ty transducers manufactured by Mark Products Inc., Houston, Tx) oriented todetect the vertical, radial, and transverse components of the ground motion(Figure 12) and a microbarograph (air pressure transducer) to detect airoverpressure. The microbarographs are composed of pressure cell transducers(manufactured by Valydine) and WES built amplifiers. The geophones had anatural frequency of 1.0 Hz and sensitivities of 3.07-4.55 volts/in/sec (v/ips)depending on the particular geophone. The microbarographs had a frequencyresponse from 0 to 1000 Hz and a sensitivity of 10.0 - 45.0 volts/lb/in2 (v/p-si). Instrument sensitivities and frequency responses are given in Table 2 foreach station. All geophones and microbarographs were calibrated beforebeing utilized in the field. The geophones were calibrated on a shaker table todetermine the frequency response. The microbarographs were tested using astandard water column calibration scheme. The data acquisition instrumenta-tion consisted of multi-channel FM tape recorders (TEAC R41 and R71),oscillograph, and WES developed amplifiers, all of which were batteryoperated. All data were recorded on tape and an immediate data playback wasobtained from the oscillograph to insure data quality and enable determinationof recorded signal levels.
18
GEOPHONE ORIENTATION
SOURCE
VERTICAL COMPONENT
L4-3D GEOPHONE RADIAL COMPONENT
TRANSVERSE COMPONENT
MUTUALLY PERPENDICULAR
GEOPHONE AXIS
Figure 12. Diagram of geophone shoving vertical, radial, and transverserecording directions
19
Table 2
Transducer and Microbarograph Characteristics
Sensor Sensitlwity FrequencyResponse. HR
Geophone #507 Vertical 3.510 vilps 1.0 natural
Radial 3.822 vAps 1.0 natural
Transverse 3.851 yAps 1.0 natural
Geophons #508 Vertical 3.455 vAps 1.0 natural
Radial 3.826 vAps 1.0 natural
Transverse 3.937 vAps 1.0 natural
Geophone #511 Vertical 4.552 VAp. 1.0 natural
Radial 4.243 yap. 1.0 natural
Transverse 4.128 VApl 1.0 natural
Geophons #517 Vertical 3.046 vAps 1.0 natural
Radial 4.070 yAps 1.0 natural
Transverse 4.220 vyps 1.0 natural
Geophone #518 Vertical 2.799 vAps 1.0 natural
Radial 2.708 vaps 1.0 natural
Transverse 2.718 vAps 1.0 natural
Microbarograph #48321 39.612 v/p 0- 1000
Microbarograph 048322 40.328 v/psi 0- 1000
Microbarograph 072383 9.861 vfpal 0- 1000
Microbarogrsph #72384 46.115 vpasi 0- 1000Microbarograph#72388 39.721 v/psi 0- 1000
Test Layout and Procedure
The actual test program consisted of recording data on consecutive daysunder varying blasting and weather conditions, and along two separate radials(Figure 13). The recording days were from 26 August through 3 September1992. The data recorded on 26 August served to calibrate the insmentainfor the conditions at the site and is therefore not presented in the results. Nodata was recorded on 27 August or 2 September due to poor weatherConditions (rain), postponing may blasting activity. Also, no data arepresented for 30 August due to damaged equipment and equipment failure.The two radials selected were based on conversations with CAAA personnel,
20
RADIAL N400E
- -- --. - -~
=21
af
and have bearings N400E and S4WW. Each day's recording consisted ofeither four or five stations placed at varying distances from the blast source.Table 3 contains information about the number of recording stations, locationsfor each days testing, and the pertinent weather information. The locationslisted in Table 3 are nominal distances from the blasting area to the recordingstations, the exact distances from each blasting pit to each recording stationare presented in Appendix A.
Table 3Nominal Locations of Recording Stations andWeather Information for Each Day
Recording Data Nominal Station I Weather Informa-and Radial
Locatdone. ft ion a
28 August. N40*E 500 Temp 691Humidity 63%
5800 Wind N 9 mphBarometer 29.98
10,000 Partly CloudyCalling 2500 ft
29 August, N40"E 500 Temp 73oHumidity 57%
1000 Wind S 9 mphBarometer 30.11
5800 ClearCagling Unlimited
31 August, N40"E S00 Temp 71"Humidity 57%
750 Wind W 5 mph
Barometer 30.20100o Partly Cloudy
1450 Ceiling 3000 ft
5800
1 Sept. S40"W S00 Temp 73*Humidity 62%
2900 Wind SE 7 mph
5800 Barometer 30.20Callin 500 f
10,800Cen 00f
22.000
3 Sept, S40OW 250 Temp 77*Huilt 74%
SOO Wind W e rwh
750 Beronwrer 30.08
75 Partly Cloudy
F2900 Coiling 1600 ft
22
_________ _________ ___________
To record the data, each day the instrumentation was first checked to veri-fy that it was functioning properly, then each station was set up at the selectedlocation to record the vertical, radial, and transverse ground motions in addi-tion to the air overpressure. The geophones were buried flush with theground surface to reduce the amount of extraneous noise. The microbarogr-aphs were placed on a flat stable surface approximately I ft above the groundsurface. The instrumentation was zeroed, calibrated, and readied for the bla-sting sequence. One person was left at each station to initiate the recording,and monitor any unusual occurrences that might occur. The recorders lyingoutside a 3000 ft radius (safe distance secured before each shot) were typicallystarted 2-3 minutes before the blasting began, and would record approximately20 minutes worth of data. The recorders lying inside a 3000 ft radius weretypically started 12-15 minutes before blasting began. After the shots werecompleted, all instrumentation was picked up and returned to a central pointfor data verification, and to ready for the next days activity. A log was madeof each days shots which records the type and amount of material in each pit,start and completion time of blasting, and pertinent weather information. Theweather information includes temperature, ceiling, wind speed and direction,humidity, and barometric pressure.
23
4 Results and Analysis
Data Processing and Presentation
The calibrated field data were recorded analog and unfiltered. A gain wasemployed on the far stations (5000 ft and greater) to enhance the signal detec-tion. The data were then digitized (512 samples/second), stored in files on acomputer, and processed using a program that allows data inspection andcalculation. The calculations determine maximum peak particle velocities(PPV) and peak air overpressures (PAO) for each seismic and acoustic dataset. The data were then displayed in the form of amplitude versus time plots(time histories). Due to the large amounts of data obtained (3,084 time histo-ries), it is not possible to show a time history plot for every piece of datacollected. Rather, a representative sample of the data has been selected andthe time histories are presented. Appendix B contains the representative timehistories for data collected at the NSWC.
Development of Attenuation Relationships
The maximum unfiltered peak particle velocity detected by each geophoneat each station from each test is shown in Appendix A. These velocities wereplotted versus scaled range, both square and cubic. This type of plot is theconventional way of representing the attenuation of ground motions fromsurface or sub-surface charges. These sets of data were then statisticallyanalyzed using simple regression to determine the best fit ground motionattenuation curves. These curves represent the average expected value predic-tions, but do not account for data scatter. The assumed mathematical modelis:
PPV = C,(R/Wc)c EQN 1
PPV - peak particle velocity, ipsC2 - scaling constant equal to 1/2 or 1/3R - distance from source in feetW - charge size in poundsCI & C3 - constants determined from regression analysis
24
The results of the regression analysis along with the plotted data are pre-sented in Appendix C. The plots consist of square and cubic scaling of:
- vertical motions for each day- radial motions for each day- transverse motions for each day- air overpressures for each day- vertical motions for radial N40"E, days 28, 29, 31 August combined- radial motions for radial N40"E, days 28, 29, 31 August combined- transverse motions for radial N40"E, days 28, 29, 31 August combined- vertical motions for radial S40W, days 1, 3 September combined- radial motions for radial S40"W, days 1, 3 September combined- transverse motions for radial S40OW, days 1, 3 September combined.
The results of the air overpressure measurements detected by each microb-arograph at each station for each test are shown in Appendix A, with repre-sentative time histories shown in Appendix B. These set of data were alsostatistically analyzed using simple regression to determine the best fit curves,which represent the average expected values but do not account for data scat-ter. The plots are shown in Appendix C, with air overpressures versus cubicscaling, (air overpressure plots are generally not shown as a function ofsquare scaling). The assumed mathematical model is:
PAO = CI(R/W'C)f EQN 2
PAO - peak air overpressure, psiC2 - scaling constant equal to 1/3R - distance from source in feetW - charge size in poundsCl & C3 - constants determined from regression analysis
Analysis of Data Variance
Collection of scaled distance for determination of attenuation relationshipsfor particle velocity will result in a good deal of scatter about the mean line(median line for log-log relationships). Because of this scatter, mostregulations require that blasts be designed on the basis of maximum probablevelocities rather than average values. Many factors are responsible for thevariation of particle velocities at a given scaled distance. They includechanges of geological conditions, differences between types of explosives,different wave types, differences in the geometry of the explosions, as well aserrors in blast timing and measurement. The same factors, with the exceptionof geology, are responsible for the variation of air overpressure. Sinceoverpressures are transmitted through air, weather conditions replace geologyas a principal variable. Therefore, for the final analysis the data were alsofitted with an equation representing the bound below which fall 95% of thedata.
The data plots and corresponding average (50%) predictive equations aspresented in Appendix C, have been evaluated'and grouped into a final set of
- - _ _ I 2
plots and equations to help characterize the entire site. The average or 50%lines were determined from regression analysis (Power method) of the lognormally distributed data. Also shown on these plots are the 95% non-excee-dance equations. These equations were determined by converting the data intologarithmic (base 10) values and running regression analysis (linear) of thetransformed data. From the regression analysis, the standard error of the yestimate is obtained which can be used to determine the values on the 95%non-exceedance line. These values are determined by the following formula:y2 = y, * 1.645 * 100""• *Y*4- ' The 95% non-exceedance lineis presented so that predictions of ground motions or air overpressures can bemade with a 95% confidence that the values will not be exceeded. This alsoimplies however, that 5% of the time the predicted values will be exceeded.
Monitoring Results
The predominant motions at the site were recorded by the vertical andradial components of the geophones. Therefore, the data recorded by thetransverse component is not considered in this analysis. Also, the air overpre-ssures recorded were small and will be discussed separately. The final analy-sis plots are presented in Figures 14-20.
Vertical Motions
Figures 14 and 15 are the vertical motions from all the data recorded atthe NSWC regardless of line direction (N40"E or S4(?W) or the day (28, 29,31 August, 1, 3 September). Figure 14 is the square scaled range, and Figure15 is the cubic scaled range data. In general, the data are well behavedexcept for that located at an approximate scaled range of 1000 ft in Figure 14and 3000 ft in Figure 15. The PPV's recorded at this location appear to beslightly less than would be predicted by the best fit line (all the points fallbelow the line). This could be a result of the station recording different waveforms (traveling at a slower velocity) than the wave forms being recorded bythe closer stations. It could also be an indication that the particular areawhere the station was located has a larger attenuation thereby reducing theamount of energy reaching the geophone. Lastly, the slower PPV's could bedue to the frequency content of the motions, since the frequency tends tolower as the distance from source increases.
Radial Motions
Figures 16 and 17 (square and cubic scaling respectively) are the radialmotions from all the data recorded at the NSWC regardless of line directionor the day recorded. Here again, the data located at 1000 f in Figure 16 and3000 ft in Figure 17 appears to be lower than expected. The reasons for thiswould be the same as discussed in the above paragraph.
26
I
J-)
- ft
0
4-0
4 4 041
r-J 0
* 16Wb
oj - -ft~'Q 54.r*
* -4
4 ,L *137Aa3,-'c ta
-. 4*4 *427
0
0
Ji
a, ft 44.
>1ILA*bY*J
W! tkp41
T0
-_* 0
-6 *n 44 w*-
04
0'
anc z
*dAM P 807-4v Ift
28.IJ
0
3-4
0
*: re* 4W4 )CM x
4~r Cn
sdz -4-4a lo;zf-fa
a - t4# %PA29
0
hiiCo 0
Tww
Ask 04
cox . 0 0U
.6- 9d ab v'~ -
-4 >
44~4 z) *
a ~* W4
0d * A 08 * 7z-v lt* d
30lv
Air Overpressures
Figure 18 shows the air overpressures recorded at the NSWC regardlessof line direction or day recorded. On this plot, two sets of data located at anapproximate scaled range of 1500 ft appear to be inconsistent with the otherdata. Since the air overpressure data is influenced by weather rather thangeology, this must be having an influence on the results at this station. Thedata having the high values (0.001 to 0.01 ips) were recorded when the ceilingwas 2500 ft and the skies were partly cloudy. The data having the low values(0.00001 to 0.0001) were recorded when the ceiling was 5000 ft and the skieswere clear. The low ceiling and cloudy conditions could account for theincreased PAO's recorded for that particular day.
Maximum Motions
Since both the vertical and radial motions are predominating at the site,Figures 19 and 20 were prepared by plotting the maximum of the two (forevery shot, every day) versus scaled range. Figure 19 shows the squarescaled range, and Figure 20 the cubic scaled range. The regression analysisfrom this plot produces a predictive equation based on the maximum peakparticle velocities recorded at the site. As shown in Figures 14 through 17,the values at the largest scaled range appear to be inconsistent with the otherdata, this has been explained previously.
Extrapolation of Motions Off-Site
Since no data were actually recorded off-site, it is necessary to perform anextrapolation of the recorded data to make an estimate of PPV and PAO levelsat locations off-site. The predominant factors that would effect utilizing theequations obtained from the regression analysis for off-site predictions wouldbe the geology, and the weather. From the discussion of the regional geolo-gy, there does not appear to be any dramatic changes in the material in whichthe ground motions will be travelling across the site. Also, there is no indica-tion that the motions are being amplified, rather the contrary, as they travelacross the site. The weather conditions at the time of blasting can have aprofound effect on the resulting air overpressures. The amount of cloudcover, location of the ceiling, wind velocity, and wind direction all have alarge effect on recorded motions. However, since data were recorded under a
1 ;variety of weather conditions this factor should be accounted for in the predic-tive equations determined. Therefore, the following equations are presentedto predict motions off-site.
31
7 TTII Tnsi 7 T Tti
* 44Z-d I.iA * -
oquo
U * *-' 04c
I 1wJL~ 11III
%sd finss.&cL~ao q
32*
iil
-4 r
0
4w4
~ C 0
400
od, tOMIS 077 &d:a
* #** * *33
C.4)
a v 0
0)"P4
.0001~ 0
* *4
c;4"
344
Ground motion oredictions:
Axea
Y.,, = 33.88 (x"•') less conservative EQN 3
yms = 8.16 (x"') most conservative EQN 4y - peak particle velocity, ipsx - scaled range, ftdistance from shot divided by square root of shot weight for 4distance from shot divided by cubic root of shot weight for 3
95% Non-eceedance
=• = 118.37 ( 1x") less conservative EQN 5
y,3f1= 28.69 (x-1 ) most conservative EQN 6
y - peak particle velocity, ipsx - scaled range, ftdistance from shot divided by square root of shot weight for 6distance from shot divided by cubic root of shot weight for 5
Air overressure predictions:
Y•• = 11.28 ( x7' 51 ) EQN 7
y - peak air overpressure, psix - scaled range, ftdistance from shot divided by cubic root of shot weight
95% Non-exceedanc
y = = 65.74 ( x1-51 ) EQN 8
y - peak particle velocity, ipsx - scaled range, ftdistance from shot divided by cubic root of shot weight
For the ground motion equations, the refrence to being more or lessconservative refers to how large a motion the equation predicts (larger mo-tions in this case are more conservative). Equations based on a square scaledrange will predict larger ground motions than equations based on a cubicscaled range. In all cases, equations 6 and 8 should be used to predict groundmotions and air overpressures respectively. These equations will give themost conservative predictions, and have 95% confidence that the predictionswill not exceed the limiting criteria. Equation 6 for ground motion
35
-.. . ... . . . .. . . .
predictions is also shown in Figure 21. This Figure is an isodiametric plotwith concentric circles representing distances from the explosive source and95% non exceedance predicted PPV's. The PPV's were determined fromequation 6 by holding the shot weight constant in all cases. aThis value wasset at 500 lbs since this is the maximum charge weight permitted per blastingpit, and would therefore constitute a worse case condition. However, thevalues for PPV's reported on this Figure will change if a different shot weightis selected for the corresponding distances. Equation 6 should be consultedfor the proper PPV associated with any given distance and shot weight.
Blast Safaty Criteria and Analysis
The next phase in the analysis is to compare the velocities and air overpr-essures obtained at the site to the safe limiting criteria established. The firstcriteria checked was established for structures located between 300 and 5000ft from a blast by the U. S. Department of Interior Office of Surface MinesReclamation and Enforcement 30 CFR Part 715, effective April 7, 1992 (seeFigures 22 and 23). These criteria allow for peak particle velocities of 1.0 ips(allowable vibration limits) and peak air overpressures of 0.015 psi (allowableair blast limit). These criteria are based on open coal mine blasting whichutilizes very large shots and many delays. From Figure 24, it is clear thatmost of the energy of a coal mine blast is in the low frequency range of 5 - 25Hz. Quarry blasting is in the range of 10 - 35 Hz, and construction blastingin the range of 15 - 60 Hz. The safe limiting criteria are based on surfacecoal mine blasting because the lower frequency motions produce much morestructural damage than do the higher frequency motions. The blasting thatoccurs at the NSWC is very similar to quarry or construction blasting whichutilizes smaller shots and produces more high frequency motions. Therefore,the predictions of safety based on coal mine blasting criteria would be evenmore safe for quarry or construction type blasting. All of the data recorded atthe site, are well below these criteria.
A second method to establish safe limiting criteria has been developed bythe Department of the Interior, Office of Surface Mining (OSM) Reclamationand Enforcement. These rules and regulations are established in 30 CFRParts 715, 780, 816, and 817. The new alternative blasting criteria is basedon the particle velocity in ips versus the frequency in Hz as shown in Figure25. Once the time history from a ground vibration monitoring station hasbeen recorded, the spectral content can be found by calculating power spectraldensities (PSD) from which peak frequencies can be determined. These peakfrequencies are used in Figure 25 to determine safe particle velocities. Forfrequencies up to 4 Hz, a constant maximum displacement amplitude of 0.30inch will be allowed. Over this frequency range the maximum allowableparticle velocity increases from 0.19 ips to 0.75 ips. At frequencies of 4through II Hz a constant allowable particle velocity of 0.75 ips is set. Thefuiduntmal modes of most one story residential buildings lie in this range.Over the frequency rage of 11 through 30 Hz, a constat amplitude of0.0107 inch is allowed. This correlates to maxinut particle velocities of0.75 Ips to 2.0 ips. Above 30 Hz, a constant peak particle velocity of 2.0 ips
36
35tOW f
0.00M3~ ~ ** --
-1-
Itt
5000ft%000M6P S~
0.1 13t
0.006e 1"5
TV.
30.
ova* I
Figure 21. Isodisamitric plot of PPY's(j) distances and a constant 8-
S * .9.i.* WIN#UP* SOM ....9m m~nmaia .* ..amm"I8-
4 I.AU 36 36
ON'S
40 MU4a~S6UMVmM
L L
WWI*% WAAUI I.U% M
LOCAION2I MA
amu moe. OSE
_ _ _t W-L. m WI.UN WWW(A .
TO.. CRNE OAE"IIM W MM
- ~ ~ ~ ~ 41 (IY I TT~.I tU (
momaIA CIA 0 .O
MA MEA .11fuhMEWA
a=~a OR 9.9.11.9TNYWE
GO tWI VASLRO"-owPLAIN" AM." * ACCUPUSMA
CII MA
'03 eq~aatI of PPV's fom eUato a nslceveigt ofonstnt sot vightof 50 lb
-r 1Nv6EITKTMGN O .C1
DAMAGE LEVELS FROM GROUND VIBRATIONS
PPV
IPS
7.6-- 50% PROBABILITY OF MAJOR PLASTER DAMAGE
5.4 50% PROBABILITY OF MINOR PLASTER DAMAGE
2.8 THRESHOLD OF DAMAGE FROM CLOSE-IN BLASTING
1.0 ALLOWABLE VIBRATION LIMIT
U.S. DEPARTMENT OF INTERIOR OFFICE OF SURFACE MIMING
RECLAMATION AND ENFORCEMENT 30 CFR PART 715
0.02 PERCEPTIBLE MOTION LEVEL TO PEOPLE
CHART FROM DUPONT BLASTER'S HANDBOOK, 16TH ED., 1977
* FEDERAL REGISTER VOL 48 NO. 46 MARCH 8, 1983
Figure 22. Chart of various damage levels produced from ground vibrations
38
AIR BLAST EFFECTS
PAO
PSI
3.0 CONVENTIONAL STRUCTURES SEVERLY DAMAGED
1.0 MOST WINDOWS BREAK
0.3
0.1 SOME WINDOWS BREAK
0.015- ALLOWABLE AIR BLAST LIMIT
U. S. DEPARTMENT OF INTERIOR OFFICE OF SURFACE MININGRECLAMATION AND ENFORCEMENT 30 CFR PART 715
CHART FROM DUPONT BLASTER'S HANDBOOK, 16TH ED., 19770 FEDERAL REGISTER VOL 48 NO. 46 MARCH 8, 1983
Figure 23. Chart of various damage levels produced from air blast
_ _9
0.4 I 1 1 1 I
Surfacecoal mine blasting
0.3
0.2 f
i 2f0.1
t principal frequency
Quarry blasting
0.3
S0.2
0.1
0Construction blasting
0.3
0.1
0 10 20 30 40 50 60 70 90 90 100 110 120
Figure 24. Predominant frequency histograms at structures of concern(Dowding, 1985)
40iS
ALTERNATIVE BLASTING LEVEL CRITERIA
1 10 100
2U ) ~g 2 . 0 is 5
7 4 _7
4 -4
22
;• O0. 008 in/
S9 o0. 75 ips _
" 00. 03 inp -
-3
S0.1S3 4 3 4 9
1 10 100Frequency, Hz
Figure 25. Determination of allowable ground vibration limits using thealternative blasting criteria (source: USIN R1-8507)
414
.1_________ ___________________
-'6k_* • S
will be allowed. The OSM has established the following peak particlevelocities to pievent the occurrence of threshold damage and has set such as astandard; 1.25 ips for 0-300 ft from source, 1.0 ips for distances of 301 to5,000 ft from the source, and 0.75 ips for 5,001 ft and beyond from thesource.
The data collected at the NSWC was analyzed to produce PSD's fromwhich the peak frequency associated with the various blasts could be deter-mined. A selected sample of the PSD's are presented in Appendix D. Thesetypes of plots are normally presented as a function of the velocity squareddivided by the frequency versus the frequency. From the plots, the peakfrequency ranges from 10 to 40 Hz, with the predominant frequency beingapproximately 20 Hz (more like quarry or construction blasting). Comparingthis value with the data on Figure 25, reveals that the motions are well belowthe safe limiting criteria. Ground motions having a frequency content of 20Hz could produce peak particle velocities of 1.3 ips and still be consideredsafe.
5 Conclusion
An investigation to determine the attenuation of explosion induced groundmotions and air overpressures as a function of distance from subsurface deto-nated charges, and to develop parameters to predict motions at distances be-yond the base boundary was successfully completed. A total of 255 shotswere monitored producing 3048 time histories of ground motions recorded inthe vertical, radial, and transverse directions, in addition to recording airoverpressures. The data were analyzed for peak particle velocities and peakair overpressures, then plotted versus scaled range. A best fit line was putthrough the data to give average and 95% non-exceedance predictive equationsfor the site and locations off-site. As a result of the analysis, the followingequations are recommended for use in predicting ground motions and airoverpressures.
Ground motion predictions
y, = 28.69 ( x7l' ) EQN 6
y - peak particle velocity, ipsx - scaled range, ftdistance from shot divided by square root of shot weight
Air overpressure predictions
y95s = 65.74 ( %1 -I1 ) EQN 8
y - peak air overpressure, psix - scaled range, ftdistance from shot divided by cubic root of shot weight
In addition to the analysis as described above, the data were also com-pared to the alternative blasting source criteria utilizing the frequency contentof the motions. This analysis also revealed that the ground motions recordedat the site are well below the safe limiting criteria.
43
References
Benjamin J. R. and Cornell C. A. (1970). Probability, Statistics, and Decisionfor Civil Engineers. McGraw-Hill, New York.
Curro, J. R., Hadala, P. F., and Landers, G. B. (1978). "Seismic AttenuationTests At The Portsmouth, Ohio, Gaseous Diffusion Add-On Site", Miscel-laneous Paper S-78-4, U.S. Army Engineer Waterways Experiment Sta-tion, Vicksburg, Ms.
Dowding C. H. (1985). Blast Vibraton Monitoring and Control. William J.Hall, ed., Prentice-Hall, New Jersey.
Dupont (1977). Blasters'Handbook. 16' ed., Dupont, Delaware.
Federal Register 30 CFR Parts 715, 780, 816, and 817. (1992). "Surface CoalMining and Reclamation Operations; Initial and Permanent RegulatoryPrograms; Use of Explosives", Department of the Interior, Washington,DC.
Geological Survey. (1992). "Subsurface Sedimentology of the Pennsylvanian(Mansfield) Rocks; Naval Surface Warfare Center Crane, Indiana; Rock-eye, Dye Burial Ground and Demolition Area Sites", State of IndianaDepartment of Natural Resources, Bloomington, Indiana.
Klein, G. deV., and Hsui, A. T. (1987). "Origin of Cratonic Basins",Geology, v. 15, p. 1094-1098.
Miller I. and Freund J. E. (1985). Probability and Statisticsfor Engineers. 3"1ed., Prentice-Hall, New Jersey.
Schloss, L. L. (1963). "Sequences in the Cratonic Interior of North America",Geological Society of America Bulletin, v. 74, p. 93-114.
Vibration Measurement Engineers, Inc. (1971). "Naval Ammunition DepotCrane, Indiana%, Evanston, Illinois.
44
Wanless, H. (1975). "Paleotectonic Investigations of the PennsylvanianSystems in the Eastern United States', U.S. Geological Survey, paper 853-E, p. 71-95.
Yule, D. E., Sydow, N. J., and Pickens, J. L. (1989). "Blast Effects Moni-toring Study at Hazardous Waste Site Cleanup Meddybemps, Maine%,Miscellaneous Paper GL-89-29, U.S. Army Engineer Waterways Experi-ment Station, Vicksburg, Ms.
4
"1 45
Appendix A: Table of Distances, Peak Particle Velocities, and
Air Overpressures for Each Days Blasting
.9
I ____________
*P CD to -I I -f' Em.mE-
So 0): CD F-imiw
0000 o 6:0 ooaoo0 C: c" 0
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o CD - Ccm C-1) -
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0~~~~~o 0.r o0!Ci0000r-- 0000) 000 0 00 0 0 000
0 ~. 10 O .0: 0: a0 1110:0. 0 0: l0i00
..- . ........ I. -
cm:co c): r- L):CMco W:c n -cvbv:o o 0 0 *0~ 000 00 L 0 0 00
CV) -CM r0 0. 0) R0 00) 00 0004: 0f 0 0 0 000- - ..-.. cy - -..- 4.0.4..4- - --.--..--.
CM: CMT- cm~-:Cm.o iaiq V)c):*-,r- c cj
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0 00 00 0 00 0000000ia:o :0;
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cm %: D ic)r : :G :r-:c :O - r )c00;C: c: r r)V:c):clc: 000 0 0 0 0 0 0 0 0 0 0 0 00: r. 0: D :G:0 )
00 0 :o! :0 00 0: 0. o 0::0: 0 0: o 00 00: 0m 0v) 0MCv:a
00000000c0 0000 6: o o 0 0000000000: c
0 C ' ~ ~ 0. CD: C~)~ CD:%.0:0 00000000% CMCM0 :0
10 ol c~ Ci~1lC CO. c: 6: 6- o~c; cj civ ci
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P A26
Appendix B: Selected Particle Velocity Versus Time Records
and Air Overpressure Versus Time Records for
Stations Monitored at the NSWC
J
X05 - F - 500' 29 Aug Plot # 13 max=0.01743
0.02
V)~ 0.00
> -0.01
"0"020 0.5 1 1.5 2 2.5 3 3.5 4
Time-SecX05 - F - 500' 29 Aug Plot # 13 max=0.01509
0.02
S0.01-
• • 0
> -0.01
"0"020 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
X05 - F - 500' 29 Aug Plot # 13 max= 0.008246
0.01
S0.005
0
>ý-0.005
"0 0.5 1 1.5 2 2.5 3 3.5 4
Time-SecX05 - F - 500' 29 Aug Plot # 13 max=0.018920.02 • .•
0.02-
4}.01-
0 0.5 1 1.5 2 25 3 3.5 4Time-See
__ _ __ _ __ _ __ _ __ _ __ _ __ _ __ _
X05 - F - 500' 29 Aug Plot # 14 max=0.01309
0.021
CI 0.01"
• '- 0
> -0.01-
-0" 0.5 1 1.5 2 2.5 3
Time-Sec
X05 - F - 500' 29 Aug Plot # 14 max=0.011260.02,,,
-" 0.01 |I
0 0
-0.1"0"010 0.5 1 1.5 2 2.5 3
Time-Sec
x10-3 X05 - F - 500' 29 Aug Plot # 14 max=0.00559310
CI 5 -
y, 0
"50 0.5 1 1.5 2 2.5 3
Time-Sec
x0-3 X05 - F - 500' 29 Aug Plot # 14 max=0.00910210...
0 0.5 1 1.5 2 Z5 30
D2Tni=e-Secj 32
X05 - F - 500' 29 Aug Plot # 15 max-0.01606S0.02 ..
(n
0• -0.02-
-0.041 ..0 0.5 1 1.5 2 2.5 3
Time-Sec
X05 - F - 500' 29 Aug Plot # 15 max=0.009465
S0.005
S0
;;•-0.005 -
-0.0100 0.5 1 1.5 2 2.5 3
Time-Sec
X05 - F - 500' 29 Aug Plot # 15 max= 0.0067540.01
S0.005
:ý-0.005
"-0.01.0.5 1.5 2 2.5 U
Time-Sec
X05 - F - 500W 29 Aug Plot # 15 max0.O15310.02,,,
-0.01 i
ii Tire-Sec
B3
X05 - F - 500' 29 Aug Plot # 16 max= 0.010380.02
-0.010
U0
S 0
0.5 1.5 2 2.5 3 3.5 4
Time-Sec
X05 - F - 500' 29 Aug Plot # 16 max=0.006460.01
S0.005
0
;4-0.005
"0 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
XIlO-3 X05 - F - 500' 29 Aug Plot # 16 max= 0.003974
5
-501..
0 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
X05 - F - 500' 29 Aug Plot # 16 nmax=0.010290.02
0.01
-0.01
"0 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
D4
0.02 X05 - F - 500' 29 Aug Plot # 17 max--0.01323
0.02-
> 0.01-4
~0.2 0.5 1 1.5 2 2.5 3 3.5
Time-Sec
x15l0-3 X05 - F - 500' 29 Aug Plot # 17 max--0. 101221
00.5 1 1.5 2 2-5 3 3. 5
Time-Sec
15 10-3 X05 - F - 500' 29 Aug Plot # 17 mar---0.01034
15 r. 5 -
> 0
.00.5 1 1.5 2 2.5 3 3.5
Time-Sec
0.02X05 - F - 500' 29 Aug Plot # 17 mar--0.01074
0.01-
-0.01 4
~002 0.5 1 1.5 2 2Z5 3 3.5
Time-Sec
B5
X07 - G - 1000' 29 Aug Plot # 13 max--0.025680.04
S0.02-
710
00.5 11.5 2 2.5 3 3.5
Time-Sec
X07 - G - 1000' 29 Aug Plot # 13 max--O.02544
0.04-
(n 0.02-
0
> -0.02-
00.5 1 1.5 2 2.5 3 3.5
Time-Sec
x103 X07 -G - 1000 29 Aug Plot # 13 max--0.001643
00-1
-2.30 0.5 1 1.5 2 2.5 3 3.5
Timne-Sec
B6
X07 - G - 1000' 29 Aug Plot # 14 mar--0.021 390.04
0O.02-
0
O02 0.5 1 1.5 2 2.5
Timne-Sec
0.04 X07 - G - 1000' 29 Aug Plot # 14 ma Ix--0.02215
S0.02-
*~ 0
> -0.02-
00.5 11.5 2 2.5
Time-Sec
0.02 X07 - G - 11000' 29 Aug Plot # 14 ma Ix-0.01517
S0.01-
. 00
> -0.01-
ýO051 1.5 2 2.5
Time-Sec
15X10 4 X07 - G - 1000 29 Aug Plot # 14 ma .x--0.00118
10-
0
A0O 0.5 1 1.5 2 2.5
Time-Sec
B7
X07 - G - 1000' 29 Aug Plot # 15 max= 0.029730.04o
- 0
-0.02
-0. 0.5 1 1.5 2 2.5 3 3.5 4 4.5
Time-Sec
X07 - G - 1000' 29 Aug Plot # 15 max=0.033660.04
0
> -0.02-
_0.0400.5 1 1.5 2 2.5 3 3.5 4 4.5
Time-Sec
X07 - G - 1000' 29 Aug Plot # 15 max= 0.015850.02.....
n 0.01-
" 0
S-0.01-
-0.020,,, : ,0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
Time-Sec
x10-3 X07 - G - 1000' 29 Aug Plot # 15 max=0.00152
I
0 0.5 i 1.5 2 2.5 3 3.5 4 4.5
Time-Sec
B8•'i €,
X07 - G - 1000' 29 Aug Plot # 16 max=0.011 86
0.02
(n 0.01-
>• -0.01
.0.020L....0.5 1 1.5 2 2.5 3 3.5
Time-Sec
X07 - G - 1000' 29 Aug Plot # 16 max= 0.014950.021
-0.010
0
>-0.0
Time-Sec
X07 - G - 1000' 29 Aug Plot # 16 max=0.007150.01
m•0.005 -
0
0.5 1 1.5 2 2.5 3 3.5
Time-Sec
x10-3 X07 - G - 1000' 29 Aug Plot # 16 max=0.00082061
0.5-
-0.5
-1,0 0.5 1 1.5 2 2.5 3 3.5
Time-Sec
B9
X07 - G - 1000' 29 Aug Plot # 17 max= 0.019 2 9
0.02-
O'i
> -0.01
-0.02 0
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
Time-Sec
X07 - G - 1000' 29 Aug Plot # 17 max=0.01790.02,
> 0.01-
-0.01-20 0.5 1 1.5 2 2.5 3 3.5 4 4.5
Time-Sec
X07 - G - 1000' 29 Aug Plot # 17 max=0.0077620.01,
S0.005
-0.0110 0.5 1 1.5 2 2.5 3 3.5 4 4.5
Time-Sec
x10-3 X07 - G - 1000' 29 Aug Plot # 17 max=0.0008006
0.51M. 0 W i" •l '11 ill, ,,'...,.IlI.• I"., , •., t _,• ,...,. . . •! • . . v.• ,,,.j ,.,
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S~BIO
X07 - G - 1000' 29 Aug Plot # 18 max--0.01 5560.02-
~0.01
0
O02 0.5 11.5 2 2.53
Time-SecX07 - G - 1000' 29 Aug Plot # 18 max=-0.01594
0.02
C4 0.01-
0.5 11.5 2
Time-Sec
0.01X07 - G - 1000' 29 Aug Plot # 18 mar--0.008479
140.005-
U 0
>- .005
-0.01,A0 0.5 1 1.5 2 2.5 3
Time-Sec
X10-3 X07 - G - 1000' 29 Aug Plot # 18 znar--0.0009295
0.5-
0.5 1 1.5 2 2.5 3
Time-Sec
111
X12 - P - 1450' 31 Aug Plot # 14 max=-0.032710.04~
Z~ 01
> -0.02t
- 0 . 0 4 '0 0.5 1 1.5 2 2-5 3
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0.05
S 04.)
~000 0.5 1 1.5 2 2.5 3
Time-Sec
0.2X12 - P - 1450' 31 Aug Plot # 14 max--0.01637S0.01
wav) 001
0
>-0.01
00.5 1 1.5 2 2-5 3
Time-Sec
2X10-3 Xl 2 - P - 1450' 31 Aug Plot # 14 mar--O.001493
1
-1
00.5 1 1.5 2 2.5 3
Time-Sec
B12
X12 - P - 1450' 31 Aug Plot # 16 max=0.022590.04
0 .02L
U 0 NVA I A -.v A> -0.02
-0.04 1.l0 0.5 1 1.5 2 2.5 3
Time-Sec
X12 - P - 1450' 31 Aug Plot # 16 max=0.029550.04
S0.02 -
-**- 0
> -0.02
-0.040 ,0.5 1 1.5 2 2.5 3
Time-Sec
X12 - P - 1450' 31 Aug Plot # 16 max-=0.014320.021...
VC, 0.010
U*~ 0
409
"0.020 0.5 1 1.5 2 2.5 3
Time-Sec
X10-3 X12 - P - 1450' 31 Aug Plot # 16 max!=0.0014222
1
-1
o 0.5 1 1.5 2 2.5 3
Time-Sec
B13.
SX12 - P - 1450' 31 Aug Plot # 17 max-0.021080.04
S0.02-
S 0
0 0.5 1 1.5 2 25 3
Time-Sec
X12 - P - 1450' 31 Aug Plot # 17 max= 0.030880.04...
- 0.02-
:> -0.02 -
.-4 0 ..
0.5 1 1.5 2 2.5 3
Time-Sec
X12 - P - 1450' 31 Aug Plot # 17 max-=0.0120.02
Ui
S0.01-
• - 00_0
> -0.01-
""0020 0.5 1 1.5 2 2.5 3
Time-Sec
x10-3 X12 - P - 1450' 31 Aug Plot # 17 max=0.0010952
1
"0 0.5 1 1.5 2 2.5 3
Time-Sec
314
i Le._
X1 2 - P - 1450' 31 Aug Plot # 18 max--0.027970.04
S0.02-
-0.02
*0.4 0.5 1 1.5 2 2.5 3 3.5 4
Time-SecX1 2 - P - 1450' 31 Aug Plot # 18 mar--0.03842
0.04 -____
S0.02-
S 0
>-0.02-
-0.040 0.5 1 1.5 2 2-5 3 3.5 4
Time-Sec
X12 - P - 1450' 31 Aug Plot # 18 max--0.01520.02
S0.01-
S 0
>-0.01
Time-SecXlO-3 X12 - P - 1450' 31 Aug Plot # 18 max=-0.001311
2
0
-1-21- l
c 0.5 1 .5- 2 15 3 3.5 4
Time-Sec
B1.5
X12 - P - 1450' 31 Aug Plot # 20 max=0.02718
0.04,
S0.02:
> -0.02,-
-0.040 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
X12 - P - 1450' 31 Aug Plot # 20 max=0.038220.042
vc)* 0.0" 0
> -0.02-
-0.0 4 10 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
X12 - P - 1450' 31 Aug Plot # 20 max=0.013560.02 11
VC 0.01kL4 I
0-
> -0.01
-0.020 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
x10-3 X12 - P - 1450' 31 Aug Plot # 20 max=0.0010822
I
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0 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
B16
x10-3 Q01 - N40E 5800' 30 Aug Plot # 23 max= 0.000 566 3
1
U 0I.
> -2.537 8
4x t- 0 4E50'3 u lt#2 a=00270 1 2 3 4 5 6 7 8 9 10
Time-Sec
X10- 3 QO01 - N40E 5800' 30 Aug Plot # 23 max=0.002577
ci,
Z0
00 NO 80'3 Tnoc 2 na=.-0210
> -2
-41
0 1 2 3 4 5 6 7 8 9 10
Time-Sec
x10-3 Q01 - N40E 5800 30 Aug Plot # 23 max--0.0013832 1,. ,
7 1
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02 1 2 3 • 4 5 6 8 9 10
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4X104 Q01 - N40E 58W0 30 Aug Plot # 23 mar---0.0002362
"40 1 2 i 5 6 7 8 9 10
Tim-SecB17
x10-4 Q01 - N40E 5800' 30 Aug Plot # 24 max= 0.00047535!
0 1 2 3 4 5 6 7 8 9 10
Time-Sec
x10- 3 Q01 - N40E 5800' 30 Aug Plot # 24 max=0.0012192
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0
> -1
22 4 6 7 8 9 10
Time-Sec
x10-3 001 - N40E 5800' 30 Aug Plot # 24 max= 0.0005875
C0.5
_- 0
"0 1 2 3 4 5 6 7 8 9 10
Time-Sec
x104 Q01 - N40E 5800' 30 Aug Plot # 24 max= 0.00013632
11
0 1 2 3 4 5 6 7 8 9 10
Thme-Sec
B18
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X10-3 001 N40E 5800' 30 Aug Plot # 25 max=O- .0"l646
0
0 1 2 3 4 5 6 7 8 9
Time-Sec
X 0-3 Q01 - N40E 5800 30 Aug Plot # 25 max=-0.0015382
Cl.
0 1 2 3 45 6 7 8 9
Time-Sec
X1 x0-3 001 -N40E 5800 30 Aug Plot # 25 max--0.0005953
~"0.5-
S 00
0 1 2 3 4 5 6 7 8 9
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10 1 2 3 4 5 6 7 8 9
Time-Sec
B19
x10-3 O01 - N40E 5800' 30 Aug Plot # 36 max= 0.0011521
Ni
o •
.0
0 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
2x10-3 Q01 - N40E 5800' 30 Aug Plot # 36 mar-0.0015112n 1h
0
> *OWN
"-20L''i720.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
x10- 3 Q01 - N40E 5800' 30 Aug Plot # 36 max= 0.00063671,
o 0.5-
". 0o> -0.5-
-10 __________________ _________________ ,______
0 0.5 1 1.5 2 25 3 3.5 4
Time-Sec
xl04 Q01 - N40E 5800' 30 Aug Plot # 36 max= 7.801e-05I
0.5-t
-0.5-
0 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
B20
x10-3 QOI - N40E 5800' 30 Aug Plot # 37 max-=0.0015 8
Z 0
> -I--2102102 3 4 5 6
Time-Sec
x1 0-3 001 - N40E 5800' 30 Aug Plot # 37 max= 0.0026184
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> -2L
-4",,,1 2 3 4 5 6
Time-Sec
x10-3 Q01 - N40E 5800' 30 Aug Plot # 37 max= 0.001307
-2
1 2 3 4 5 6
Time-Sec
1 0x1 X104 001 - N40E 5800 30 Aug Plot # 37 ma I -- 0.0005986
5
"0 1 2 3 4 5 6
Time-Sec
B21
MA4 - V - 250' 3 Sept Plot # 3 max=0.111 9
0.2
- 1W ti!
Z ) 0 1
> -0.1ff
02 0.5 1 1.5 2 2.5 3 3.5 4-0.2
Time-Sec
MA4 - V - 250' 3 Sept Plot # 3 max= 0.16920.2-
> -0.1-
"20"2 0.5 1 1.5 2 2.5 33.5 4
Time-Sec
MA4 - V - 250' 3 Sept Plot # 3 max-- 0,05696
0. - I -
0.15o -MO, 0
>
-0.251-
0 0.5 1 1.5 2 2.5 3 3.5 4
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0.02....
0.01-
-0.0 1 .
-0.05t____________
0 0.5 1 1.5 2 2.5 3 3.5 4
Time-Sec
B22
MA4 - V - 250' 3 Sept Plot # 10 mar--0.0681 3
0.15
> -0.05-
0 1 2 3 4 5 6 7
Time-Sec
01MA4 - V - 250' 3 Sept Plot # 10 max--0. 06178
In0.05-
> 0.05,
-0.10 1 2 3 4 5 6 7
Time-Sec
0.05MA4 - V - 250' 3 Sept Plot # 10 max--0.04018
-0.05
0 1 2 3 4 5 6 7
Time-Sec
0.04:MA4 - V - 250' 3 Sept Plot # 10 max--0.02308
-0.04:
0 1 2 3 4 5 6 7
Time-Sec
B23
MA4 - V - 250' 3 Sept Plot # 12 max=0.05615
0.1
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v 0 A 1, Alli $ , ý
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-0.05~I1A~(t~A-0 1 1.5 2 2.5 3 3.5 4 4.5 5
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0.11
c 0.05-
> -0.051
-0. L6... ... q
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
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MA4 - V - 250' 3 Sept Plot # 12 max=0.034250.04•
> I
0 0.5 1 1.5 2 2-5 3 3.5 4 4.5 5
Time-Sec
MA4 - V - 250' 3 Sept Plot # 12 max=0.015280.02,,,
-0.01-
"0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
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B24I......, imm m• ,m~~mmmmmI m mmm •
MA4 - V - 250' 3 Sept Plot # 13 max=-0.05428
-01.051~i~KT0 12 3 4 5 6
Time-Sec
0.1MA4 - V - 250' 3 Sept Plot # 13 max--0.08823
0.051
0
> -0.05--0.1
0.0 1 2 3 4 5 6
Time-Sec
MA4 - V - 250' 3 Sept Plot # 13 max--0.02507
0.04
0.05-
0.0
Time-Sec
0.125
0.05
MA4 - V - 250' 3 Sept Plot # 22 max= 0.03560.04r
(n 0.02-
-Z 0
> ..0.02f.
MA V020'3SptPot#241a=0.46
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
MA4 - V - 250' 3 Sept Plot # 22 max- 0.043680.05
0 " L.&LAW AIA i1111 I
-00500 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
MA4 - V - 250' 3 Sept Plot # 22 max= 0.02440.04
-0.02-
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
MA4 - V - 250' 3 Sept Plot # 22 max260.028320.04, , ,
0.02-
4100 0.'5 1 1.5 2 2.5 3 3.5 4' 4.5 5
; Time-Sec
B26
MA5 - W - 500' 3 Sept Plot # I max= 0.04429
0.05
>1
-0.05....5"0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
MA5 - W - 500' 3 Sept Plot # I max= 0.072740.1f
-IEn 0.05L
•.-0.05I- £,
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
MA5 - W - 500' 3 Sept Plot # 1 max= 0.029610.04 ..
Z0
> -0.02-0.040 5 ..
0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
MA5 - W - 500' 3 Sept Plot # I max= 0.01350.02
0.01
-0.01
-0.02"0 0.5 1 1.5 2.5 3 3.5 4 4.5 5
Time-Sec
B27
MA5 - W - 500' 3 Sept Plot # 2 maxr=0.03 9 540.05
0
>
-0.0500 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
MA5 - W - 500' 3 Sept Plot # 2 max= 0.06740.1
S0.05-
U 0 0 OV M
> -0.05 7
-0.1'0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
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MA5 - W - 500' 3 Sept Plot # 2 max=0.031960.04 i
m 0.02-
Z0
• -0.02-0041 1 .. .. 1
-0. 5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
MA5 - W - 500' 3 Sept Plot # 2 maxr-0.014160.02
0.01
0
41.011 .. i
0.5 1 1.5 2 215 3 3.5 4 4.5 5
Time-Sec
B28
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MA5 - W - 500' 3 Sept Plot # 10 max= 0.030010.04
> -0.02t -0,0410. o5 ... W . V ~ $ .. AA -
0 " 1 1.5 2 2.5 3 3.5 4 4.5
Time-Sec
MA5 - W - 500' 3 Sept Plot # 10 max=0.03715
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> -0.02
-0 o 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
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MA5 - W - 500' 3 Sept Plot # 10 max= 0.01570.02• .
Time-Sec
0.02,MM5 - W - 500' 3 Sept Plot # 10 nmax=0.01053
-0.04
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
329
x10-3 MA7 - Y - 2900' 3 Sept Plot # I max= 0.00 2 6 28
4
2- 7
-20 2 3 4 5 6
Time-Sec
x10-3 MA7 - Y - 2900' 3 Sept Plot # 1 max=0.00297541
01
> -2-
0 1 2 3 4 5 6
Time-Sec
x10-3 MA7 - Y - 2900' 3 Sept Plot # I max= 0.0029034!
L 2CIO
0-To2 3 4 5 6
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1 X10--3 MA7 - Y - 2900' 3 Sept Plot # 1 max=0.0005327
0.5
-0.5-
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B30
x10-3 MA7 - Y - 2900' 3 Sept Plot # 2 max-=0.003 3 23
41
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*- 0 in V0J0IOW! Yvv"> I:
-o 1 2 3 4 5 6 7
Time-Sec
x10-- MA7 - Y - 2900' 3 Sept Plot # 2 max=0.005061
101
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-50 2 3 4 5 6 7
Time-Sec
x10-3 MA7 - Y - 2900' 3 Sept Plot # 2 max=0.003864
2
CA 2 3 4 5 6 7
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-1
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B31
x10-3 MA7 - Y - 2900' 3 Sept Plot # 3 max=-0.001 7 48
o I t iil i , .) V "
-0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
x10 3 MA7 - Y - 2900' 3 Sept Plot # 3 max=0.002841
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0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
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x10-3 MA7 - Y - 2900' 3 Sept Plot # 3 max=0.002637
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x10 4 MA7 - Y - 2900' 3 Sept Plot # 3 mar-=0.00013242
0
0 0.5 1 1.5 2 Z5 3 3.5 4 4.5 5
Time-Sec
B32
4X10-3 MA7 - Y - 2900' 3 Sept Plot # 4 max-=0.00 2 29 7
-4 I iZ 0 30
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Time-Sec
5!x10-3 MA7 - Y - 2900' 3 Sept Plot # 4 max=0.00396 2
.~o r
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-5 2 3 4 5 6
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x10 3- MA7 - Y - 2900' 3 Sept Plot # 4 max=0.0049335
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Time-Sec
X1- 4 MA7 - Y - 2900' 3 Sept Plot # 4 max-0.0002608
2r-
ýO1 2 3 4 5 6
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B333
x10 3 MA7 - Y - 2900' 3 Sept Plot # 5 maxO0.0019 7 6
l iJ i iL
-2-
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0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
xl0-. MA7 - Y - 2900' 3 Sept Plot # 5 max=0.00434 7
51,
0 v
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0.5 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
X10-3 MA7 - Y - 2900' 3 Sept Plot # 5 max=0.005271101
o o ., ' "5 -0
"0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
xI 0-4 MA7 - Y - 2900' 3 Sept Plot # 5 max= 0.00023794i
"20 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Time-Sec
B34
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Sx10 4 MA3 - T - 10,800' 1 Sept Plot # 11 max- 0.0004443
024 6 8 10 12
Time-Sec
XI0-3 MA3 - T - 10,800' 1 Sept Plot # 11 max--0.0007737
05,
A., dit~q, II I ' , ' *
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0 6 8 10 12
Time-Sec
x10-4 MA3 - T - 10,800' 1 Sept Plot # 11 max= 0.00042325i
• 0
-510 2 4 6 8 10 12
Time-Sec
x10-5 MA3 - T - 10,800' 1 Sept Plot # 11 max=O4.68e-05
-5
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0 2 4 6 8 10 12
Time-Sec
B35.
5 x04 A3- T- 0,80' Spt lo # ! mx=.68-0
Sx10-4 MA3 - T - 10,800' 1 Sept Plot # 13 max= 0.000370842
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0 2 4 6 8 10 12 14
Time-Sec
x10-3 MA3 - T - 10,800' 1 Sept Plot # 13 mawr 0.00058641Ir!
S0
> -0.5
-10 2 4 6 8 10 12 14
Time-Sec
x104 MA3 - T - 10,800' 1 Sept Plot # 13 max=0.000469651
•- 0-4
0 2 4 6 8 10 12 14
Time-Sec
xl 0-4 MA3 - T - 10,800' 1 Sept Plot # 13 max= 6.031e-051
0.5
-0.5-
02468 10 12 14
Time-Sec
B36
x10-4 MA3 - T - 10,800' 1 Sept Plot # 15 max-=0.0004 24 8
0~
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0 1 2 3 4 5 6 7 8 9 10
Time-Sec
x10-3 MA3 - T - 10,800' 1 Sept Plot # 15 max=0.0011412ý
9 jV> -1"
-20 1 3 4 5 6 7 8 9 10
Time-Sec
x104 MA3 - T - 10,800' 1 Sept Plot # 15 maxr=0.00038115I
.~ 0.=o
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0 1 2 3 4 5 6 7 8 9 10
Time-Sec
x10. 5 MA3 - T - 10,800' 1 Sept Plot # 15 max=2.344e-0541
-2
0-4 2 .3 4 5 6 789 10
Time-Sec
B37
X10-4 MA9 - U - 22,000' 1 Sept Plot # 2 max--9.007e-0 5
CI
02 4 6 8 10 1
Time-Sec
X10 4 MA9 - U - 22,000' 1 Sept Plot # 2 max= 8.906e-05
0 2 4 6 8 10 12
Time-Sec
2X1O- MA9 - U - 22,000' 1 Sept Plot # 2 max--0.906e0512
0246 8 10 1 2
Time-Sec4 338 1- M
X1 0-(4 MA9 - U - 22,000' 1 Sept Plot # 10 max--6.548e-0 5
0 2 4 6 8 10 12
Time-Sec
X10-4 MA9 - U - 22,000 I Sept Plot # 10 ma x--6.588e-05
0.5,
0
> 0.
0 2 4 6 8 10 12
Time-Sec
X10o-5 MA9 - U - 22,000' 1 Sept Plot # 10 max-- 5.434e-05
4108101
-250 2 4 6 8 10 12
Time-Sec
X10 M9 -U 2,00' Spt lo # 0 axB390029I _ __
x10-4 MA9 - U - 22,000' 1 Sept Plot # 19 max=0.000 22 5 5
4',n 2
0 2 4 6 8 10 12
Time-Sec
X1 0- 4 MA9 - U - 22,000' 1 Sept Plot # 19 max--0.0002324
oo 2
0 A.0
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2 4 6 8 10 12
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Appendix C: Plots of Peak Particle Velocities and Air
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Appendix D: Selected Power Spectral lensity Plots
MA2 - S - 5800 Fr 1 SEPTCh1 C
10-10,10-7
•'10-10
0 50 100 150 200 250
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1 i0-1
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10-90 50 100 150 200 250
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10-100 50 100 150 200 250
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10-6 MA2 - S - 5800 FT 1 SEPT Ch 3 b
S10-7
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10-to
0 50 100 150 200 250
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10-610 50 100 150 200 250
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10-1
0 50 100 150 200 250
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10.1 MA4-V,- 250FT 3SEPT Ch1b
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l103
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1410-7 ..
•'10.10
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X08 - H - 5800 FT 29 AUG Ch 2 a
,10-71
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~10-7
0 50 100 150 200 250
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104~' X08-H-5800FT 29 AUGCh1b
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10-10
0 50 100 150 200 250
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X08- H - 5800 FT 29 AUG Ch 2 b
104
10-100 50 100 150 200 250
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104 X08 - H - 5800 FT 29 AUG Ch 3 b
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10-100 50 100 150 200 250
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10-8.0 50 100 150 200 250
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10-100 50 100 150 200 250
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1 ___-3__ X10-N- 750FT 31 AUGCh3a
10-60T
10-90 50 100 150 200 250
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10-100 50 100 150 200 250
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10-6
0 50 100 150 200 250
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~10-6
10-90 0 100 150 200 250
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105 Xll - O- 1000 FT 31 AUG Ch 3 a
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10-3
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0 50 100 150 200 250
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10-3 X12 - P - 1450 FT 31 AUG Ch 3 aN z
0 500 150 200 250
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10-90 50 100 150 200 250
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I
D20
Form Approved
REPORT DOCUMENTATION PAGE 0MB No 070<4-0188
Pub, rglc ure orl, collection of information, is estimaeted to ,trqe1nurogreone *ndud.,g th time for re-wtgnto'Sft El f.l rinq dtat SOu.'Ce'
collc~tiont of nIfolinattori. rmcdtng; =ugen==t Iorrdung this ourdsen to Washington Headquarters Services. Directorate for inform'ation O0erattol'$ and RePiOtS, 12 15 Jeff erson*Davis Highwray. Suite 1204. Arlinglton. VA 22202-4302 and to the Officeof Managemnret and Budget. Paperivork Rteduction Project (0704-0O109), Washtfglgon DC 20503
*1. AGENCY USE ONLY (Leave blank)I2 REPORT DATE 3.* REPORT TYPE AND DATES COVERED7 July 1993 Final report _______________
4. TITLE AND SUBTITLE S. FUNDING NUMBERS
Ground Motion and Air Overpressure Study at the Naval Surface MIPR-NWTnber*Warfre Center, Crn, 9ndia49
6. AUTHOR(S)
Mfichajel K. Sharp, Jame Sim,Cary Cox, Jim Picken
17. PERFORMING ORGANIZATION NAME(S) AND ADDRESS(ES) 8. PERFORMING ORGANIZATIONREPORT NUMBER
U.S. Army Engineeir Waterwys Experiment Stations Geoteimical Laboratory Miscellaneous Paperand Instrmenetation Services Division, 3909 Halls Ferry Road, GL-93-7Vicksburg,MA6 39180-199
9. SPONSORING/ MONITORING AGENCY NAME(S) AND ADDRESS(ES) 10. SPONSORING/ MONITORINGAGENCY REPORT NUMBER
Crane Army Ammunition Activity, Naval SurfaceWarfare Center, Crae, IN 47522-5099
111. SUPPLEMENTARY NOTESThis report is available from the National Techinical Informnationi Service,5285 Port Royal Road, Springfield, VA 22161.
12a. DISTRIBUTION /AVAILABILITY STATEMENT 12b. DISTRIBUTION CODE
Approved for public release; distribution is unlimitted. j13. ABSTRACT (Mfaximum 200 words)
This report provides documentation for and presnt an analysis of a sesmic attenuation and air overpressureStudy at die Naval Surface Warfare Centers Crane, Indana The investigation consisted of measuring peak particlevelocities and peak air overpressures along two rediaLs "M4'~ and S40W. Each radial consisted of four to fivemonitoring sumtons recordig vertical, raial, and transveuse ground motions in addtion to air overpressures. Datawere recorded from 24 August. throg 5 Sleptember 1992, with 3084 timne histories being recor~ded From thedata., grounid motioni and air overpreiisure attenuation curves were developed from which prediction could be madegiven doie me of the explosion and the distance from the explosion.
Based on the resuts obtained, the following attenuatio curves are proposed.
(Co~tntl
14. SUBJECT TERMS 15. NUMBER OF PAGESAir overprea Peak poticle velocity 195Grounud motion RC6egaoz IC. PRINCE CODE
17. SCRITY CLASSOFIATION 13. SECURITY CLASSIFICATI1ON 19. SECURITY CLASSIFICATMO 20. LIMITATIO OF ABSTRACT*Of REP@SNT Of THIS PAGE Of ABSTRACT
NSN 7540401460.5500 Standard Form 296 (Rev 2489)P OKrbe by ANSI "d 139-16M 102a
13. Continued.
Ground motion predictions
yo - 28.69 (x-)
y - peak particle velocity, ipsx = scaled range, ft
distance from shot divided by square root of shot weight
Air overpress•uiredictions
yon - 65.74 (x-s1)
y = peak particle velocity, psix = scaled range, ft
distance from shot divided by cubic root of shot weight
-x I I 1 -lI| I