20031023 Ver 1_Monitoring and Operations Plan_20021115

Kimley-Horn
and Associates, Inc.
November 12, 2002
I NOV 15_?
s
WETUNOS GROUP
WATER A n Or TION
Hand Delivered
Mr. Rick Shiver
Wilmington Regional Office
North Carolina Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Martin Marietta Materials
Rocky Point Quarry, Pender County
NCG020166
Monitoring and Operations Plan - Implementation/Installation Memorandum
Dear Mr. Shiver:
As discussed, on behalf of Martin Marietta Materials, Kinley-Horn and Associates, Inc.
has prepared a Technical Memorandum summarizing the implementation/installation
phase of the proposed Monitoring and Operations Plan for the Rocky Point Quarry in
Pender County. The technical memorandum contains additional details and support
documentation not included in our recently submitted status letter.
Data continues to be collected and the new discharge continues to be constructed. Once
the new discharge is completed, Martin Marietta Materials will be providing you with
another Technical Memorandum that will summarize the monitoring data, the pumping
data and any proposed amended pumping plans. Martin Marietta Materials would like to
meet with you to discuss the results at that time and obtain concurrence on the
implementation of the proposed amended pumping plan. Well data is anticipated to be
downloaded at the end of November which should be consistent with timing of the
completion of the new discharge installation. A meeting in early December is
anticipated.
We trust that the additional details provided in the attached have met your request. Martin
Marietta Materials and Kimley-Horn look forward to continuing this cooperative working
effort and data collection. I will contact you to confirm a date for the referenced meeting
in early December. Should you have any questions, do not hesitate to contact us.
With Best Regards,
K - ORN ANDSSOCIATES, INC.
James M. isenhardt
Copy to: Horace Willson, Martin Marietta Materials
Danny Smith, NCDENR-DWQ, Raleigh
Harlan Britt/Chad EvenhouseBruce Cutright, KHA
¦
P.O. Box 33068
Raleigh, North Carolina
27636.3068
TEL [phone]
FAX [phone]
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Kimley-Horn
IIIIIIIIIIIIIIIIN C and Associates, Inc.
M e m o r a n d u m
Date: November 6, 2002
Project: MARTIN MARIETTA AGGREGATES, Rocky Point, NC.
Subject: Shallow Water Table and Deeper Ground Water Monitoring Gauge Installation
Update; Quarterly Report
This memorandum provides status report for the implementation and installation of water table
' and deeper ground water monitoring gauges at the Martin Marietta Aggregates Rocky Point
Quarry in Pender County, North Carolina.
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As stated in the Alfine Dewatering, Surface and Ground GVater 11fonitoring Plan (May 9, 2002)
and in supplemental information (submitted July 10, 2002), goals of the monitoring program are:
1. Monitor shallow and intermediate ground water levels outside of the mine area to
provide background information on water table elevations prior to potential/proposed
mine expansion.
2. Monitor the extent of the cone of depression created by mine dewatering.
3. Monitor water levels outside of the proposed perimeter recharge ditch(es) to monitor
and manage recharge to the shallow ground water system and to monitor the
efficiency of impact minimization for areas outside of the mine area.
4. Monitor shallow ground water levels near areas suspected to be wetlands.
5. Manage pumping, discharge points and recharge ditches to minimize impacts from
mine dewatering.
6. Monitor hydrological affects of pumping.
To initiate the monitoring program and collect pre-mine expansion water table data, water level
monitoring gauges with continuous recording data loggers were installed on the site. The type of
monitoring gauges varied. They are as follows:

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a restrictive soil horizon (i.e. a spodic horizon) near the soil surface, which may provide a
' perched condition for wetland hydrology.
2. Shallow Water Table gauges, approximately 4 feet deep, designed to monitor shallow
ground water levels in suspected wetland areas to document hydrodynamics for these
systems.
' 3. Overburden wells, installed to a depth of approximately 15 feet from ground surface,
but above the limestone. These wells are designed to monitor the local ground water
' table surrounding the mine area, monitor the expansion of the cone of depression from
the pit dewatering and to provide information on the efficiency of the perimeter recharge
ditch.
' 4. Limestone (Deeper Ground Water) wells, installed into the limerock unit (generally
between 25 and 35 feet deep) being mined to provide vertical flow information, when
' used in conjunction with the overburden wells, monitor the extent of expansion of the
cone of depression from the dewatering activities, and provide information on the
hydraulic head relationship between the overburden and limestone units.
Monitoring locations are shown in the attached Figure 6: "Ground Water Monitroing Gauge
' Locations". The figure is similar to the amended Figure 5: "Proposed Shallow Water Table and
Groundwater Monitoring Locations", submitted in July which showed proposed locations.
' Figure 6 displays the actual GPS survey locations of the monitoring gauges and stream level
gauges, and uses a new nomenclature to identify the locations by the identification number of
' each monitoring gauge. To establish and instrument the monitoring site the following was
performed.
• Horizontal control of the monitoring gauges was obtained by survey with sub-meter
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• Vertical control (+/- 0.01inch) was established by Martin Marietta in-house survey team
' by tying to the existing topographic survey and North Carolina Geodetic Survey
monuments through traditional survey methods.
• Deep aquifer wells and overburden wells were installed by licensed contractors (Carolina
Drilling, and A&D Drilling; Appendix A).
' • Shallow water table gauges and piezometers were installed by KHA staff following US
Army Corps of Engineers, Waterways Experiment Station guidelines for the installation
' of gauges and piezometers in wetlands (WRP Technical Note HY-1A-3.1, 1993;
Appendix E).
' • A tipping bucket rain gauge with continuous recording data logger was installed on-site.
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatering, Shallow Water Table and Deeper Ground Water Monitonng Plan

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• Stream water level gauges were installed (Strawberry Branch, and Unnamed Tributary to
Strawberry Branch).
The following is included to document the field efforts to implement the monitoring program.
• Figure 6 (attached) shows the surveyed locations of the ground water monitoring gauges,
stream level gauges, and rain gauge.
• Table 1 contains soil profile data for the monitoring locations.
• Table 2 contains elevation data for the groundwater and shallow water table monitoring
gauges.
• Table 3 contains elevation data for stream level monitoring gauges.
• Appendix A contains the well certification data forms provided by the well contractors
(installed July-August 2002).
• Appendix B contains site photographs taken by KHA staff during installation.
• Appendix C contains technical information on the Infinities, Inc. pressure transducer
water level recorders used for the shallow water table, piezometer, and stream gauges
(installed by KHA staff August-September 2002).
• Appendix D contains technical information on the NovaLynx Tipping Bucket Rain
Gauge (model 260-2501) (installed by KHA staff October 2002).
• Appendix E contains a copy of the WRP Technical Note for the installation of wells and
piezometers in wetlands.
Water level data is programmed to be collected on an hourly basis for the monitoring gauges and
stream level gauges shown in the attached figure. Rainfall data is recorded by each rainfall event
(total rainfall and duration of event). Rainfall data prior to installation of the rain gauge will be
collected on a daily basis by Martin Marietta staff at the Rocky Point Quarry location. The
monitoring locations will be visually inspected on a monthly basis, and logger data will be
downloaded on a monthly basis. The water table and rainfall data will be compiled and presented
in a status report every three months.
As stated in previous communications, the shallow monitoring locations were identified through a
field evaluation meeting with the US Army Corps of Engineers (COE) staff (Mickey Sugg) held
on April 30, 2002. During that meeting, it was determined that before the COE could make a
jurisdictional determination, additional information regarding the influence of the drainage
ditches on suspected wetland and the extent of hydric and non-hydric soils would be determined.
However, to initiate the monitoring plan, monitoring locations on Parcels GI, G2, H1, and H2
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatenng, Shallow Water Table and Deeper Ground Water Monitoring Plan

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' were selected based on the COE field visit for suspected wetland areas. Wetland delineation and
modeling efforts are on-going. An on-site COE meeting to determine jurisdictional wetland
' boundaries is scheduled for mid-November. Supplemental wetland information and amended
mapping will be provided after the jurisdictional determination by the COE is made.
Summary
' Installation/implementation of the groundwater monitoring plan agreed to with the North
Carolina Department of Environment and Natural Resources (NCDENR) has been completed.
' No deviations from the plan were necessary. Data is being collected and will be tabulated,
analyzed, and summarized for NCDENR review. Baseline data will be collected until the new
sump/discharge to the Unnamed Tributary is completed. Once construction is complete, data will
' be reviewed, the pumping plan will be developed, and any amendments to the monitoring plan
will be discussed. A memorandum/report will be prepared at that time to submit to NCDENR for
' review prior to initiation of the next phase of the project.

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' Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatenng, Shallow Water Table and Deeper Ground Water Monitoring Plan

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Table 1: Surface and Ground Water Monitoring Gauge Program
Rocky Point Quarry, Pender County, NC
Location 1 (Overburden Gauge Installation, 2' split spoon samples every 5')
Depth Hue/Color/Chroma Texture
3 - 5' 10 YR 7/1 Fine sand
8-91 10 YR 5/2 and 10 YR 7/1 mixed/streaked Fine sand
9 - 10' gleyed Sandy clay ("gumbo")
13 - 15' no sample, spoon plugged with clay
15 - 20' no sample, spoon plugged with clay Sandy clay
Comments: There may have been a sand and clay layer between 10 and 13 feet. Saturation/water table was
identified at -13 feet depth. Rock was located at 19'.
Location 2 (Overburden gauge installation, observation from auger)
Depth Hue/ColoNChroma Texture
0 - 2' 10 YR 2/1 to 10 YR 3/2 (hand auger) Loam/Loamy sand
2 - 10' Fine sand/sand
10 - 12' Clay
12 - 15' Sandy Clay
Comments: The profile was taken from observation of gauge installation and feeling for textural changes in
the soil. Split spoon samples were not available, and emphasis was on identification of depth of
the clay layer. Near surface soil horizons are similar to other profiles observed in the area such
as a dark loam /sand surface horizon underlain with sand subsoil.
Location 3 (Overburden gauge installation, 2' split spoon samples every 5')
Depth Hue/Color/Chroma Texture
0 - 2' 10 YR 2/1 (hand auger) Loam w/ some organic
content
3 - 5' 10 YR 4/2 - 10 YR 5/1 Sand/Loamy sand
8 - 10' 10 YR 3/1 Sand/Coarse sand
13 - 15' gleyed Clay ("gumbo")
Comments: The first spoon sample fell out of the sampler since the sand was so dry. Clay layer begins at
13.5'.
Location 4 (Overburden Gauge Installation, 2' split spoon samples every 5')
Depth Hue/Color/Chroma Texture
0-11 10 YR 2/1 Loam w/ some organic
content
3 - 5' 10 YR 2/1 - 10 YR 3/1 Loam to Sandy loam
8 - 10' 10 YR 5/1 to 10 YR 7/1 Sand
13 - 15' 10Y R 5/1 to 10 YR 7/1 Sand/Coarse sand
Comments: Sand to very coarse sand sampled at this location, often falling out of the spoon sampler. There
is some organic content at the surface, however this would need to be analyzed in the laboratory
to determine organic content. No clay layer identified within 15' from the surface.
Location 5 (Manual installation/hand auger of shallow water table monitoring gauge)
Depth Hue/Color/Chroma Texture
0 - 20" 10 YR 2/1 Loamy sand w/ some
organic content
20 - 50" 10 YR 2/2 Loamy fine sand
50 - 72" 10 YR 4/2 Fine sand
Comments: None
' Martin Marietta Aggregates: Rocky Pant Ouany Expansion
Mine Dewatering, Shallow Water cable and Deeper Ground Water Monitoring Plan
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Table 1 (continued)
Location 6 (Manual installation/hand auger of shallow water table monitoring gauge)
Depth Hue/Color/Chroma Texture
0 - 18" 10 YR 2/1 Sandy loam
18 - 24" 10 YR 5/1 Fine sand
24 - 56" 10 YR 5/4 Coarse sand
56 - 84" 10 YR 7/1 fine sand
Comments: None
Location 7 (Manual installation/hand auger of shallow water table monitoring gauge)
Depth Hue/Color/Chroma Texture
0-3" Undecomposed root
mat and litter
3 - 22" 10 YR 2/1 Sandy loam
22 - 38" 10 YR 4/2 Sand
38 - 71" 10 YR 5/1 Sand
Comments: None
Location 8 (Manual installation/hand auger of shallow water table monitoring gauge)
Depth Hue/ColorlChroma Texture
0 - 20" 10 YR 2/1 Organic
20 - 42" 10 YR 2/1 - 10 YR 3/2 Loam/Loamy sand
Comments: Loamy sand would not stay in auger bucket. Water table located at
6" from the surface during installation
Location 9 (Manual installation/hand auger of shallow water table monitoring gauge)
Depth Hue/Color/Chroma Texture
0 - 8" 10 YR 2/1 Loam
8 - 20" 10 YR 3/1 Sand loam
20+" 10 YR 4/2 Loam sand
Comments: Soil profile taken in G2, south of the actual monitoring location.
' Martin Marietta Aggregates Rocky Pant Quarry Expansion
Mine Dewatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

1

Table 2: Rocky Point Quarry Groundwater and Shallow
Water Table Monitoring Gauge Location Elevation Data
Monitoring Location 1 2
Monitoring Gauge Type Piez SH OB D Piez SH OB D
Monitoring Gauge ID NW15 NW18 NW22 NW23 NW4 NW11 NW21 NW26
Elevation Top of Casing (ft) 'all elevations MSL 24.90 25.53 25.46 24.62 19.42 19.98 19.57 19.31
Elev. Ground Surface 207 20.63 20.91 20.41 14.63 14.57 16.56 14.73
Depth to Bottom of Casing (from top of casing) (ft) 5.81 9.08 19.54 28.75 6.13 9.00 20.13 30.77
Elevation Bottom of Casing (location of probe) (ft) 19.09 16.45 5.92 -4.13 13.29 10.98 -0.56 -11.46
Monitoring Location 3 4 5
Monitoring Gauge Type Piez SH OB D OB D Piez SH
Monitoring Gauge ID NW3 NW17 NW20 NW25 NW19 NW24 NW2 NW10
Elevation Top of Casing (ft) 'all elevations MSL 17.06 17.15 17.60 17.07 23.76 21.87 21.74 21.72
Elev. Ground Surface 12.43 12.38 12.59 12.65 18.82 18.10 17.19 17.01
Depth to Bottom of Casing (from top of casing) (ft) 6.04 8.96 29.50 36.00 20.71 36.58 6.17 9.10
Elevation Bottom of Casing (location of probe) (ft) 11.02 8.19 -11.90 -18.93 3.05 -14.71 15.57 12.62
Monitoring Location 6 7 8 9
Monitoring Gauge Type Piez SH Piez SH Piez SH Piez SH
Monitoring Gauge ID NW1 NW6 NW12 NW9 NW14 NW5 NW13 NW16
Elevation Top of Casing (ft) *all elevations MSL 21.72 22.57 24.48 24.26 8.84 10.00 24.52 24.48
Elev. Ground Surface 17.26 17.73 20.23 20.07 4.23 4.30 19.79 19.69
Depth to Bottom of Casing (from top of casing) (ft) 6.08 9.19 6.02 8.83 6.08 9.02 6.13 9.04
Elevation Bottom of Casing (location of probe) (ft) 15.64 13.38 18.46 15.43 2.76 0.98 18.39 15.44
Piez - Piezometer monitoring gauge
SH - Shallow water table monitoring gauge
OB - Overburden ground water monitoring gauge
D - Deep/Limestone ground water monitoring gauge
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Table 3: Rocky Point Quarry Stream Level
Monitoring Gauge Location Elevation Data

Monitoring Location 3
(Unnamed Tributary to
Strawberry Branch 8
(Strawberry Branch)
Monitoring Gauge Type STIR STIR
Monitoring Gauge ID NW8 NW7
Elevation Top of Casing (ft) 'all elevations MSL 17.53 14.69
Elev. Ground Surface 12.69 5.27
Depth to Bottom of Casing (from top of casing) (ft) NA NA
Elevation Bottom of Casing (location of probe) (ft) 12.69 5.27
STR - Stream level monitoring gauge

Martin Marietta Aggregates: Rocky Point Duany Expansion
Mme Dewatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

Appendix A
Well Certification Data Forms
P

WELL CONS'rRUCTIOiN RECORD
Nm(h Carolina Ikpcuunent e t 1. m imnmcot and N dnr d 11cL`s?7ccs DIVlst(Lp of Water Qwdity - Groundwater ScOoon
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t M t•"/'l
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1. WLLI. USI'. (Check Applicable lion): Residential O NIunicipalipublic O Indusuiul O Agricultlnal O
Monitoring K kccovcrv O heat Pump Watcr Inicetion O Odwr O IrOther, List Use
1 WELL. 1()C A1'ION:
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OKidgu OSIQpc OV(dlcy OFlal
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Latilutlialongili"dc )'well kwatiun
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Show dirccfion and distance in miles rronr at least
Iwo State Roads or Cuunty Roads" Include the rund
numbers and common rued names.
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tzn, H 1,9., te.;i_
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Ia. KVNIARKS.
I DU HI Ri t3V CP.R 111Y 1'N,AT 171!111 F311 VA\1(:ONSrHU(3FD iti ACCORDANCE WIr 1 15 NCAC C WELL
CONSIItIt: 90N, tit ANDARDti V ) IHA V COI Y OF I11h Rl•.CORD II," RII N PROVIDED 10 T IIF' WELL OWKK
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tiuhndl the original to the Division ur \\'ater Quality. C{rnundwnier Section, IA36 Mail Service Center- RaIdIth, NC
276v7.trrta I'bunB \a, f91!)) 73•i-:!221, U ithin :in data. GW-I RI V. 071;,0111
Martin Maneffa Aggregates: Rocky Point Quarry Expansion
Mine Dewafenng, Shallow Water Table and Deeper Ground Water Monitoring Plan

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WELL CONSTRUCTION 11FCORD
Nunh C'.nulna • Deparuuent l Fn\-ironm.n`l amndd Natural Re m a;'/c/s?f• M inigu ill, Water (?vality - Gruundwatcr Section
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Molluonnc;4 Kecovl•r)• O Neat Pump \\:Rcr Injection fJ Othor 0 IYOlher, Lint Use. __,,,-•
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11u? Mmcriel
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TopogmilhiciLand oaring
CRidge ?Slope C7\ 11tcy ?(1FIat
Ichak ep{NWninlc M c l
I.aiitude? lonytludu of well location
(Ira ec n?rnia . nl.)
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0-k hox)
1)1-.hril ?RILI_IjV . ( i
From t 1'u Fcurnniun Gr:screpImn
I,OCXrlON
Show dltedliun and dixlsnce in miles IiOm ill least
two State Roads or Cuunly Roa1Ls, Include the road
numbuN and cummon road numes.
I2r?cky 1?0. t C?I^rr rr?.lt ). ,via .lac . S
C?vc?htaCtt l (Ue l
It. RTNLARKS:
I DO IIFRIr1f) ' il010'I-IIA 'IIIISW@II WASCONSt RI.I(Inil) IN \CCORDANCL W1111 l\INC,% C WFLI.
GUNS 11LI (.-I1VN I'ANpAI D! '1) li I \ i t>P5' I)I 11115 It Li URII HAti fit I:N I'Rp41ULl) T(:)'Ilit W1 LI. (74YNF.'R
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SICiNATURl 01- PERSON COASTRI LING rtn 5ALL3. DA'M
Submit (he original to the I/i\Ixion of \V:rter Qualily. (:ruundwaler Section, 1636 ,Nail Senicr Cv,avr- Raleigh, NC
:7691-16.16 I'honv ,Wi.(419) 7,11.,1121.\\ ithin,l0 dais, GW-I REV. 071'001
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dswatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

WEI.I., CONSTRUCTION RECORD
North t Irelma - I) Twrliovto ul Lne irlnnnent and Natural Res a ccx Drvy,iral?u?'r•?(`? %Vatcr Quality • Groundwater Scatioonn ,4
x1I::,:. [ONIIt V-Iltn(tSDI\ IDtkl.t N VNIV llw//lm?l ???y
w'M<O'N1,RAC'I'ON COVIl svA SAME
v! 11 t: m Lt,l. t uUl ml.C lluti PFII.Vi I'Ia
11(,tnnllea1lk t A-WIC16ATED CVr) rt(N:11 t I a
(If"oirl icable)

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I A\'pl.l. USE ((:IwcL.\pplicablc I1,)xt: Residential O b1unicip*Pubiic0 Industrial O Agricultural O
\louuonnN v Recovery O Heat I'ump Wmer hipcduu O Oilier O if Uther, Lost Use_
_'. 1S 1 1_I- IOC A I KtN-
NcaiemToau_? k- 7L?s,.Ei _ uunly r
.-?I,L7-J.?? •C 4.., t'/Iwl, t Vic, / CC3. 1Ge. .
I'sI N-10. Nwnhera• C ommomry, S1lMlv.1i-. 114 Nx., / p Cntul
10 N11.14' 1r .1 ? r11s: ti t ?S,J ?c •
II r5trratyy?rt }/• Ic A6.7
l l ? ? I ale r„a?
1 V n I Ih'r
Alto
1. UA I'h. IJkll L1iU_, 7„_3?
S, r/`XI'.\I. 1)Ia'1 FI: -._._.._._..__. _
b. DCIGS WELL REPLACE EXISTING! WELL? YGS O NO
?, tiIA'HC N'A'I'LSk LEVEL Bclow'rop ol'Casiny' __.._______._
(r',c"?' .1',Umrc Top xi CmfxS)
X. Y( V (O C'ASIN(i IS __......,?_?....._._ 11', :\buvc Land Surface'
'I pxcY.rtt IY r IxlnAlad All- t.1-Isxd llirr- T,quomU
,'arf,ll.r I., xe.xrdunce xlr r 14A SCA(: IC .UI IN.
9. Y1 J, l port'. N1Lr1'FIODOPTEST __?__ s
10. WA ['[:.It LONP.5Idcpih}: YSc ,r -(ar C,,,,•_
I1. 171SINFliCTIQN:I')gx_ y_ Anunull S
12. CASING;
t1
Wall Ihickocit
Ikpill I71anuter or %VvighuFt. Slater al n
p
From G.,1-__,'I'o__• -'1 _ 1-t _X,, ,".._ . ..(L. o C> _..P'L-

I'ram-__-
Li, CiROU I': Depilt ptwrial tilomuxl
Pnrllt._...C2._..._ r°-?___ Fl, 4111
From __... To . Ft..... ......
DJ'o,
1.1. "it llLEN: Iham,y r Slot Su \hlteri;d
)
1 r ml._.l 11.?:?._.. 1 t,,..,''r „•„••„•III .KQ A III 1'y .._

IS. SAND/URAIA,PACK:
hpth
From- . ro__l... Sze
1`( aaucu,,}}t .L
`Jr YC?'tuCIDC.Qe,

'ropographiGf.and setting
Midge Mope Malley VI-lat
tchmk orlpmpnele hox)
Latitudcllo tgiySNlggorwJ ll lmcutiu?l
3 7'2 ?`6°w'
l.:uiluclc/lolgitude saune;OGP5tFT`npnyraphir: neap
( -k lwx)
l?l.P:LlI 171tR? I.tNC 1 fir
Proof 'ro Formation Description
x.o[ylst/Srp elay I?xs».
_........ _..13..-..f.S_:
I„OCATION SKBTCFI
how direction and distance in aliics from at Icast
wo Slaw Roach or Counly Raids. Inciudc the road
urnbcN and cormnun road narnes.
tI ,r,. K7 Cyr.. Gn tU..r v(-. !c
Ccb..rrle Wc.l?
1 " RVIMARKS-
I DO tIFitl R1(.FRflll'f F14r TIIIS1Vl:LL WAS('ONSTkLC.ltbly At:CO1tD4vLL IVIII115A NCAC CIVFLL
COhvlRlt.7IUVS1IND Dti,aNUlFI r: )Pl'(i Ii'ms RECORD HAS BEEN PROVIDtDTOTFIEWEL OWNER
A I? ?. s
SIGMA'Ii.ltl'11P'L•RSUNC'ONSIRLCTINCI'lHLWELL DrATI:
Submit the original to the Dirisiun of Water Quality, Groundwater Seclioo, I63(o, Mail Service Comer- Raleigh, NC
37699-14.11;I'bxncNu•1'll9t 731.33]1, within 3Rd:gs. GW-1 RFV.01211101
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatenng, Shallow Water Table and Deeper Ground Water Monitoring Plan

J

I

WELL CONSTRUCTION RECORD
North ('aroIina - Department of Fnvironmenl and Nalura[ RC a bees - Divimot),of water Quality - Groundwater Section
?J Z'?
L
t\FI1.('ON I itAC'I ORO"I' III I U.I ? &r? crx,rmcA'Pm M_ (
svf.LL CON 'I UM IOU COMPA.-0 NAME l'.r ryc7 '•. .?.. rL1?Ir 1.7f.. ......__.:.._.._..___.. PIIomr. r( Fm:P2?'_.:???,7
N IA I K ss'ra.t• r'(INN I HUC I'ION I'Eltsll'fn ED wQ PERM110 . ___._.
Iif amAwahle} (iftprAieabI0 _- --
WI'A 1, t:'SFi (('heck;\I V icabkz IWx): I(csidcntial0 municipal/Public 0 Industrial 0 Agricultural 0
AFnuitorinu % Kecovery U Ikleal Pump Water Infection 0 Olhcr U IfOdtur, List Uee-.,.__r„•,V__-_
2. N I L t LUC 11 ION: A
Near t 1huu-_.??55
_----
IN :`: nn:, ? I, r: Crm:nun h. S,.Nh I. t:Nn. ZIP C?.t.•I
7. OWNIR:'(vv.rb v - y? 4"'? ?t.,}rrN?..l•rrl'a.c
A I Ile„
Sul,
5. 1'01 AL Uh-PI 11:
b. DOES WE'LL 1UPLACG EMS] IN<I WELL? YES 0 NO
7 S'rA'I'IC WA H- R LEA FL I'Mow Top of Camng:
(tae..,"il Albve ):4,.1 eefngl
h TOP OF CASING IS f=1'. Abovc and Su I. face
-I.,P nr rurluti rcrmfnareA uUpr nclnw Iona. rurluce -Ilurcr
vn In :rcruruan<e w116 I ?,s NC \r' :0.111 IM.
9. YIFLGfttptn):,,1??,?_-.A1U1' IODOIr'LISI'._.„,......
In 1YAI'r:l: /.ONP.S W,:juIU'
l l. DISINFEC'NON: Typc._y ?, ? Anunmt - SI
12, CASING: 11;d1lhckncsc u,
Ikpth r Di;mxlcr of WcighClh. Material ter
LFVIn w:ij r,l I:I rr (^..NG) '
1 t- 01MI.;-I Llapth Aintrnal Mclhod
d. Nf R I I N, t L pdt ( [ atrt„ t r Sort ]v %Im ri d
I tom ..5...... ro.
n--in. in
15. SrANI)IGRMA, PACK:
t? Dcpth r St c Iucn'I
TupOgraphie/Land soling
URidge Mope UVallcv Wat
(0.1, appmpoale bw )
Ladtrttdellnng'I I- I'tvVlln?ntiol?r
3? cy ?..?Y1 i7,.?.?,...,.].?__4E
(a a cc. : i Nxwonas)
Limudellongitudc mall
(0-k b.1
I)hf,rF1 I)RILLIN(f,l OCi
F'rul pro I ant Won D suriptiou
1. ? ?n. 3-,•.Z
ow dlrcction and distance in milus from at least
u State Roads or County Roads. Include the road
rnbetx mul common toad mmmcs.
, (tJ . 4(,A- l[ r w?
i>c k? rya, -,-it t u vwr ?? a N
L

16. RENIr%RK,S:
I UU IILRI:dY ({ I(1111' fll, C THIS )? FI R WAS U)h'arRU41 I -J) IN ACCOItDrANC'@ WrCH 15A NC Al 2C, WELL
('DNS II(I CI ION VI AND, )SANb "II A I 'A l 1 o Illy 10 CORD Ii/,S BEEN PROVII)M TO71V1 WELL OWNER
%-G _ ..........
SI(KAI'I Itti OfPlf.1(SONCONSIItX11A67HI;WF•,LL DATA;
S" but it the "liglmd hr dLL• 1)1001 o Uf WmVr Qmdi IV, Grouitthral er Seel ion, I6.16 AluiI Strvicc ('' ulcr- Rulelgll, NC
:7644-IL!6 I'll IV No. 1919) 73)-21_]1• ,Rhin 30,13.,s. (;W-1 R.L \(. (P. ?001
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

-Deep WW T#
North Caro3na • Dapartment of anwronmant and N aural Rea0umas • DN1401 of Wager Quality • GeoVr 4water Section
1e34 Mad Service Center- Ralagh,N.C. 27099.IMPhonh (gt9) 793.3221
WELL CONSTRUCTION RECORD DRILLING CONTRACTOR:
DRILLSR R[OISTRATION
STATE WELL CONaTRUCTION PCRMtTM:
1. WELL USE iCnadc applable toq ReS danvrl r-1 Municipal 0 Induttdpl [] I1p icoltural ? Mantlonng
Recovery ? Hatt Pump Water Inaction El Other O It Other, Lia1 Use:

2. WELL LOCATION: S?h?oalhc skeett't ??[f ?th??e location below)
?j
Nearing TOWlt:._ GddJ V A1[e? Cow nrr Ruder
(Road. Corrrnuney, or 9uDBrdwn Will tot No -1 DEPTH
3 OWNER-.]MAW Maileffa. Maferlrals, 244. From To
ADDRESS a171Q "CLEF 136010 Q - 8
(Streeter RC,lte NO.1 a76D,7
l?nlai Aaerifh Cnrc?rA+i O t5 ' 0157
City ofllb? stare to Con
4, DATE DRILLED ?QrZ
2C
5. TOTAL DEPTH
6. CUTTINGS COLLECTED YES O NOO
T. DOES WELL REPLACE EXISTING WELL? YES' NOF?&
R. STATIC WATER LEVEL Below Top of Casing: FT.
(Use's I Ab:H TOO Of Caarp(
9, TOP OF CASINO !S FT. Aaow Land SUftace'
Canine TemiInadod War bolo- 4M arlew Is Illegal unlw • wdarms Is Issued
In aawreenw with 13A NGO QC .011111
10. YIELD (gpm): METHOD OF TEST
11. WATER ZONES (doptn):
DRILLING LOG
Fwff4kn Description
Chi v
6

E

1

12. CHLORINATION Type .- Amount It addh am, space is needed use back of form
13. CASING:
Wall Tnlclneu LOCATON SKIETCH
Daoth 0'W"' W Wsy,M'Ff Maws, (Show dbeccon and dr:tance hem at NKt two Stall
From -.0 To 1_ Ft. 2_ . ARK Roads, at oU+ar map .aferenee points)
Fro^ TO Ft.
From To Ft.
14. GROUT,
Material ` Method
Depth
I'
From _n To ,__t?_.._ FL
From To Ft.
15. SCREEN:
Depth Dlam*to* Slot Size Materiel
From 17 TO _V_ Ft -,9-_ lr. In. - P,&_
Prom - To Ft in. ^ it. From __.._To Ft in. -In
. .
1H. SANClGRAVELPACK:
17 Depth? _ Site ?Materlw
Ftom To Adlc_ Ft.
From __. To Ft.
17. REMARKS:
I DO InEREBY CERTIFY T14AT MIS WELL WAS CONSTRUCTED IN ACCORDANCE WRH 15A NCAC 20. WELL
CCNSTRUCTION STANOAROS, AND THAT A PY OF THIS RE 0 HAS BEEN PROVIDED TO THE WELL OWNER.
SIQNATUREOFCONTPACTmR CRAGENT DATE
9utrrtt oAO Mai to wegn Of Watts Quality and COPY go V-04 cww.
.. .._.......?...?-. QW4 REV, Argo
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewafedng, Shallow Water Table and Deeper Ground Water Monitoring Plan

' • vee p w4l/ err
North Carobnt • DeWmarit of ErnRron„ent and Natural Resourc•t -Division al Water Oualty • Groundwater Section
ION Maw Senk:s Center • Rsfeigh,N.C. 2769e•16061+hnM [phone] ?L???ele U
' WELL CONSTRUCTION RECORD DRILLING CONTRACTOR:
DRILLER REGISTRATION 0:
STATE WELL CONSTRUCTION PER141TO:
1. WELL USE(CheckApplldblaeoa;:Readeflftal? Municipal? Irldustrisl? Agricultural0 MonfforingCR
Recovery ? Heat Pump Water Injection [j Othet E] it Othar, List Use:

2. WELL LOCATION: how sketch of the focation Wow)
Nearest Town X V ]1f.u-•• Courny: _ C
lRoad• Cormnnly, or okox"14w am to No.) DEPTH
3. OWNER M=hN ryla El From To
ADDRESS 22110 h r114;.,? ? 15-
Q_ (Suu• r Avjw No,) a5
_t_rN eta / to Li1CiYU'iu ?760,,7
en nn Sate Dpcoea
A. DATE DRILLED
5. TOTAL DEPTH
6. CUTT1NGSCOLLECTED YESIN NOM
7. DOES WELL REPLACE EXISTING WELU4 YES F-1 N029 ._._._.__.,
S. STATIC WATER LEVEL Below Top of Casing: FT.
(Uso',' d Ahoy Tip of Cadre),
9. TOP OF CASING IS FL Above Land Surtace•
• Cowns T•nnlnee" •v« mew ww •un•e• 4 Metal un4ef • w ilmo is 4eu•d
Irresarge•ewAh IGANCAC:IC 011E
10. YIELD (gpm): N1ETH00 OF TEST
11. WATER ZONES (depth)'
DRILLING LOG _
Farmaaan Des`eflimn
$ AAAtj..l.
Gi Qs]!ta,lrt..
e

12. CHLORINATION' Type _-_____. Amwnl It aw.brial tome is nesdod uu back of torm
19. CASING:
Wei Th:cMtx LOCATION SKETCH
Depth c? Diameter or %V.'WjhLFL qf*W (Show difecfon and CL11MCe fron+ at test two State
From C) To Ft. _3_ Roedn, or otrwr mop rM«•nea pok")
From To Ft.
F,om TO Ft
14. GROUT:
Depth hlateripi Method
From _Q. To _1.-Ft. u"AMAIdUe.
From -To -Ft.
15. SCREEN:
?c Depth Diameter Slat Sae Material
F,on1 _;[,_To_ 25- FI _9'L- In. ?f in, ,., ._
From _ ?. To _ FU In. In
From To - Ft in. _ in.
to SANDIORAVEL PACK:
Depth Size MaterialQ
From 15'_ To Qf Ft.
From TO Ft
17. REMARKS:
100 HEREBY CERTIFY THAT THIS WELL. WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CONSTRUCTION STANDARDS. AND THAT A COPY OF THI8 A11CPAP HAS BEEN PROVIDED TO THE WELL OWNER.
a
3 GNATUAE OF CCNTRACTOR AOE-NT DA-6
D vww err WaIY Ouetry arid ooov 10 wall owner.
'- GWd REV. area
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

'_ 1

North CatolVna- Ceperiver" or Erniroru. 0. and Natiral Alwouro w • Ondsan of Water Crust ay • Groundwater Seabon
1&76 Afoot Stroato Centel Ralsigh,N.C. 2711IN-I 3&Phons [phone]
WELL CONSTRUCTION RECORD DRILLING CONTRACTOR,
DRILLER REGISTRATION 11: _.dZj$1 •
STATE WELL CONSTRUCTION PERMIT:
1. WELL USE (Cheap Applim" GOAT. Ra lli(10 111 ? Muhklpal ? Industrial ? AQraulturat ? MoniWdnp-&''
Recovery CJ Keat Pump Water Injbction ? Olner ? it Other, List Use:
2. WELL LOCATION Show Sketch f the!ooaficn below)
NowastTowh: CI4Y riv7- Cnunry: aAIeJPf
(Read. CoT^Wty, of Sjbdbldun 04 Lot Vd 1 DEPTH
3. OWNER 1'?'?nr . YWIA354- t't')sierA!A' 'Are, p,mo To Al- nLehW,
(6uwIrr goose Noe _?3 at5e_
C ty v-14" 510(v ZIP Coot
4. DATE DRILLED Oa
S. TOTAL DEPTH
1S. CUTTINGS COLLECTED YESZ NC'(?
7.. DOES WELL REPLACE EXISTING WELL? YES 0 NOX
0. STATIC WATER LEVEL EWOW Top of CASIAC: FT.
(Usa '+' It Aden Tap or (aang)
9. TOP OF CASING IS FT, Above Land Surfaces
CA91" Tanetneurd War below land surface is dlaaat urkm a'ndance Is Issued ..
In aatord?ew+eh t SA NCAC tC .0111
10. YIELD(ppni); h1ETHOD OF TEST
11. WATER ZONES (depth):
12. CHLORINATION, Type Amount
13. CASING:
WM TNdmdta
/? Depth Dkervoor or woklwrt. M anal
From__a__To ___Ft. 2'
From To Ft.
From To F1.
14. ,itROfiT!?yyyruis
Depth Material' MSthod
From ?. To 93 Ft. &'rv3 chila
From To -_Ft.
15. SCREEN:
DRILLING LQQ
Fw,MNp/Daaadp4at
time t_
_SaAK s
it addidoesl apace id -.ended use back of to"
LOCATION SKETCH
(Show direalon and diatattad from at bast tae State
Roads. or other map reratmoe polnro)
O"th Ol7meter SlotSlta matoodal
From ' _ to_M _ Ft Q In. QQL. In.
From - To- Ft. _._. In. in,
From _ To - Ft. - In. -In.
18. SANOtGRAVEL PACK:
Depth Site Material
From To --W- Ft.
From TO FL
17. REMARKS:
100 HEREGY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 16A NCAC 2C, WELL
CCINSTRLCTION STANDARDS, AND THAT A OF TFIS R O HAS BEEN PAMOEO TO THE WELL OWNER.
9- 9- ca.
.. ...... SiONATVRS OF CONTRACT R A4ENT DATE
S bml 0041nat to Dkialon d Wua, Oun'y arts adpy to Wow manes.
OW-1 M. fivot
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mme Dewalering, Shallow Water Table and Deeper Ground Water Monitoring Plan

L

Fil

'116P we'll, 4 L/
North Carolina . Daprulrnent of £rwkonment and Not6nd Raaoum" . Dvnsion of WAtor Quality - Gmundwttar Section
1694 Mail SaMoa Gamer • FlAeO.N.C. 27693.16*Phone [phone]
WELL CONSTRUCTION RECORD DRILLING CONTRACTOR:
DRILLER RBOtSTRATION Y:
STATE WELL CONSTRUCTION PERMITI:
1. WELL USE (Chath Applicable auk RssidsnEai O MunICIPsI ? Industrial © Agrlcuiturat ? Monitoring
Recovery 0 )toot Pump Water InWAon ? Otrwr I] it other. ust'JN:
2. WELL LOCATION, w akelcn?,1 the location beaiw}
N"matTo": a,cxV Pozd16 County-
(Pond.iry, or 366& f6igrt and LA No.) DEPrK
3. OWNER 1.?k_ lh7arig ?r ??'? ftm -d
ADDRESS a2lD Ujid fli" B=Q b 17
l ai, .t ??era NOUIa No) 17 _ 22
Cifna!/yeL o2Ud A3
Cryor ern tStA:» ZIP COaa 22, 3 ?? - 34
4. DATE DRILLED
3. TOTAL DEPTH
6. CUTTINGS COLLECTED YES NO?
7. DOES WELL REPLACE EXISTING WELL? YES ? NOO
B. STATIC WATER LEVEL Ealow Top of Casing: FT.
JUN' f Aism Tog or Carngl
g. TOP OF CASING IS FT. Above and SW rifts,
• Ceahle Telmin AW alley Wow pnd SWAM W IS 111"al urlra a raiiaroa to pawed -
or aaa01dwve Mh /aA NCAC 2C Ail $
10. YIELD (gpm): --METHOD OF TEST
11. WATER ZONES (depth):
12. CHLORINATIOrt Type Anlot nl
13. CASING:
DRILLING LOG
Foimatlan Daa?iptlan
If adainonal apace is netted tat beak of farm
wta TNtitnau LOCATION SKETCH
Depth ?f 01"' a w'alchurl. Malarial (Sow alraeeon and dBtanea from w isast two Slats
From O To 2._ Fl. :._ 7UL Ronda, or other rr4p relarenoa poIrus)
From To Ft.
From TC Ft.
14. GROUT:
Death malmal Method
From _0 To 21 Fr. Ett?'L _
From TO Ft.
15. SCREEN:
Depth O'amelor $tot Size -Material
From -2?. To U_ F1,..3_ in. Q al in. PT
..?
From _ To _ Ft In, In.
From To FL in, _ in.
10. SANOiGRAVE:. PACK:
Depth Size Malarial
From To Ft. ?_ r7rllt?
From To Ft.
17. REMARKS:
100 HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTE0 IN ACCORDANCE WITH 151 NCAC 2C, WELL
CONSTRUCTION STANDAROS. AND THAT A COPY OF THIS RECCA/p?/g BEEN PROVIDED TO TH6 WELL OWNER.
S GNATURE OF GONTRACTOR Oik OENT^ DA16
Uarml ahaalal to omsion of water Dually and copy o wail owrwr.
_.._.._ .. _..--.__ ..,.._..-...Y. GWI REV. sm
Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

II

1
Appendix B
Site Photographs

J

71

' Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine De watering, Shallow Water Table and Deeper Ground Water Monitoring Plan
11

Photo 1: Typical soil profile (Murville soil series) taken at Location 5 during installation of the shallow water table monitoring gauge and piezometer.

i?

i
?? t?^ti ir_ JI
-ti??
r
r y? ?a1
7
1?
'F-IwAbq *J 74 -
.

Photo 2: Dense clay layer (Location l) that was generally identified at 12 to l6 feet among the monitoring locations.
Title: Ground Water Monitoring Gauge Installation
Project: Martin Marietta Aggregates
r -
Kimley-Horn Rocky Point Quarry Expansion
,?
?
I
d A
i Pender County, North Carolina
. an
nc.
ssoc
ates
, Date: Scale: Project No.:
October 31, 2002 NA 011185010
Merlin Marietta Aggregalm Rocky Point Quarty Expansion
Une Dewalering, shaam Wafer rabic and Deeper Ground WaferManitoring Plan

Title: Ground Water Monitoring Gauge Installation
Project: Martin Marietta Aggregates
Kimley-Horn Rocky Point Quarry Expansion
Pender County, North Carolina
and Associates, Inc. Date: scale: Project No.:
October 31, 2002 NA O1 l 185010
Martin Marietta Aggregate& Rocky Point Quarry Expansion
Mine Dewalering. Shallow Water Table and Deeper Ground Water Monilomg Plan
Photo 3: Overburden gauge installation, Location 4.
Photo 4: Overburden gauge screen installed at Location 4.

? .?? rt a
I
,/ 74 r'i

Photo 5: Deep aquifer/limestone well installation, Location 1.

via
,r

?'AfM N . ?
`
•
P

r ?
_
L a1
Ag; 2

Photo 6: Completed overburden ground water well prior to installation of data logger, Location 1.
Title: Ground Water Monitoring Well Installation
Project: Martin Marietta Aggregates
r Kimley-Horn Rocky Point Quarry Expansion

_
d A
i
I
t
kk Pender County, North Carolina
an
nc.
ssoc
a
es,
kk.-
Date: Scale: Project No.:
October 31, 2002 NA 01l 185010
Martin Marietta Aggregates' Rocky Pont Quarry Expansion
Mine Dewatering, Shallow Water rabla and Deeper Ground Water Monitoring Plan

Photo 7: Infinities, Inc. pressure water level data loggers installed, Location 3. Metal casings were fitted to enclose the units once the loggers were
installed. The concrete pad for the deeper ground water well (left) was also completed after this photograph was taken.
Title: Ground Water Monitoring Gauge Installation
Project: Martin Marietta Aggregates
PP' - " Kimley-Horn Rocky Point Quarry Expansion
Pender County, North Carolina
and Associates, Inc, Date: Scale: Project No.
October 31, 2002 NA 011185010
Mahn Marietta Aggregates Rocky Pont Quarry E*onwn
Wne Dawatenng, S1181leW Water Table and Deeper Ground Water Wndonng Plan
Photo 8: Shallow water table monitoring gauge installation, Location 9.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

Title: Ground Water Monitoring Gauge Installation
Project: Martin Marietta Aggregates
Kimley-Horn Rocky Point Quarry Expansion
Pender County, North Carolina
?.. ?_ and Associates, Inc. Date: Scale: Project No.:
October 31, 2002 NA 01 1185010
Martin Marieda Aggregates Rocky Point Quarry Expansion
Mina Dewalenng, Shallow Wafer Table and Deeper Ground Water Monitoring Plan
Photo 9: Pressure water level data logger, shallow water table gauge, Location 9.
Photo 10: Downloading data from the shallow water table gauge, Location 8.

Appendix C
I Ground Water Monitoring Gauge Data Logger Specifications

' Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

1
INFINITIES USA, INC. DATA LOGGERS
1648 Taylor Road, #139, Daytona Beach, Florida 32128
Call Toll Free 1-888-808-5488 or call 386-679-7863
info(c.infinitiesusa.com
Specifications for Pressure Water Level Data Loggers
Number of measurements in memory: 3,906
User programmable interval: 1-reading/second to 1-reading/6 months
User interface to Logger: PC or opt. HP 48GX or 48G+ Calculator w/ software
Data Logger power: Four AA alkaline batteries
Data Logger battery life, typical: 4 years
Data Logger range: 0 to 11.5 ft, 0 to 34.5 ft, 0 to 69 feet, 0 to 115 ft, 0 to 230 ft
Ranging environment: inside 2" diameter or larger pipe
Temperature compensation: 0 °F to 120 °F
' Humidity: to 100%
Accuracy: +/- 0.1 % of pressure sensor range
Resolution: 0.01 inches
Data Download rate: 150 measurements per second
Download medium: serial cable
Hewlett-Packard 48GX storage: multiple Data Loggers, 40,000 measurements

L

Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dawatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

t

1

Appendix D
Rain Gauge Specifications
Martin Marietta Aggregates: Rocky Pant Quarry Expansion
Mine Dewatedng, Shallow Water Table and Deeper Ground Water Monitoring Plan

J

.pro V4 i?' `'?
260-2501 Rain Gauge
The Model 260-2501 Tipping Bucket Rain Gauge was
designed for the National Weather Service to provide a
reliable, low-cost tipping bucket rain sensor. Its simplicity
of design assures trouble-free operation, yet provides
accurate rainfall measurements. The tipping bucket
mechanism activates a sealed reed switch that produces a
contact closure for each 0.01 ", 0.25 mm, or 1 mm of
rainfall. The gauge has an 8" orifice and is manufactured
of powder coated and anodized aluminum. The funnel
screen prevents debris from entering the gauge. Shipped
complete with mounting brackets and 25' of signal cable.
Specifications
Sensor type: Tipping bucket
Output: 0.1 second switch closure
Switch: Sealed reed switch
Sensitivity: 1 tip per 0.01", 1 tip per 1 mm, or 1 tip per 0.25 mm
Accuracy: t2% up to 2"/hr
Contact rating: 3 watts, 0.25 amps, 175 Vdc
Size: 8" dia x 13.75" high
Mounting: 3 legs, %" diameter bolt holes on 9'/Z' diameter bolt circle
Weight/shipping: 3.5 Ibs/5 Ibs
Ordering Information
260-2501 8" Rain Gauge, 0.01"/tip, includes 25' cable
260-2501 M 8" Rain Gauge, 1 mm/tip, includes 25' cable
260-2501M.25 8" Rain Gauge, 0.25 mm/tip, includes 25' cable
330-0220 Additional Signal Cable, per foot
260-2595 Rain Gauge Calibrator
260-2596 Digital Event Counter
260-950 Rain Gauge Mounting Plate
260-952 Rain Gauge Wind Screen, 24" legs
260-953 Rain Gauge Wind Screen, 36" legs
260-954 Leg Extender Kit, converts 260-952 to 260-953
260-955 Wind Screen Mounting Kit, flange adapters and
#12 x 1-1/4" wood screws
Precipitation
Rain Gauge Accessories
The Model 260-952 Rain Gauge Wind Screen
minimizes the formation of strong updrafts that can
distort the trajectories of precipitation particles falling
toward a gauge. The screen also generates turbulent air
motions over the gauge orifice to break up streamlines
and thus improve the catch. Use of a wind screen is
recommended with all precipitation gauges located in
windy areas. The screen consists of 32 free-swinging
galvanized metal leaves, evenly spaced around a 48"
diameter. Each leaf is fabricated from 22-gauge sheet
metal, 16" long, 3" wide at the top and 2" wide at the
bottom. One of the quadrants swings out to permit easy
access to the gauge. Two lengths of legs (2' and 3') are
available due to variations in gauge height. Amounting
kit is available for mounting to a wooden platform.
The Model 260-950 Rain Gauge Mounting Plate is an
easy and convenient way to mount your rain gauge. The
mounting plate is sized to fit the 260-2500 and 260-2501
rain gauges. Welded to the bottom of the plate is a hub
that will accept a standard 1" (1.34" o.d.). pipe. Hardware is
supplied for mounting the rain gauge to the plate. The
plate should be leveled prior to installing the gauge.
Specifications
260-952
Material: 22-gauge sheet metal, galvanized
Size: 48" Dia x 24" H (1219 x 610 mm)
Weight/shipping: 45 Ibs/48 Ibs
260-950
Material:
Size:
Weight/shipping:
NovaLynx Corporation PO Box 240 Grass Valley CA 95945 www.novalynx.com 147
Phone: [phone] Fax: [phone] USA Toll Free: 1-800-321-3577
260.2501 Rain Gauge with 260-950 Mounting Plate
260-952 Wind Screen with 260-2500E Electric Rain Gauge

Appendix E
Installing Monitoring Wells/Piezometers in Wetlands
WRP Technical Note HY-IA-3.1
r

August 1993
' Martin Marietta Aggregates: Rocky Point Quarry Expansion
Mine Dewatering, Shallow Water Table and Deeper Ground Water Monitoring Plan

1

WRP Technical Note HY-IA-3.1
August 1993
Installing Monitoring Wells/
Piezometers in Wetlands
PURPOSE: Wetland regulatory personnel frequently need quantitative information about shallow
hydrologic regimes of wetlands and adjacent uplands. Monitoring wells and piezometers are some of
the easiest instruments to use to determine depth of shallow water tables. Most of the literature on
piezometers and monitoring wells, however, deals with installation to greater depths than needed for
wetland regulatory purposes. This technical note describes methods of construction and installation of
monitoring wells and piezometers placed at depths within and immediately below the soil profile using
hand-held equipment.*
DIFFERENCE BETWEEN SHALLOW MONITORING WELLS AND PIEZOMETERS: Monitoring
wells and piezometers are open pipes set in the ground. They passively allow water levels to rise and
fall inside them. The difference between a monitoring well and a piezometer is where along the pipe
water is allowed to enter (length of perforated area).
Shallow monitoring wells allow penetration of water through perforations along most of the length of
the pipe below ground. Therefore, the water level in a monitoring well reflects the composite water
pressure integrated over the long, perforated portion of the pipe. This kind of well sometimes is
called an "open-sided well," "observation well," or a "perforated pipe."
Piezometers allow penetration of water only at the bottom of the pipe, either directly into the bottom
or along a short length of perforation near the bottom. Consequently, the water level in a piezometer
reflects the water pressure only at the bottom of the pipe. Piezometers are sometimes called "cased
wells."
' The difference between monitoring wells and piezometers is significant because monitoring wells
generally extend through more than one water bearing layer and therefore cannot be used to detect
perched water tables, whereas piezometers can. Water pressures in the soil vary in response to
several factors, including depth, differential permeability of strata, and watef flow. These different
factors can be isolated and interpreted independently with groups of piezometers. These factors
cannot be differentiated with a monitoring well because different water pressures are intercepted at
many depths within the same instrument and cannot be sorted out.
SELECTING INSTRUMENTATION: Before installing instruments, it is vital to define study
objectives to avoid gathering unnecessary or meaningless data.
' To investigate when a free water surface is within the top foot or two of the soil, 2-ft deep monitoring
wells are sufficient. Deeper instruments are not necessary and may yield misleading information if
improperly chosen and situated.
* The methods described herein do not apply to water-sampling studies. Researchers needing to sample water from wells
should refer to U.S. Army Corps of Engineers Document EM 1110-7-1(FR): Monitor Well Installation at Hazardous and
Toxic Waste Sites and ASTM D5092-90: Design and Installation of Ground Water Monitoring Wells in Aquifers.

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WRP TN HY-IA-3.1
August 1993
When trying to characterize water flows into and out of a wetland or differences in water pressure of
soil horizons, clusters or "nests" of piezometers are needed. Most mitigation and evaluation studies
require nests of piezometers with instruments located at depths ranging from a couple to many feet.
Each piezometer in a nest should be installed at the same surface elevation and within a couple meters
of the others. This arrangement allows answering questions about ground-water discharge and
recharge, direction and rate of water flow, and water flow in different strata.
Zones of possible perching or water flow must be identified after study objectives are determined.
This requires soil profile descriptions to the depth of interest - often 6 to 10 ft. The profile descrip-
tions should include horizon depths and information from which significant differences in permeability
can be inferred: texture, induration, and bulk density.
If only shallow monitoring wells are used, they should be placed above the first slowly permeable
horizon that could potentially perch water. Piezometers, on the other hand, should be installed both
above and below horizons of low permeability to verify perching. Sand strata should also be moni-
tored. Instruments should not be located at uniform depths around a study area unless the soils are
uniformly stratified.
Typical well configurations include a shallow monitoring well through the A and E soil horizons and
piezometers in the B horizon and C horizons. Deeper piezometers are often included, particularly if
there are significant changes in grain size distribution in the lower soil profile. Soil studies usually
include piezometers to 80 inches, the arbitrary lower depth of soil characterization in most parts of
the country. Soil profile characteristics are available from the USDA Soil Conservation Service.
CONSTRUCTION OF PIEZOMETERS AND SHALLOW MONITORING WELLS: Monitoring
wells and piezometers consist of four parts. Starting from the bottom and working up, these are
(1) the well point, (2) the screen, (3) the riser, and (4) the well cap (Fig. 1). Other items that may be
used in installation include (5) sealant to prevent water flowing along the sides of the pipe, (6) sand to
ensure hydrologic contact and to filter out fines that move toward the well, (7) filter sock of geotex-
tile to further filter out fine materials, and (8) concrete protection pads.
• The well point keeps soil from entering the well from the bottom. This may happen by sloughing
during periods of high hydraulic head, particularly in sands and highly dispersive soils. Well
points are bought separately if the wells are constructed of PVC pipe. Orie should drill holes or
saw a slit in the bottom of a commercially manufactured well point to prevent the closed well
point from holding water and giving false readings during drought.
• The screen allows water entry into the sides of the pipe. In shallow monitoring wells the screen
extends from the bottom of the pipe to within 6 in. of the ground surface. In piezometers, the
screen is the perforated end of the pipe, usually 6-12 in. in length.
Commercially manufactured PVC well screen consists of finely slotted pipe. Screen with 0.010-
in. width slots is adequate for most situations. In dispersive soils with high silt contents one
should use 0.006-in. slots and a sand pack of 40-60 mesh silica sand.
The slot size of the well screen should be determined relative to the grain size analysis. In granu-
lar non-cohesive strata that will fall in easily around the screen, filter packs are not necessary.
The slot size should retain at least 90-99% of the filter pack (ASTM D-5092-90).
2

WRP TN HY-IA-3.1
August 1993
e CLOSED CM CLOSED GIP e
RISER
SCREEN
RISER WELL POINT

LAJ SHALLOW WATER WELL
SCREEN
WELL POINT
PIEZOMETERS
Figure 1. Parts of piezometers and shallow monitoring wells
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WRP TN HY-IA-3.1
August 1993
• The riser is unslotted pipe that extends from the top of the screen through the ground surface and
into the air to allow monitoring access. Riser of PVC is sold separately from the screen in 2 to
15 ft lengths. Sections of PVC riser may be screwed together to extend the riser to the length
desired.
The diameter of pipe used in piezometers and shallow monitoring wells depends on the purpose of
the well and monitoring devices used. Pipes with an inside diameter (ID) of 1 in. or less are pre-
ferred. Small water samplers and automatic monitoring devices are available to be used in the
small diameter pipes. If not, larger diameter pipe will be necessary, the size depending on
method of sampling or monitoring.
In shallow monitoring wells the riser should extend from 6 in. below the ground surface to the
top of the pipe above ground. In piezometers the riser extends from the monitoring depth to the
top of the pipe. Height above the ground surface depends on local needs such as visibility and
access. Shallow pipes should not be extended more than a couple feet above the ground surface
because of the great leverage that can be applied to the above-ground riser.
• The well cap is placed on top of the pipe to protect the well from contamination and rainfall.
Well caps should fit tightly enough that animals cannot remove them and should be made of
material that will not deteriorate with exposure to the elements. Threaded PVC caps meet these
requirements in commercially bought wells.
Well caps can be easily constructed from PVC pipe of larger inside diameter than the outside
diameter of the piezometer. The larger ID pipe is cut to 6-in. lengths; one end of the 6-in. cylin-
der is then closed by gluing on an appropriately sized PVC cap (Fig. 2). Inverted plastic bottles
or tin cans should not be used because of the ease with which they can be removed by animals or
wind and because many such objects rust, degrade in sunlight, or break when frozen.
Well caps should allow air pressure inside the pipe to equalize with that outside. Some PVC well
caps are manufactured to allow air passage through a joint. Others should be modified so they
cannot be threaded on tightly; this modification can be accomplished by closing the lower part of
the threads with a bead of epoxy. If a vent hole is drilled in the side of the riser it should be too
small for wasps to enter.
After reading, well caps should not be secured so tightly that the shallow pipe must be pried and
jostled to remove the cap. If surface water may overflow the tops of the pipes, caps should be
secured so they will not be lost.
• Sealant is placed above the sand filter. This prevents water flow along the sides of the pipe from
the ground surface and through channels leading to the pipe. If the well screen is below the water
table at time of installation, the annular space above the sand is filled with bentonite to the top of
the water table; grout is used to fill the annular space above the water table and to the soil sur-
face. If the well screen is above the water table, at least 6 in. of bentonite is placed above the
sand filter and grout is filled in above it.
Bentonite is available in either powder or pellet form from well drilling companies. Pellets are
easier to use in the field. Fine pellets can be dropped directly down the annular space above the
sand filter. If this zone is already saturated with water, the pellets will absorb water in place,
swell tight, and seal off the sand filter from the annular space above. If the bentonite pellets are
4

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WRP TN HY-IA-3.1
August 1993
2" PVC CriP
?I
2" PVC PIPE
GLUE TOGETHER
W/PVC GLUE
6-
L
Figure 2. Homemade cap made of oversize PVC piping
dropped into a dry annular space it is necessary to drop water down, too, so the pellets can swell
shut. The purpose of the bentonite collar is to prevent grout from flowing into the sand filter.
After the bentonite has been installed, grout is mixed and dropped down the remaining annular
space up to the soil surface. The recipe for grout is 100 pounds of #2 Portland cement, 5 pounds
of bentonite powder, and 7 gallons of water. The grout provides the primary protection from side
flow down the riser because (1) it penetrates the surrounding soil matrix better than bentonite and
(2) it does not crack during dry seasons.
• Sand is placed around the entry ports of the screen. Clean silica sand is commercially available
from water-well supply houses in uniformly graded sizes. Sand that passes a 20 mesh screen and
is retained by a 40 mesh screen (20-40 sand) can be successfully used with 0.010-in. well screen;
finer sized 40-60 grade sand is appropriate for use with 0.006-in. screen. If available, the finer
sand and screen should be used to pack instruments in dispersive soils with silt and fine silt loam
textures.
ASTM-5092-90 recommends that primary filter pack of known gradation be selected to have a
30% finer (d-30) grain size that is about 4 to 10 times greater than the 30% finer (d-30) grain size
of the hydrologic unit being filtered. Use a number between four and six as the multiplier if the
stratum is fine. This recommendation may not be achieved in clayey soils, in which case filter
socks should be used.
• Filter socks are tubes of finely meshed fabric that can be slipped over the screened end of a well
to filter out silt and clay particles that may be carried toward the pipe in flowing water. These
5

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WRP TN HY-IA-3.1
August 1993
should be used in conjunction with sand packs in highly dispersive soils. Filter socks are avail-
able from engineering and water-well supply houses. Results of multi-year studies indicate that
geotechnical fabric may clog up with microbial growth. In long term projects, filter socks must
be monitored.
• Protective concrete pads are often poured around the pipe at the ground surface. They serve two
purposes: (1) if large enough, concrete pads can prevent run-off water from channeling down the
sides of the pipe, and (2) in many states they are required on all water wells to protect sources of
drinking water from contamination.
Accurate ground-water monitoring requires that instruments be isolated from incursion of surface
run-off down the sides of the pipe. A large sloped concrete pad (3 or more feet in diameter) will
usually prevent run-off from collecting around the pipe and preferentially running down it. How-
ever, water channels can develop underneath hastily installed concrete pads. Poorly constructed
concrete pads will crack as the soil underneath settles or heaves with shrink/swell and freeze/thaw
cycles. Installation of a tamped and wetted bentonite sleeve around the pipe and proper mounding
of soil around the base of the riser at the ground surface will prevent side-flow more effectively
than an improperly constructed concrete seal.
Some states require that all monitoring wells be isolated from surface flow with a concrete pad.
This regulation is intended to protect drinking water sources from pollutants in surface run-off.
State regulations should be observed at all sites despite the inconvenience of transporting materials
to remote locations. A copy of the state's water well regulations must be obtained and proper
forms for each pipe must be filed. For shallow instruments that are many meters above aquifers
or aquifer recharge zones it is recommended to consult with the appropriate state agency for an
exemption. Most of the time common sense will prevail and such pads may be omitted from the
design of very shallow wells.
INSTALLATION OF SHALLOW MONITORING WELLS AND PIEZOMEfERS:
• Shallow Monitoring Wells. Installation method is for 2-ft deep monitoring wells.
Uses: Shallow monitoring wells may be used to determine when the shallow free-water surface is
within depths required by jurisdictional wetland definitions. These depths-have historically varied
from 0.5 to 1.5 ft and are shallower than the shallowest slowly permeable zone in most soils.
Therefore, 2-ft deep monitoring wells are sufficient to detect water tables in most soils if the only
information needed is whether a jurisdictional wetland is present. To know how much the water
table fluctuates during the year at least one deeper pieaometer should be installed next to the
shallow monitoring well. Deeper wells with 3 or 4 foot screens require that horizons have similar
permeabel ities.
Construction: Shallow monitoring wells used for wetland jurisdictional determinations should
have 1.0-1.5 ft of well screen. Enough riser should be added above the screen to allow 0.5 ft of
riser below ground and 0.5 to 1.0 ft of riser above ground. The above-ground portion of the
riser should be kept to a minimum to protect the surface seal from disruption during accidental
jostling. A vented well point should be added to the bottom of the screen and a well cap to the
top of the riser.
The total length of the instrument will be approximately 3 ft: 1.5 ft of screen, 0.5 ft of riser
below ground, 0.5 ft of riser above ground, and 0.5 ft of well point and cap. The well should be
6

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WRP TN HY-IA-3.1
August 1993
constructed of 1-in. ID PVC pipe with threaded joints unless water sampling or automatic moni-
toring devices require wider pipe.
Installation: A shallow monitoring well should be installed by (1) auguring a 2.5-ft deep hole in
the ground with a 3-in. bucket auger, (2) placing 6 in. of silica sand in the bottom of the hole,
(3) inserting the well into the hole with the vented well-point into but not through the sand,
(4) pouring and tamping more of the same sand in the annular space around the screen -- this
should be at least 6 in. below the ground surface, (5) pouring and wetting 2 in. of bentonite above
the sand and (6) pouring grout to the ground surface. A final mound of grout prevents surface
water from puddling around the pipe unless a concrete pad is required. Installation is illustrated
in Figure 3.
CAP
BENTONITEAND
/f1 SOIL MIXTURE

8" RISER GROUT SEAL
BENTONITE SEAL
12-18"
SCREEN
SAND PACK
WELL POINT
r
AUGER
HOLE
• Standard Piezometers.
Installation method is for
standard piezometers.
Uses: Standard piezometers
are the preferred instrumen-
tation for monitoring water
tables. This method should
be used whenever results
may be published or liti-
gated. Even in most juris-
dictional studies involving
shallow monitoring wells, a
few standard piezometers
should be installed around
the project site to learn how
deep the water table drops
during the dry season.
Construction: Standard pie-
zometers consist of 0.5-1.0 ft
of screen, enough riser to
extend above the ground,
well cap, and vented well
point. The total length of
the piezometer will depend
Figure 3. Shallow monitoring well on the depth of the zone
being monitored. Pipe diam-
eter should be one inch unless sampling or monitoring instruments require wider pipe.
Installation: Installation of a standard piezometer entails (1) auguring a 3-in. diameter auger hole
to a depth of 6 in. greater than the below-ground length of the piezometer; (2) dropping and
tamping 6 in. of sand into the bottom of the augured hole; (3) inserting the well-point and pipe
into the sand; (4) tamping sand around the length of the screen and 6 in. higher along the riser,
(5a) if the sand filter is below the water table, pouring bentonite pellets into the annular space
1 from the sand filter up to the water table, or (5b) if the sand filter is above the water table, pour-
ing bentonite pellets at least 6 in. above the sand filter and wetting with water; and (6) pouring

7

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WRP TN HY-IA-3.1
August 1993

fl

CAP
BENTONITE AND
SOIL MIXTURE

GROUP SEAL
6" BENTONlTE SEAL
SAND PACK 6"
SIX INCHES
ABOVEAND
BELOW
SCREEN 6" SAND PACK
e" WELL POINT
3"
AUGER
HOLE
grout down the remaining annular
space to the ground surface (Fig. 4).
The diameter of the auger hole should
accommodate the pipe and an annular
space of at least 1 in.; this will allow
sufficient room to tamp in sand and
pour bentonite without risking cavi-
ties in the sealant. The part of the
hole that will be occupied by sand
should be scarified if the soil is moist
and smeared by the auger.
In deep sandy soils the bentonite and
grout sleeves are not necessary
because water flows through the
entire soil matrix almost as quickly as
down the sides of the pipe. The
annular space around the riser is
simply backfilled with sand that was
removed during auguring. If the
natural sand is fine enough to enter
the slots of the piezometer, a sleeve
of 20-40 grade sand should still be
installed around the screen. If a less
permeable layer is intercepted -- for
instance, a spodic horizon -- that
layer should be sealed with bentonite.

1

1

• Equipment Needed. . Equipment
Figure 4. Standard piezometer needs will vary with depth and diam-
eter of piezometers to be installed.
The following is a list of equipment necessary for installation of shallow monitoring wells and stan-
dard piezometers to depth of 10 ft or shallower.
PVC well screen, riser, well points, and caps
bucket auger 2 in. wider than the OD of the pipe
auger extensions
pipe wrenches for auger extensions
tamping tool (0.5-in. thick lath 2 ft longer than the deepest well works well for wells up to
4 ft deep; 0.5-in. diameter metal pipe is necessary for deeper wells)
bentonite pellets
#2 Portland cement and bentonite powder (10015 ratio)
bucket for mixing grout
water for grout and bentonite
silica sand
steel tape long enough to measure deepest hole
permanent marking pen to label pipes
concrete mix, water, wood forms, etc., for construction of concrete pads, if required
8

' WRP TN HY-IA-3.1
August 1993
' • Checking for Plugged Pipes. After the pipe has been installed it is necessary to assure that it is
not plugged. For pipes installed above the water table fill the pipe with water and monitor rate of
outflow; for pipes installed below the water table pump the pipes dry and monitor rate of inflow.
If the screens are plugged one should re-install the pipes. This test should be performed every
few months throughout the study.
' READING WATER LEVELS: Numerous methods have been devised for reading water levels in
shallow piezometers and wells. The simplest method is to mark a steel tape with a water-soluble
marker and insert the tape to the bottom of the well. The only equipment needed with this method is
the tape, marker, and a rag to wipe the tape dry after reading.
Other methods involve use of various devices at the end of a flexible tape. All suffer from the lesser
accuracy obtained with a flexible tape rather than a rigid one. Most also suffer from inconvenience
' or complexity. Some of the variations are: (1) floating bobs on the end of a flexible tape (these must
be calibrated to correct for length of the float and for displacement of water); (2) electric circuits that
are completed when a junction makes contact with water; and (3) devices that click or splash when a
' flexible tape is dropped down the well (there is always uncertainty about the exact depth at which the
noise was heard).
Water levels may also be monitored continuously with down-well transducers and remote recording
devices. These cost around a thousand dollars per well but may be necessary for some study objec-
tives. Automatic recording devices may pose special limitations on pipe diameter or construction, so
the recording instrumentation should be investigated before pipe is bought. Because automatic
devices may be re-used in many studies, cost estimates should be prorated over their expected life
rather than assigned only to one study. If study objectives require frequent readings at remote sites
an automatic recording device may be the only option available.
' One method of reading water levels that should be avoided is insertion of a dowel stick down the
pipe. Dowels displace enough water to give significantly false readings, particularly if the pipe has a
narrow diameter and the dowel is inserted the entire length of the pipe. A steel tape also displaces
water, but not enough to cause significant error.
When reading water levels height of the riser above the ground surface should be noted. Monitoring
' wells and piezometers may move as much as 3 in. in a season in clayey soils that undergo wet/dry or
freeze/thaw cycles.
Frequency of reading will depend on study purposes. When determining consecutive days with water
tables at a particular depth for wetland delineation purposes, daily readings may be necessary once the
"growing season" starts. Daily and even hourly readings may be necessary to monitor tidally influ-
enced wetlands. Longer term studies are usually adequately served with biweekly readings during
' most of the year and weekly readings during periods of water-table rise or draw-down. Long breaks
between readings may cause ephemeral fluctuations due to intense storms or floods to be missed. If
the study is important enough to be published or litigated, readings should be frequent and regular.
SOURCES OF ERROR: The following are significant sources of error with piezometers and moni-
toring wells: (1) side-flow down the riser, (2) plugged screens, (3) movement of pipes due to shrink/
' swell and freeze/thaw cycles, (4) water displacement during reading, (5) infrequent readings,
(6) incorrect instrumentation, (7) pipes of too large a diameter, (8) faulty caps, and (9) vandalism.
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WRP TN HY-IA-3.1
August 1993
• Side Flow. Erroneously high water heads can be recorded in piezometers and shallow monitoring
wells if water is conducted to the screen faster than it normally would be through the soil. The
most common source of this water is surface run-off channelled down the sides of the riser. It is
critical that wells and piezometers fit snugly into the ground and that a collar of soil be mounded
and tamped around the base of the pipe at the ground surface. This is the primary reason that the
standard piezometer installation described here is preferred over simply driving the pipe into the
ground; bentonite and grout seals are more secure than natural soil contacts along driven pipe.
With piezometers, an additional source of error is subsurface water conducted to the pipe via
cracks, root channels, or animal burrows. These problems will not be significant in all soils.
When present, the only protection is an adequate sleeve of bentonite and grout around the riser.
In montmorillonitic soils with high shrink-swell potential, one may never be able to eliminate
cracks. In this case it may be necessary to auger soil samples from depth and determine water
contents gravimetrically throughout the year. Such gravimetric determinations should certainly be
made whenever false readings in piezometers are suspected.
• Plugged Screens. The slots or holes in screens may plug up, particularly in dispersive soils that
are saturated for long periods of time. Algal growth can also plug up screens of instruments
installed at biologically active depths. Plugged screens can give artificially dry readings during
wet periods and artificially wet readings during dry periods. They will impede water flow so that
fluctuating water tables can be missed even with frequent readings.
Plugging of screens is most easily prevented by using an appropriately sized sand filter. One can
check for such plugging by pumping wells dry on a regular basis and noting if they fill back up
again.
If shallow monitoring wells plug up, they should be re-installed. Deeper piezometers may be
unplugged by pumping the wells dry several times and discarding the muddy water pumped out.
If they continue to plug, they should be re-installed with 40-60 grade sand and 0.006=in. screen or
with a filter sock.
• Movement of Pipes. Shallow pipes move much more than one would expect. Concrete collars
can be lifted several inches above the ground in soils with clayey texture. This movement is
caused by soil expansion during wetting or freezing. There is little one can do to prevent this,
but one should monitor such movement by noting the height of the pipe out of the ground when
reading water table depths.
Pipes that move a lot and experience inundation as well probably no longer fit snugly in the
ground and therefore experience side-flow down the riser. Gravimetric water contents should be
checked whenever one suspects false readings due to side flow. If these problems persist,
piezometers should be re-installed.
• Water Displacement. As mentioned previously, water levels in wells should not be read by
inserting a dowel stick down the pipe. The dowel will displace its volume in water and thereby
give an artificially high reading. A marked steel tape should be used instead.
• Infrequent Readings. A common source of error in many long-term studies is missed or post-
poned readings. Before the study is started one should arrange for sufficient help to make
readings on schedule and frequently enough to answer study questions. It is all too easy for
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WRP TN HY-IA-3.1
August 1993
professionals with many other responsibilities to delay a trip to the field because of intruding
obligations. Yet, gaps in a data set will call an entire study into question. If budgets allow,
automatic recorders may solve the problem.
' • Incorrect Instrumentation. Piezometers are preferable to shallow monitoring wells for most ques-
tions more complicated than simple presence or absence of water tables in the rooting zone.
Water levels in monitoring wells are composites of the hydrologic head at all depths intercepted
' by the well screen. Consequently, perched water tables will usually be misinterpreted if monitor-
ing wells penetrate the drier substratum beneath.
' Readings from improperly placed piezometers can also be misinterpreted. Piezometers should not
be placed at uniform and arbitrary depths without reference to soil horizon differences. Piezom-
eters placed at arbitrary depths are likely to straddle horizon boundaries or entirely miss highly
permeable horizons with significant subsurface flow.
' • Large-Diameter Wells. Piezometers and wells should be as narrow as practical. The wider the
pipe, the greater the volume of water that has to move in and out of it in response to changes in
hydraulic head. Consequently, a large-volume monitoring well will respond more sluggishly than
a small-volume well. This is more critical in soils with low permeability and for studies that
require monitoring several times a week or shortly after major precipitation events.
' Most wells can be successfully constructed from 1 or 1.25 in. pipe. Use of 4 or 6 in. pipe should
be avoided unless study conditions require the larger pipe. An excessively large annular space
should also be avoided, for the same reasons.
• Faulty Caps. Commercially manufactured caps often fit too tightly on PVC riser, necessitating
excessive force to remove them. The resultant jostling can disrupt the seal between the pipe and
' the sealant, allowing water flow along the side of the pipe. To avoid this, threaded caps - if used
at all -- should be screwed on the pipe loosely. Avoid caps made of materials that deteriorate
and break in sunlight or frost, can be nudged off by animals, or blown off in the wind. Most
such problems can be alleviated by use of home-made caps constructed as described in Figure 2.
0 Vandalism. Often vandalism cannot be avoided. Three approaches to the problem are (1) to hide
the wells, (2) to shield them, and (3) to post them and request they not be disturbed. Simple
' signs stating "Ground-water pipes: please do not disturb" have been used successfully. In some
communities it may be better to hide the pipes. Padlocks may keep out the curious. A second
and larger pipe surrounding the above-ground portion of the monitoring well may offer protection
' against gunshot. Still, pipes probably cannot be protected from the malicious. Extra equipment
should be bought at the beginning of a project so that vandalized wells can be replaced.
' INTERPRETING RESULTS: As mentioned previously, data from shallow monitoring wells are
ambiguous unless the well is very shallow (2 ft or less), or the soil is highly permeable or unstrati-
fied. A 4-ft deep well that traverses a profile of A-E-Bt-C is likely to miss the slightly perched water
table that rests on top of the Bt and in the E. The most permeable horizon contributes the most water
' to a water well. If the bottom of the well intercepts an unsaturated horizon of higher permeability,
then water can actually be wicked away from the well.
I Piezometric data can also be confusing unless one is familiar with principles of water flow. If water
is static in unstratified soil, water levels in all piezometers should be the same (Fig. 5). However, if
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' WRP TN HY-IA-3.1
August 1993

' Figure 5. Instruments in unstratified materials with static water-table
differentially permeable strata are present or if water is moving up or down the soil profile, then
' piezometers will record different water levels at different depths.
A perched water table can be inferred from higher piezometric levels in the A or E horizon than the
' C (Fig. 6). For soils of uniform permeability, downward water movement (aquifer recharge) can be
inferred from higher piezometric levels high in the soil and lower piezometric levels low in the soil
(Fig. 7). Upward water movement (aquifer discharge) can be inferred from lower levels high in the
soil and higher levels low in the soil (Fig. 8). Water moves from a zone of high pressure to a zone
of low pressure, even against gravity, if the pressures are great enough. Proper interpretation of data
requires some knowledge of soil horizonation and likely water sources.
ADDITIONAL SOURCES OF INFORMATION:
Aller, L., T. W. Bennett, G. Hackett, R. J. Petty, J. H. Lehr, H. Sedoris, and D. M. Nielsen.
' 1990. Handbook of Suggested Practices for the Design and Installation of Ground-water Monitor-
ing Wells. National Water Well Association, Dublin, OH.
' American Society for Testing and Materials. 1990. Standard Practice for Design and Installation of
Ground Water Monitoring Wells in Aquifers. Designation: D-5092-90, Philadelphia, PA.
Driscoll, F. 1986. Ground Water and Wells. Johnson Division, St. Paul, MN.
' Gamble, E. E., and T. E. Calhoun. 1979. Methods of Installing Piezometers for Soil Moisture
Investigations. U.S.D.A. Soil Conservation Service, unpublished technical note.

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Figure 6. Monitoring instruments in stratified materials with nerched water-rahle
Figure 7. Recharge system with water flowing downward

WRP TN HY-IA-3.1
August 1993
Figure 8. Discharge system with water flowing upward
US Environmental Protection Agency. 1975. Manual of Water Well Construction Practices, Office
of Water Supply, EPA-570/9-75-001.
POINT OF CONTACT FOR ADDITIONAL INFORMATION: Steven W. Sprecher, USAE Water-
ways Experiment Station, 3909 Halls Ferry Road, Vicksburg, MS 39180-6199, Phone: (601) 634-
3957, author.
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