WQ0000484_Permit Application_19971203

State of North Carolina
Department of Environment
Natural Resources
Division of Water Quality - Non
Non-Dishcharge Permitting Unii
and
Discharge Branch
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
A&14
1:3EHNF1
December 3, 1997
MR. JOHN WISEMAN
MOUNTAIRE FARMS OF N.C., INC.
PO BOX 339
LUMBER BRIDGE, 'NORTH CAROLINA 28357
Subject: Application No. WQ0000484
Mountaire Farms/Lumber Bridge
Spray Irrigation Facility
Robeson County
Dear MR. WISEMAN:
The Division's Permits and Engineering Unit acknowledges receipt of your permit application and
supporting materials on November 25, 1997. This application has been assigned the number listed
above.
Your project has been assigned to Randy Kepler for a detailed engineering review. Should there be any
questions concerning your project, the reviewer will contact you with a request for additional
information.
Be aware that the Division's regional office, copied below, must provide recommendations from the
Regional Supervisor or a Procedure Four Evaluation for this project, prior to final action by the
Division.
If you have any questions, please contact Randy Kepler at [phone] extension 544. If the
engineer is unavailable, you may leave a message on their voice mail and they will respond promptly,.
PLEASE REFER TO THE ABOVE APPLICATION NUMBER WHEN MAKING
INQUIRIES ON THIS PROJECT.
cc:
Sincerely,
( '4AKim. Colso P.E.
jr Supervisor, Non -Discharge Branch Permitting Unit
Pollution Prevention Pays
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone]
An Equal Opportunity Affirmative Action Employer

CABE ASSOCIATES, INC.
CONSULTING'ENGINEERS
144 SOUTH -GOVERNORS AVENUE '
P.O. BOX 877
DOVER, DELAWARE 19903-0877.
-PRINCIPAL- -ASSOCIATES-
LEE J. BEETSCHEN, P.E., DEE �� BERT W. KERR, P.E.
October 16, 1997 L G. QAISSAUNEE, P.E.
''OPT, 2 01991
Mr. Randy L. Kepler, P.E. �AY
Environmental Engineer_ RED EVBLLE
State Engineering .Review Group �'.~FCE
DENR Division of Water Quality' -
PO Box 29535
Raleigh NC 27626-0535 '
Re: _ Permit No. WQ0000484 "
Mountaire Farms of North Carolina, Inc. -
Wastewater Spray. Irrigation
Robeson County.
Dear Mr. Kepler: _
We are in the design phase, of the planned expansion of Mountaire.Farms of North
Carolina, Inc. wastewater treatment and disposal system. As part of the expansion a new
aerated lagoon will be constructed adjacent to the existing:third lagoon. The existing lagoons
will then be taken out of service.
Mountaire will be expanding in four increments of 25 percent with'the-first to "be
completed by May 1, 1998. By that time additional land, for 50 percent of the expansion,
will be available for spray irrigation and a new pretreatment system will be, installed. A new
aerated storage lagoon will also be constructed but, due to weather factors, may not be on-line.
by May 1: The existing third lagoon will be used until the new lagoon. is completed.. The
second phase of expansion is planned for -August 1, 1998 by which time the new aerated
storage lagoon will- be 'on-line. :
You and Mr., Dobson both indicated a storage volume of 30 days is typically required
unless a water balance shows otherwise. We have calculated several water balances and -
provide them as an attachment to .this correspondence. We used precipitation data for Red
Springs, NC and evaporation data for Raleigh, NC. Evaporation data was only available for .
Raleigh, Wilmington and Asheville: While the facility is between Raleigh and Wilmington -
the more conservative values for Raleigh were used. Wilmington- data would result in a
slightly smaller lagoon being required.
Page 'l is a typical water balance that shows with a minium land area of approximately
204 acres storage. of 31.92 million'gallons is required. Page.2 shows at full expansion with
250 acres of land under irrigation that only 7.128 million gallons of storage are required. As -
[phone] [phone] FAX [phone]

Mr. Randy L. Kepler, P.E.
DENR - Division of Water Quality
Page 2
October 16, 1997
a factor of safety we have added one week's flow to the minimum storage. The .
recommended storage is 14.856 million gallons. Pages 3 and 4 of the attachment calculate -the
minimum storage required for the first two expansions of the facility. Please note that for
May, June and July the calculations show (page 3, column 10) that only 133 or less acres are
necessary and 195 acres (column 11) will be available. Therefore, the new storage is not
necessary for those months and for 1998 the existing lagoon has sufficient volume.
Mountaire's plans are to proceed with the design of the improvements based on an
aerated storage lagoon volume of 18.6 million gallons. This volume represents 12 production
days or almost 17 calender days. They will also plan on being able to continue to use the
existing lagoon in May, June and July if construction of the new aerated storage lagoon
cannot be completed by May 1.
We are completing the construction documents and permit application and will be
submitting them to your office for approval in a few weeks. If you are not in agreement with
the above please advise immediately as the initial steps are underway to meet the May 1 date.
These steps included contracting with growers, hiring and training the necessary personnel and
providing adequate feed supplies, hatchery capacity and egg production. I will call you next
week to further discuss. In the mean time, should you have questions or need additional
information, please contact me.
Very truly yours,
CABE ASSOCIATES, INC.
Robert W. Kerr, P.E.
206-020
RWK
Attachments
cc: Mr. Grady Dobson
DENR - Division of Water Quality
Mr. John Wise
Mountaire Farms of North Carolina, Inc.
Mr. John Wren
Mountaire Farms of Delmarva, Inc.

tE
WATER BALANCE
WITH PRODUCTION AT FULL DOUBLE SHIFT
WASTEWATER SPRAY IRRIGATION SYSTEM
MOUNTAIRE FARMS OF NORTH CAROLINA, INC.
LUMBER BRIDGE, NORTH CAROLINA
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Delta
Cumulative
ET
Drainage
Total Loss
PPT
Allow. Irr
Storage
Storage
IN/MO
IN/MO
IN/MO
IN/MO
IN/MO
IN/MO
IN
Jan.
0.93
7.17
8.10
3.60
4.50
1.57
3.69
Feb.
1.40
7.17
8.57
3.71
4.86
1.21
4.90
March
2.17
7.17
9.34
4.14
5.20
0.87
5.77
April
3.30
7.17
10.47
3.09
7.38
(1.31)
4.46 '
May
4.34
7.17
11.51
3.66
7.85
(1.78)
2.68
June
4.80
7.17
11.97
4.76
7.21
(1.14)
1.54
July
4.65
7.17
11.82
5.26
6.56
(0.49)
1.05
August
4.03
7.17
11.20
4.50
6.70
(0.63)
0.42
Sept.
3.30
7.17
10.47
4.31
6.16
(0.09)
0.33
Oct.
1.86
7.17
9.03
2.63
6.40
(0.33)
0.00
Nov.
1.20
7.17
8.37
2.88
5.49
0.58
0.58
Dec.
0.62
7.17
7.79
3.26
4.53
1.54
2.12
Total
32.60
86.04
118.64
45.80
72.84
Ave. mo:
2.72
7.17
9.89
3.82
6.07
Ave. wk
1.40
Max
5.770
Minimum Required Acreage:
203.74
acres (15)
Maximum Storage
Required with Minimum
Required
Land.
97.97
acre-ft = 31.92 'MG
Birds processed per week 1,344,000
Average Gallons per bird 5.75
Average Gallons per week 7,728,000
Average Gallons per day (7 day basis) 1,104,000
Page 1

2
I
WATER BALANCE
WITH PRODUCTION AT FULL DOUBLE SHIFT (8 LINES)
WASTEWATER SPRAY IRRIGATION SYSTEM
MOUNTAIRE FARMS OF NORTH CAROLINA, INC.
LUMBER BRIDGE, NORTH CAROLINA
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
Delta
Cumulative
Days in
Monthly
Min Area
Available
Delta Area
Cumulative
Cumulative
ET .
Drainage
Total Loss
PPT
Allow. Irr
Storage
Storage
Month
Flow
Required
Area
Needed
Area
Storage
IN/MO
IN/MO
IN/MO
IN/MO
IN/MO
IN/MO
IN
DAYS
MG
ACRES
ACRES
ACRES
ACRES
MG
Jan.
0.93
7.17
8.10
3.60
4.50
1.57
3.69
31
34.224
280.098
250
30.098
58.34
7.128
Feb.
1.40
7.17
8.57
3.71
4.86
1.21
4.90
28
30.912
234.252
250
(15.748).
42.59
5.621
March
2.17
7.17
9.34
4.14
5.20
0.87
5.77
31
34.224
242.393
250
(7.607)
34.99
4.940
April
3.30
7.17
10.47
3.09
7.38
(1.31)
4.46
30
33.120
165.282
250
(84.718)
(49.73)
0.000
May
4.34
7.17
11.51
3.66
7.85
(1.78)
2.68
31
34.224
160.566
250
(89.434)
(139.17)
0.000
June
4.80
7.17
11.97
4.76
7.21
(1.14)
1.54
30
33.120
.169.179
250
(80.821)
(219.99)
0.000
July
4.65
7.17
11.82
5.26
6.56
(0.49)
1.05
31
34.224
192.140
250
(57.860)
(277.85)
0.000
August
4.03
7.17
11.20
4.50
6.70
(0.63)
0.42
31
34.224
188.126
250
(61.874)
(339.72)
0.000
Sept.
3.30
7.17
10.47
4.31
6.16
(0.09)
0.33
30
33.120
198.017
250
(51.983)
(391.71)
0.000
Oct.
1.86
7.17
9.03
2.63
6.40
(0.33)
0.00
31
34.224
.196.944
.250
(53.056)
(444.76)
0.000
Nov.
1.20
7.17
8.37
2.88
5.49
0.58
0.58
30
33.120
222.182
250
(27.818)
0.00
0.000
Dec.
0.62
7.1.7
7.79
3.26
4.53
1.54
2.12
31
34.224
278.243 -
250
28.243
28.24
3.474
Total
32.60
86.04
118.64
45.80
72.84
Ave. mo.
2.72
7.17
9.89
3.82
6.07
Ave. wk
1.40
Max
5.770
7.128
Minimum
Required Acreage:
203.74
acres (15)
Maximum Storage
Required
with Minimum
Required
Land
97.97
acre-ft =
31.92
MG
Recommended
Storage Based on Availabel
Land (Max plus
one week of flow)
14.856
Birds processed per week 1,344,000
Average Gallons per bird 5.75
Average Gallons per week 7,728,000
Average Gallons per day (7 day basis) 1,104,000
fs
Page 2

' WATER BALANCE
WITH PRODUCTION AT 62.5 PERCENT OF DOUBLE SHIFT (5 LINES)
WASTEWATER SPRAY IRRIGATION SYSTEM
MOUNTAIRE FARMS OF NORTH CAROLINA, INC.
LUMBER BRIDGE, NORTH CAROLINA
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
Delta -
Cumulative
Days in
Monthly
Min Area
Available
Delta Area
Cumulative
Cumulative
ET
Drainage
Total Loss
PPT
Allow. Irr
Storage
Storage
Month
Flow
Required
Area'
Needed
Area
Storage
IN/MO
IN/MO
IN/MO
IN/MO
IN/MO
IN/MO
IN
DAYS
MG
ACRES
ACRES
ACRES
ACRES
MG
Jan.
0.93
7.17
8.10
3.60
4.50
1.57
3.69
31
23.622
193.329
195
0.000
0.00
0.000
Feb.
1.40
7.17
8.57
3.71
4.86
1.21
4.90
28
21.336
161.685
195
(33.315)
(33.32)
0.000
March
2.17
7.17
9.34
4.14
5.20
0.87
5.77
31
23.622
167.304
195
(27.696)
(61.01)
0.000
April
3.30
7.17
10.47
3.09
7.38
(1.31)
4.46
30
22.860
114.081
195
(80.919)
(141.93)
0.000
May
4.34
7.17
11.51
3.66
7.85
(1.78)
2.68
31
23.622
110.825
195
(84.175)
. (226.11)
0.000
June
4.80
7.17
11.97
4.76
7.21
(1.14)
1.54
30
22.860
116.770
195
(78.230)
(304.34)
0.000
July
4.65
7.17
11.82
5.26
6.56
(0.49)
1.05
31
23.622
132.619
195
(62.381)
(366.72)
0.000
August
4.03
7.17
11.20
4.50
6.70
(0.63)
0.42
31
23.622
129.848
195
(65.152)
(431.87)
0.000
Sept.
3.30
7.17
10.47
4.31
6.16
(0.09)
0.33
30
22.860
136.674
195
(58.326)
(490.20)
0.000
Oct.
1.86
7.17
9.03
2.63
6.40
(0.33)
0.00
31
23.622
135.934.
195
(59.066)
(549.26)
0.000
Nov.
1.20
7.17
8.37
2.88
5.49
0.58
0.58
30
22.860
153.354
195
(41.646)
0.00
0.000
Dec.
0.62
7.17
7.79
3.26
4.53
1.54
2.12
31
23.622
192.048
195
0.000
0.00
0.000
Total
32.60
86.04
118.64
45.80
72.84
Ave. mo.
2.72
7.17
9.89
3.82
6.07
0.00
Ave. wk
1.40
Max
5.770
F0.000
Minimum
Required Acreage:
140.63
acres (15)
Maximum Storage
Required with Minimum
Required
Land
67.62
acre-ft = .
22.03
MG
Recommended
Storage Based on Availabel Land (Max plus
one week of flow)
5.334
Birds processed per week 840,000
Average Gallons per bird 6.35
Average Gallons per week 5,334,000
Average Gallons per day (7 day basis) 762,000
9
Page 3

WATER BALANCE
WITH PRODUCTION AT 75 PERCENT OF DOUBLE SHIFT (6 LINES)
WASTEWATER SPRAY IRRIGATION SYSTEM
MOUNTAIRE FARMS OF NORTH CAROLINA, INC.
LUMBER BRIDGE, NORTH CAROLINA
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
Delta
Cumulative
Days in
Monthly
Min Area
Available
Delta Area
Cumulative
Cumulative
ET
Drainage
Total Loss
PPT
Allow. Irr
Storage
Storage
Month
Flow
Required
Area
Needed
Area
Storage
IN/MO
IN/MO
IN/MO
IN/MO
IN/MO
IN/MO
IN
DAYS
MG
ACRES
ACRES
ACRES
ACRES
MG
Jan.
0.93
7.17
8.10
3.60
4.50
1.57
3.69
31
27.900
228.341
195
33.341
65.17
7.963
Feb.
1.40
7.17
8.57
3.71
4.86
1.21
4.90
28
25.200
190.966
195
(4.034)
61.14
8.067
March
2.17
7.17
9.34
4.14
5.20
0.87
5.77
31
27.900
197.603
195
2.603
63.74
8.999
April
3.30
7.17
10.47
3.09
7.38
(1.31)
4.46
30
27.000
134.741
195
(60.259)
3.48
0.697
May
4.34
7.17
11.51
3.66
7.85
(1.78)
2.68
31
27.900
130.896
195
(64.104)
(60.63)
0.000
June
4.80
7.17
11.97
4.76
7.21
(1.14)
1.54
30
27.000
137.918
195
(57.082)
(117.71)
0.000
July
4.65
7.17
11.82
5.26
6.56
(0.49)
1.05
31
27.900
156.636.
195
(38.364)
(156.07)
0.000
August
4.03
7.17
11.20
4.50
6.70
(0.63)
0.42
31
27.900
153.363
195
(41.637)
(197.71)
0.000
Sept.
3.30
7.17
10.47
4.31
6.16
(0.09)
0.33
30
27.000
161.426
195
(33.574)
(23128)
0.000
Oct.
1.86
7.17
9.03
2.63
6.40
.(0.33)
0.00
31
27.900
160.552
195
(34.448)
(265.73)
0.000
Nov.
1.20
7.17
8.37
2.88
5.49
0.58
0.58
30
27.000
181.127
195
(13.873)
0.00
0.000
Dec.
0.62
7.17
7.79
3.26
4.53
1.54
2.12
31
27.900
226.829
195
31.829
31.83
3.915
Total
32.60
86.04
118.64
45.80
72.84
Ave. mo.
2.72
7.17
9.89
3.82
6.07
0.00
Ave. wk
1.40
Max
5.770
g.ggg
Minimum Required Acreage:
166.10
acres (15)
Maximum Storage
Required with Minimum
Required
Land
79.86
acre-ft =
26.02
MG
Recommended Storage Based on Availabel Land (Max plus one week of flow) 15.299
Birds processed per week 1,008,000
Average Gallons per bird 6.25
Average Gallons per week 6,300,000
Average Gallons per day (7 day basis) 900,000
Page 4

�i
WATER BALANCE
WASTEWATER SPRAY IRRIGATION SYSTEM
MOUNTAIRE FARMS OF NORTH CAROLINA, INC.
LUMBER BRIDGE, NORTH CAROLINA
(1) Evaporation Transpiration _
(2) Drainage
(3) Total Loss
(4) Precipitation
(5) Allowable Irrigation
(6) Delta Storage
(7) Cumulative Storage
(8) Days in.Month
(9) Monthly Flow
(10) Min Area Required
(11) Available Acres
(12) Delta Area Needed
(13) Cumulative Area Needed
(14) Required Storage -
(15) Maximum Storage Required with Minimum Required Land
Raleigh, NC
365 / 12 / 7 days per cycle x water per cycle (1.65 in)
(1) + (2)
Red Springs, NC
(3) - (4)
Ave mo Allow. trr. - (5)
(6) + Previous (7)
Average Gallons'per Day x (8),
(9) x 1,000,000 / ( 27152.4 x (5))
(12) + Previous (13)
If (13) > 0 then (13) x (5) x 27152.4 / 1,000,000 else 0
Average Flow x 365 /27152.4 / Total (5)
Page 5

AUG-29-1997 08:15 FROM- DEM LJATER QUALITY SECTION TO
FRO ' P.02/02
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr_., Govemor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., .P.E., Director
August 29, 1997
Mr. John Wise, General Manager
Mountaire Farms of North Carolina, Inc.
Post Office Box 339
Lumber Bridge, North Carolina 28357
.A
�EHNF�
Subject, Permit No. WQ0000484
Mountaire Farms of North Carolina, Inc.
Wastewater Spray Irrigation
Robeson County
.Dear Mr. Wise:
In accordance with your applications for permit modification received April 1, 1997 and June 12,
1997, we are forwarding herewith Permit No. WQ0000484 dated August 29, 1997, to Mountaire Farms
of North Carolina, Inc., for the continued operation of the subject wastewater treatment and spray
irrigation facilities. This permit modification includes the approval for construction and operation of five
infiltration galleries and all associated_ system and for the addition 'of fields H and I for use as spray
irrigation fields for the disposal of wastewater from the Mountairc Farms facility.
This permit shall be effective from the date of issuance until June 30, 1999, shall void Permit No.
WQ0000484 issued April 36, 1996, and shall be subject to the, conditions and limitations as specified
therein. Please pay particular attention to the monitoring requirements in this permit. Failure to establish
an adequate system for collecting and maintaining the required operational information will result in future
compliance problems. -
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty-(30) days following receipt of
this permit. This request must be in the form of a written petition, conforming to Chapter 150B of the
North Carolina' -General Statutes, and filed with the Office of Administrative Hearings, P.O- Drawer
27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
One set of approved plans" and specifications is being forwarded to you. If you need additional
information concerning this matter, please contact Mr. Randy Kepler at (919) 733=5083 extension 544.
Sincerely,
A. Preston Howard; Jr., P.E.
cc: Robeson County Health Department
Fayetteville Regional Office, Water Quality Section
Fayetteville Regional Office, Groundwater Section
Bob Cheek. Groundwater'Section, Central Office
Training and Certification Unit
Facilities Assessment Unit
P.O. Box 29535, Raleigh, North Carolina 27626.0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action.Employer 50% recycled/ 10% post -consumer paper
TOTAL P.02

THE AUTHORIZATION TO CONSTRUCT PROCESS
"After an NPDES permit has ,been issued by the DWQ ..., construction- of wastewater treatment facilities
or additions thereto shall not begin until final plans and specifications have been:submitted.to and an
Authorization to Construct has been issued to the permittee by the DWQ" 1
ACTIVITIES REQUIRING AN ATC
The construction of permitted treatment facilities.
Any addition, deletion or modification of equipment, components or processes at an existing
facility which.has the potential to affect the treatment process.
• Upgrade or Replacement of older equipment with equipment of.a different capacity
(other than what was originally permitted).
• Installation of piping which may by-pass equipment, components or processes.
SUBMITTAL REQUIREMENTS
When to Submit:
After the establishment of effluent limits or after a draft permit has been sent to public notice.
At least 90 days prior to construction commencement or the awarding of any bids.
For POTWs, prior to exceeding 90% of the system's permitted hydraulic capacity.
What to Submit:
Letter of request from the Permittee or their authorized agent2, or letter designating the consultant as
the authorized representative of the permittee, which details components to be installed.
2. Application Fee3 (based on permitted flow) > 0.1 MGD $200
<= 0.1 MGD $150
<= 1,000 gpd $100
3. Three sets of Detailed Plans and Specifications:
• Which meet minimum design criteria4:
• Must be stamped and sealed by a NC Professional Engineer.
5
• Must be stamped "Final Plans Not for Construction".
• Include manufacturers specifications and performance information.
4. Design Calculations and Hydraulic Profiles.
5. Flow Schematic with sizes of major components on an 8 1 /2 x 11 " paper.
6. For modifications of existing facilities, a Construction Sequence Plan for continuous operation.
7. For any system or component that does not have well established treatment capabilities: assurance
facility can comply with permit requirements. In some cases, supply performance data or pilot test
data.
'see 15 NCAC 2H .0138 (a).
2see 2H .0106 (e)
3see 2kl .0105 (b)
`lmust meet requirements of 2H .0219.
5 per 2H .0219 (a) except if ATC for domestic waste from a SFR or similar discharger with flow of 1000 gpd or less, prepared by the homeowner and effluent
limits are for secondary treatment. per 2H .0139
Application Requirements P13197 ATC handout

IMPORTANT DESIGN REQUIREMENTS
For Treatment Works and Disposal Systemsl_
• No by-pass lines.
• Multiple pumps and blowers.
• capable of handling flow with largest component out of service._
• Standby Power. At least one of -the following-
• dual source/dual feed- or automatically activated stand-by power supply on -site for essential
components.
• history of power reliability (applies only to facilities discharging to -Class C waters). .
• Protection from 100 - year flood.
• Meet all minimum buffer requirements listed in 2H .0219. =
• Flow equalization of at least. 25% of the. permitted hydraulic capacity.
• Preparation of an operational management plan for complex components or unique processes.
• A 110 - volt power source and potable water source (w/ back flow prevention).
• Provide a minimum of 30 days on -site storage of residuals.
Reliability:
To ensure treatment reliability and flexibility for operational and maintenance activities, all new or
hydraulically expanding facilities must meet duality/multiple component requirements for all major
treatment components2. In addition, the DWQ encourages designing for dual train treatments of
approximately equal flow capability. As an example, the following processesrequire multiple
components:
For primarytreatment:
• bar screens for facilities with design flows > 1.0 MGD.
• primary. clarifiers.
'For biological treatment:
• aeration basins, nitrification basins, S9K. -etc.
• extended aeration package plants with design flows >= 0.02 MGD.
• . some Oxidation ditches.
For additional treatment:
• final clarifiers and tertiary filters. .
• feed equipment for chlorine disinfection and dechlorination.
• contact basins for design flows > 0.1 MGD.
• UV lamp banks.
ENGINEER'S CERTIFICATION
6
• The engineer must oversee construction:
• The engineer must certify that the facilities were constructed as approved by DWQ.
The certification must be sent to DWQ prior to operation of the new or expanded facilities.
• The region must be notified 48 hours prior to operation of installed facilities.
Major Modifications Require:
• Full resubmittal of Plans and Specifications for review:
9 . Issuance of a modification of the previously issued ATC.
i see 2H .0219 fji and 2H .0138 N
2 see 2H .0124
Application Requirements 1113197 ATC handout

DEC-121-1997 10='23 FROM DEM WATEk QUALITY SECTION TO FRO` P.01i07
■ ■
DIVISION OF WATER QUALITY ,
December 12, 1997 HECIVE
Fa2.1991~
HARD COPY TO FOLLOW
FAV�! L
MEIVLORANDUM �.OF ICE-
To: Water Quality Regional Supervisors
From: Don S rit
Subject: Draft Poliey'Gaidanee
Post-ir Fax Note 7671.
oata1 ;;�;1_q7 vag°fas
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Phone N
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Reclaimed Water Incentives
Mass Limitations for NPDES -Permits.
Attached you will find draft material relating to'reelaimed water use and incorporation'of
mass Iimits for oxygen consuming components.in NPDES facilities (principally targeted at
municipal conjunctive systems) who pursue reuse programs.
A meeting is planned for 11:OOam on Friday,, December 19th in my office (if interest is
great enough, I can get a conference room) to finalize our position on this matter. Please Iet
me know if someone from your office will be attending. Even if you don't want to attend,
I would appreciate some feedback, (memo, email: _voicemail) on the policy and your -
thoughts, good or bad (well. at least make the m-constructive). In addition to -the steps
described' in the draft policy memo, please pay "particular attention to details, especially .
footnotes; on the draft outfall pages (first two pages are the normal summer/winter NPDES _
discharge pages, the third effluent page is the reuse "stream").
If you have any question, please do not hesitate to contact me at [phone], ext 519.

,DEC=1271997 10:23 FROM. DEM,W'ATER QUALITY SECTION To FRO P.02i07
DIVISION OF WATER QUALrrX
AMMORANDUM
To: Steve W. Tedder, Chief _
Water Quality Section
From: A. Preston Howard, Jr.; P.E.
Subject; Policy Guidance
Reclaimed Water Incentives
Mass Limitations.for NPDES Permits,
Since the, adoption of the reclaimed water rules in June, 1996, there have been requests
by the regulated, community for the Division to provide incentives for facilities that pursue
water reclamation activities. One item frequently mentioned is the incorporation of.mass _ _
limitations in NPDES permits for municipal facilities that are interested in a'conjunctive: ' ;-.
(discharge facility utilizing a portion of polished effluent for reclaimed 'activities) system.
In fact, concentration based limitations do little to encourage water conservation and is
counterproductive to pollution prevention objectives of the department.
Currently, the pursuit of reclaimed water systems for municipal systems have several real
obstacles for implementation. One primary impediment is the construction of water
reclamation lift stations and the associated distribution system. In many- instances, the
development of a water reclamation program is equivalent -to establishment of a third utility.
In order to encourage more municipalities , to pursue' water reclamation programs, I am -
adopting the following policy allowing use.of mass limits for municipal wastewater _
treatment and reclamation system:
P Iic : Incorporation of mass limitations in NPDES Permits for municipal water,
reclamation facilities .
Propedure:'
Step 1.. NPDES facility should seek designation as a "Water Reclamation Facility (See _
attached example letter):
Step 2. In order to meet designation as a'. Water-' Reclamation Facility, design and .
reliability requirements in accordance with 15A NCAC 2H .0100 and .0200 must
be demonstrated and appropriate plans and specifications included in the request
.for designation'. The general requirements include tertiary„quality effluent.
(filtered), advanced disinfection .and continuous _monitoring and 'recording of =
either turbidity or particle count.

•DEC-12-1997 10:24 FROM DEM WATER.:QUALITY SECTION. TO. FRO P.03/07
Step 3. Staff will prepare a draft NPDES permitin accordance with the attached forinat
(Attachment No. 1). The mass 'limitations will be applied to-thc. surface water
discharge' component only since the performance criteria for the reclaimed water
component is expressed in the reuse rules as concentration based.
Step 4. The NPDES permit may -be issued as a minor modification without public notice.-
Any other changes or modifications (expansions: relocation of discharge point,
:etc...) will subject the permit to the.nor_mal public notice process in accordance
with other.established procedures. ;
Review and approval, of the effluent pump station serving the reclaimed water distribution
system may either. be' incorporated into the NPDES permit approval process or may. be
handled in a subsequent review and issuance of an Authorization to Construct. The .
reclaimed water: distribution system shall be addressed, by appropriate Non -Discharge ... .
permits.. .
Staff of the division and the Water Quality Section should continue to pursue regulatory
incentives to promote reuse. if there is any need for clarification regarding. this policy,
please do not hesitate to discuss with me.
cc: Linda B. Rimer
David H. Moreau
Water Quality Regional Supervisors
Assistant Chief for the Point Source Branch
Assistant Chief for the Non -Discharge Branch

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During the period beginning on the effective date of the permit and lasting until exp(ration, the Pern ittee is authorized toscarge from ouHall serial number 001. Such discha '
Pemdttee as specified below: dlhdischargesshall be limited and rnonitoved by the
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Upstream and dohcnstream samples shall be grab samples -
Stream samples shall be collated three.times per week during June, July, August, and September and once per week during the remaining months of the year.
2 Flow shall be reported in Million Gallons r Da MGD . fits
Pc 1 ( ) purposes of load calculations, a design value of x.x b1GD was utilized.
3 - The monad a effluent BO y average DS and Total Suspended Residue concentrations shad not exceed 75%of the respective ht(luent value (85% remcwal).
4 The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/1,
5 Required when used instead of UV disinfection-
6 Chronic Toxicity (Phase II) at x%, February, May, August and November. See Part Ifl, Condition G
y The pH shall not be less than 6.0 standard unils nar greater than 9.0 standard units and shall be monitored daily at the effluent by grab sample -
There shall be no discharge of floating solids or visible roan in other than trace amounts.
a Limits shall be expressed In mans units.
p Limits shall be expressed in concentration units and at the typical level of 150% of the monthly average concentration level.
6 Limits, if appropriate, for toxicants shall be expressed In concentration units and at levels necessary to protect the water uali standard. Monikwin will be
c ry' P q h' g required to be submitted In eeahcentralion units.
Monttoring frequencies and sample "shall be in aocordanoe with facility classillcation (15.A NCAC 213 .0500).

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ATTACHMENT NO. 1
A. RF.IJSH UENt LiWTATIONS ANDMIONIMRING REQUIREMENTS FINAL. (SUMNIRR
Permd No, NCOOXXXXX'• . .
During the period beginning an the effective date of the permit and lasting until expirafiof% the Perrm(ttee is authorized todisclharge from outfrM serial nurnber Ofl2. Such discharges shall be limited and mordtored by the
Pemtittee. as specified below:
t Sample locations: E - Effluent, I - Influent
See Part III, Condition H for additional retcse requirements
Condition H of the A'PDES Permit for Water Reclamation Facilities will read as follows:
Use of reclai ned water produced in a000rdanCe with Part I, Section A of thls permit is approved for dust eontro4 soil compaction, sheet cleaning, fire fighting, decorative ponds or other similar reuse options provided the
facilities transporting and distributing the reclaimed water conform with identification requirements specified in 15A NCAC 2H ,0219(k).
Use of reclaimed water for offite industrial or irrigations purposes requiring installation of a separate distribution system will require submission of an application for an -individual non -discharge permit. irrigation of
property or grounds associated %vilh the rater Reciaimation Facility is approved pwvided that no reclaimed water ponding or runoff occurs

DRAFT
m :.. ATTACHMENT NO.1
m : A. EFFL DENT LMIITATIONS ANDMONrWRING REQUERWdENTS1YWTER (November l -March 3l) Yermit No. NMXXXXXCL .
During the period beginning art the effective date of the permit and lasdrig until expiratl00, the Permlltee Is authorized to discharge feom oulfall aerial number 001: Such dischargesshall be limited and moriltmed by the:
Ilermittee as speclfied below:
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Upstream and downstream samples shall be grab samples..
Stream samples shallbe collected throe times per meek during June, July, August, and September and once per week during the remaining months of the year.
2- Flom, shall bereported in Million Gallons per Day (MGD)_ For purposes of load calculalions; a desigri value of x.x NfGD was uWired.
- -3. The monadiraverage effluent UDD5 and Total Suspended Residue ooncentrationsshall not exceed 15%of the respective Influent value{M removal),
4 The daily average dissolved oxygen effluent concentration shall not be leas than 6.0 mg/L
5 Required when used instead of U1r disinfection.
6 Chronic Toxicity Whase 11) at x%; February, May, August and November. See Part Ill, Condition C'
The pH shall not be less than 6.0 standard units not greater (hint 9.0 standard utiis and shall be monitored daily at the effluent by grab sample.
There shall be no discharge of floating solids or visible foam In other than trace amounts.
q [.units shall be expressed In mass units.
a Liavts shall be expressed in concentratitm units and of the typical level of I-V%a( the monthly average concentration level.
E Limits, if appropriate, for toxicants shall be expressed in concentration units and at levels necessary to protect the water quality standard. Monitoring will be'required robe submitted in corcentration units.
e Monitoring frequencies and sample types shall be in aoco►danee with facility classification (15A. NCAC 211.05M).

DEC712-1997 10:27- FROM'. DEM.DATER'QUALITY'-SECTION TO- -FRU. P.07i07
State of North'Carolina
Department of Environment,
Health and Natural Resources, `
Division of Water Quality
James B. Hunt; Jr., Governor
. .Jonathan B. Howes, Secretary • : - _ � � � � � .
A. Preston Howard, Jr., P.E.; Director
Date .
Municpality/ Industry
Address
City, North Carolina 2XXXX
Subject: Muni6pality/industry,WW'IP
Designation"as Water Reclamation Facility
Subject County
Dear Mgr:
In order for your facility to be designated as -'a Water Reclamation Facility, the following,
information will be required:
1. A letter signed by either the mayor or town manager (or appropriate industrial:
representative) requesting a minor modification to the existing NPDES Permit to
designate the facility as a Water -Reclamation Facility.
2. A S 100.00 application processing fee.
3. Details (specifications, location, etc...) of the device used for continuous recording of
either turbidityor particle count.
4. Justification and/or demonstration, that the facility will be able to comply with the:
-reclaimed water treatment requirements'(referto attached rules).
The materials may be sent to my 'attention, once you have developed the application --
package. If you need to discuss any of these issues or would like a meeting, please do not
hesitate to contact me at 733-5083;. extension 519.
Sincerely,
Donald L: Safrit, P.E.
Assistant Chief for,Technical Support
Water Quality Section L
cc: Appropriate Regional Office
NPDES Unit
P.O. ,Box 2§535,-.Raleigh-, North Carolina 27626-0535 Telephone [phone]Q83 FAX [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/ 10% post -consumer paper. i
TOTAL"P.07

rya r--• M,f.
-PRINCIPAL-
LEE J. BEETSCHEN, P.E., DEE
CABE ASSOCIATES, INC.
CONSULTING ENGINEERS
144 SOUTH GOVERNORS AVENUE
P.O. BOX 877
DOVER, DELAWARE 19903-0877
November 24, 1997
Mr. Kim Colson
Supervisor
Non -Discharge Permitting Unit
North .Carolina Department of Environment
and Natural Resources
512 N. Salisbury Street
PO Box 29535.
Raleigh NC 27626
REC'EM-
ED
C"RIE:TTEVILLE
RECo Oa'if` OM
-ASSOCIATES-
ROBERT W. KERR, P.E.
ABDUL G. QAISSAUNEE, P.E.
Re: Non -Discharge Permit Application
- Permit No. WQ0000464
Mountaire Farms Inc.
Lumber Bridge, North Carolina
Dear Mr. Colson:
Enclosed, on behalf of Mountaire Farms Inc. is an application to improve and expand the
wastewater treatment and disposal system at Mountaire's facility in Lumber Bridge, North
Carolina. Mountaire desires to increase production at the facility and is submitting this
application to permit the construction and operation of the improvements. The plans for the
facility include -converting the existing grease trap to a flow equalization basin, a new treatment
system consisting of a DAF and nitrogen removal system, a new lined aerated storage lagoon,
a new spray irrigation pump station, new force mains and new spray irrigation disposal areas..
Five (5) copies of the documentation are provided .and. include a notebook with the
application forms, copies of existing permits, reports, and specifications. Detailed plans of the
system are also provided. Enclosed is a permit processing fee in- the amount of $400.00.
[phone] [phone] FAX (302) 67,4-1099

Mr. Kim Colson November 24, 1997
North Carolina Department
of Environment and Natural Resources
Page 2
Mountaire Farms Inc. is quite anxious to move forward with the wastewater treatment
system improvements and would like to be on-line by mid -spring 1998. We trust you will find
this submission satisfactory and look forward to receiving prompt authorization to construct. If
you have questions, please do not hesitate to contact me or Mr. John Wise, General Manager,
Mountaire Farms Inc., Lumber Bridge, North Carolina at [phone].
Very truly yours,
CABE ASSOCIATES, INC.
Robert W. Kerr, P.E.
RWK/cjb
206-020
cc: Mr. Grady Dobson .ems
---
Environmental Engineer
DENR - Fayetteville (W/Attach)
Mr. John Wise
General Manager
Mountaire Farms Inc. (W/Attach)
Mr. John Wren
Mountaire Farms Inc. (W/Attach)
Attachments .

MOUNTAIRE FARMS OF NORTH CAROLIN&.
LUMBER BRIDGE, NORTH -CAROLINA
NON -DISCHARGE
PERMIT APPLICATION
WASTEWATER TREATMENT SYSTEM
RAPID INFILTRATION BASINS
MARCH 28, 1997
CAI
TES. INC.
I" & GOVERNORS AVENUE
PAX BOX 877
D
3,0;%"DEh:WAlRE 19903-0877
APR 0 4 1997
FRYETTEVILLE
REG. OFFICE
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State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
April 2, 1997
MR. JOHN WISEMAN
MOUNTAIRE FARMS OF N.C.
PO BOX 339 r
LUMBER BRIDGE, NORTH CAROLINA 28357
Dear MR. • WISEMAN:
�EHN1�
RECEIVED.
APR 0 -4 1997
FAYETTEVILLr
REG. OFFICE
,Subject: Applieation No. WQ0000484
Piedmont
Spray Irrigation Facility
Robeson County
The Division's Permits and Engineering Unit acknowledges receipt of your permit application and,
supporting materials on April 1, 1997. This- application has been assigned the number listed above.
Your project has. been assigned to Randy Kepler for a detailed engineering neering review. Should there be any.
questions concerning your project, the reviewer will contact you with a request for additional
information.
IBe aware that the Division's regional office, copied below, must provide .recommendations from the
c Regionalf,Supervisor or a Procedure Four Evaluation for this project, prior to final action, by the
Division. .
If you have any questions, please contact Randy Kepler at [phone] extension 5,44. If the.
engineer is unavailable, you may leave a message.on their voice mail and they will respond promptly.
PLEASE REFER TO THE ABOVE APPLICATION NUMBER WHEN MAKING
INQUIRIES ON THIS PROJECT.
Sincerely,
c H.. ullins, P.E.
Supervisor, Permits & Engineering Unit
cc: EF_ay_etteville__Regional=Offce_�W�,= SrAFF L 3� 1447.
Cabe Associates Consulting Engineers
Pollution Prevention,Pays
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone.[phone]
'An Equal Opportunity Affirmative Action Employer

TABLE OF CONTENTS
I. Non -Discharge Permit Application
II. Existing Permits
NPDES
Non -Discharge - Spray Irrigation
Special Order by Consent
III. Design Report
Introduction
Description of Treatment
Description of System
Design Criteria
Health, Water Quality and Other Limiting Factors
Groundwater Monitoring Plan
ATTACHMENT
Site Evaluation Report - G.N. Richardson Associates
EXHIBITS
Exhibit 1
Location Map
Exhibit 2
Rapid Infiltration System .
Exhibit 3
Wastewater Discharge
Exhibit 4
Outfall 001 and 002,
Exhibit 5
Field C Pump Curve
Exhibit 6
Field F Pump Curve
Exhibit 7
Comparison of Wastewater Characteristics to Primary Drinking
Water Standards
Exhibit 8
Calculated Average Concentration of Nitrate in the Downstream
Monitoring Wells
Exhibit 9
Estimate Concentration of Nitrate Nitrogen Leaving the Site
After Installation of RI Basins
Exhibit 10
Calculated Sodium Adsorption Ratio of the Applied Wastewater
Exhibit 11
Proposed Monitoring Well Location

NON -DISCHARGE PERMIT APPLICATION
CHAPTER I

State of North Carolina
Department of Environment, Health, and Natural Resources
Division of Environmental Management
Non -Discharge Permit Application
(THIS FORM MAYBE PHOTOCOPIED FOR USE AS AN ORIGINAL)
NJECHA1tiICAL TREATMENT AND NONDISCHARGE DISPOSAL FACILITIES
I. GENERAL INFORMATION:
Mountaire Farms of North Caroline, Inc.
1. Applicant (corporation, individual, or other).
2. Print Owners or Signing Official's Name and Title (the person who is legally
responsiblfor the facility and its compliance): John Wise, General Manager
e
3. Mailing Address: Po Box 339
NC Zip:28357
Lumber Bridge State' ` !
City: -� -
Telephone No.: 92(. 843-5942
4. Project Name (subdivision, facility, or establishment name - should be consistent with
project name on plans/specs., letters of flow acceptance, Operational Agreements, ems.): o;
Wastewater Treatment system - Rapid.Infil,t.ration Basin
-1.
3. Application Date. March 28, 1997 6. Fee Submitted: t 400.00
7. County where project is located: Robeson
8. ` Address of treatment and disposal facility. NC Highwav 71
Lumber Bridge, NC
9. Latitude:
34052' 32" Longitude: 7906' 41- " of disposal facility
II. PERMIT INFORMATION:
1. Permit No. (will be completed by DEM):
2. Specify whether project is: __ new; renewal*; X modification
•If renewal, complete only sections I, II, III, and applicant signature
(on pg.12).Submit only pgs. 1, 2, and 12 (original and 3 copies of each). Engineer
signature not required for renewal.
FORM: N1TDS 4/91 Page 1 of 13

PAGE 2 (4/91)
3. If this application is being submitted as a result of a renewal or modification to an :
See Nan t issWedate
existing permit, list the existing permit number C
private.
4. Specify whether the applicant is __ public or, x p
IIL INFORMATION ON WASTEWATER:
1. Nature of Wastewater. _ % Domestic; _ % Commercial;
'00 % Industrial; % Other waste (specify):
2. Please provide a one or two word description specifying the origin of the wastewater,
such as school, subdivision, hospital, commercial, industrial, apartments, etc.:
Industrial - Poultry Processing
3. If wastewater is not domestic in nature, what level of pretreatment has been provided
to ensure protection of the receiving wastewater treatment facility: _
This watef has been treated and spray irrigated. Wastewater is from
underdrain of spray irrigation fields.
4. Volume of wastewater generated by this project: 280,000 gallons per day
5. Explanation of how wastewater volume was determined: Measured flow by bucket
test of exi I ' di
6. Brief project description:
IV. DESIGN INFORMATION: _
1. Type of wastewater treatment facility (extended aeration, oxidation ditch, activated
sludge, aero-mod, other): Wastewater is from underdrains of spray irrigation
2. For coastal facilities and golf course spray irrigation facilities, all essential treatment and
disposal units must be provided in duplicate. Specify: _ golf course spray facility;
coastal facility; X other. How many units have been provided?
3. Specify the design flow of the facility:
280,000 gallons per day
4. Specify the volume of the r vv flow equalization basin or. tank. N= goons
NOTE: The required equalization tank volume is determined from a diurnal hydrograph '
analysis of the maximum and minimum flows expected.
-5. Specify the number of and capacity of the pumps used for flow equalization: NA
pumps at GPM each.
6: How many bar screens are provided? NA
7. Specify whether bar screens are: _manually cleaned; mechanically cleaned
2 of 13

EXISTING PERMITS
NPDES NC0040185 issued 3/6/96
Non -Discharge WQ0000464 issued 4/30/96
SOC EMC WQ No. 94-13 AdI issued 12/8/96
w

MEC HANICAL TREATMENT
PAGE 3 (4/91)
• 8. How many flow splitter boxes are provided?
9. Are the flow splitter boxes designed to allow the excess of the average daily flow to
return to the equalization basin? _ yes; _ no
10. How many aeration basins are provided?
11. What type of aeration is provided (coarse bubble, fine bubble, floating aerators, etc.)?
12. Speciry the volume for each aeration basin: gallons
gallons
13. NRIat is the detention time in the aeration basin(s)? hours
14.
15.
16.
17.
18.
19.
20.
How many clarifiers are provided?
Specify the volume for each: gallons
gallons
What is the sidewater depth of the clarifier? feet
What is the detention time .in the clarifier(s)? hours
What is the clarifier surface loading rate? GPD per square foot
What is the clarifier solids loading rate? pounds per square foot per hour
What is the weir loading rate? GPD per foot
21. Specify the volume of the =uLrej sludge holding tank:
22. Is the sludge holding tank heated? yes; no
gallons
23. Is the sludge holding tank aerated? yes; _ no
24. Dete.;nine the population equivalency (PE): PE = flow in GPD / 100 GPD per person
GPD / 100 GPD per person = population equivalency
25. Determine the per capita sludge capacity (PCSC):
PCSC = sludge tank volume in gallons / ( (PE) (7.48 gal. per cubic foot))
gallons / (( 1(7.48 gal• per cubic ft.)) =
26. List the number and capacity of all blowers and what each serves:
27. How many tertiary filtration units are provided (dual units required)?
28. Specify what tertiary filtration units are provided (traveling bridge, dual beds, other):
29. What is the area of each filter? square feet
30. What is the filter loading rate" GPM per square ft.
*Filter loading rate should be less than 1.25 GPM per square foot
31. What is the clearwell capacity? gallons
3 of 13

'
PAGE 4 (4/91)
32.
The minimum clearwell capacity needed is: (filter area) (15 GPM per 0) (10 minutes).
Min. ciearwell capacity = ( ft 2) (15 GPM per ft. 2) (10 min)
Min. clearwell capacity needed is:
gallons
33.
What is the mudwell capacity?.
gallons
34.
The minimum mudwell capacity needed is: backwash vol. + inflow during backwash
backwash volurm = clearwell capacity
inflow during backwash = (flow) (10 minutes) / 1440 minutes per day
min. mudwell capacity = ((_ GPD) (10 min.)) / 1440 min./day +
gal.
minimum mudwell capacity needed is:
gallons
35.
What is the thickness of the sand?
inches
36.
What is the thickness of anthracite?
inches.
37.
V•v'hat are the sand specifications? trim for effective size;
uniformity coefficient; % dust content
38.
The sand specifications are included on page of the
plans or
• on page of the specifications. .
39.
NNhat type of chlorination is provided?
40.
What is the volume of the chlorine coni%d chamber?
gallons
41.
How much detention time is provided (minimum 30 minutes required)?
minutes
42.
Has residual chlorine removal equipment been provided? yes;
no
If yes, what type?
43.
What is the volume of the effluent dosing or spray tanks.
gallons
44.
Specify the number of pumps and their capacity: pumps at
GPM
45.
What is the total dynamic head?
feet
46.
The pump curves are included on page of the
plans or
On' page - of the specifications.
47.
Specify the high water alarms provided: audible & visual;
auto dialer
48.
What sludge handling equipment is provided?
49.
How, where, and by -whom will the sludge be -ultimately, disposed?
50. If the sludge is going to be land applied by a contractor list the existing permit number
and issue date
51. Explain how the sludge will be treated to comply with the "Processes to Significantly
Reduce Pathogens."
4of13

MECHANICAL TREATMENT
PAGE 5 (4/91)
S2. What is the name of the closest downslope surface waters? Big Marsh Swamp
53. Classification of closest downslope surface waters: C-Swamp (as
_. established by the Environmental Management Commission and specified on page 10 of
this application)
54. If a power failure could impact waters classified as WS, SA, B, or SB describe which of
the treasures are being implemented to prevent such impact, as required in 15A NCAC
2H .0200: NA
55. If the facility is a coastal facility or a golf course spray irrigation facility describe the
autocratically activated standby power system:
56. Describe any other treatment units that are not previously described: Discharge from
existing underdrain. System will be directed to two new pumping stations.
Treated wastewater from pumping.stations will be pumped to rapid infiltration
basins for additional treatment and final disposal. Rapid infiltration basins
consist of five beds each dosed for 1-2 days and then allowed to recover for
4 or 8 days
COMPLETE SECTION V, VI , OR VII THAT APPLIES. FOR THOSE
SECTIONS OR QUESTIONS THAT DO NOT APPLY, WRITE NOT
APPLICABLE OR NIA. ALL OTHER SECTIONS MUST BE COMPLETED
V. RAPID INFILTRATION
1. What type 'of rapid infiltration system has been provided (rotary distributor, spray
beds, other)? 4 Risers. Each with 2 Discharges Per Basin
2. What is the vertical separation to the seasonal high water table? 6 feet
3. What is the Ioading rate (must not exceed 10 GPD / &2)? 2.5 GPD / ft.2
4. How many disposal areas are there? 5
5. What is the square footage of each disposal area? 22,500 square feet
6. What is the square footage of the "green area?" 112,500 square feet
7. What material is the rotary distributor constructed or. NA
' 8. What is the diameter of the rotary distributor? NA feet
9. Is the rotary distributor hydraulically or motor driven? NA
5of13

PAGE 6 (4191)
10. The rotary distributor disposal area should be completely surrounded by a masonry
type wall that extends at least 18 inches below ground surface and at least 12 inches
above ground surface. Specify how far below ground: inches; and above
ground: inches, these walls extend.
VI. GOLF COURSE SPRAYS NA
1. What is the name and location of the golf course that is being irrigated with treated
2.
3.
4.
wastewater?
What is the volume of wastewater to be irrigated? gallons pw day
What is the volume of the five day detention pond?
How is public access prevented from the 5 day detention pond?
gallons
5. Is the 5 day detention pond lined? _ yes; _ no. What material ?
6. What volume of storage is required by the water balance (minimum of 60 days)?
days; gallons
7. What volume of storage is provided in the storage I irrigation pond?
days; gallons
8. Is the storagefmigation pond lined? _ yes; _ no. What material?
9. The Y s ra nozzlespecifications are on page of the _ plans or _ specifications
P
10. What is the loading rate recommended by the soils scientist (less than 1.75 in./ week):
in. / hour, M. / week; in. / year .
VII. SUBSURFACE DISPOSAL NA
1. Specify the loading rate recommendation, as determined by the soils scientist, for the
subsurface disposal field: GPD per square foot.
2. _ Specify the loading rate recommendation, as determined by the soils scientist, for the
reoai_ 'r area (100% replacement) subsurface disposal field: GPD per square ft.
3. Specify design loading rate that will occur in disposal field: GPD / ft2
(In coastal areas the maximum is 1.5 GPD / square foot for gravity systems and 1.0
GPD per square foot for low pressure systems).
6 of 13

MECHANICAL TREATMENT
PAGE 7 (4/91)
4. Specify the number of subsurface fields: ; The dimensions of the fields:
ice•
Supply line dia.• Manifold dia.: ;Distribution lateral
dia.• ; Hole dia.:_, Number of laterals: ; Lateral length
(typically 70 fL max. for UP & 100 ft_ max for gravity): ; Trench
width: ; Trench depth: ; Minimum pressure head: ;
Maximum pressure head: ; Minimum vertical separation between trench
bottoms and mean seasonal high water table: ; Distance on centers (for LPP not
less than 5 ft.): ; Maximum slope of trenches (should be less than 0.2% for
gravity systems): Details must be provided in plans/specs which
demonstrate that the ends of lines are plugged, that. turn -ups are provided _
for LPP, and that measures will be taken (grade boards, etc.) to ensure
that laterals are. properly installed.
5. The following criteria should be used for the sizing of residential septic tanks:
a. three bedrooms or less, use minimum 900 gallons;
b. four bedrooms, use minimum 1000 gallons;
C. five bedrooms , use minimum 1250 gallons.
6. For businesses with a design flow less than 600 GPD, the minimum tank capacity shall
be twice the flow.
7. The follo%,�-ing criteria should be used for the sizing of septic tanks for residences with
more than five bedrooms, multiple family residences, tanks serving two or more
residences*, or establishments with a flow between 600 GPD and 1500 GPD:
Septic Tank Volume = (1.17) (daily sewage flow) + 500 gallons
*Minimum septic tank capacity shall be 1500 gallons
8. For design flows between 1500 GPD and 4500 GPD, the following criteria shall be'
used: Septic Tank Volume = (0.75) (daily sewage flow) + 1125 gallons
9. ` For design flows which exceed 4500 GPD, use a septic tank capacity equal to the flow.
10. Specify the septic tank volume: gallons
11. Specify the pump tank volume: gallons
12. Specify the number of pumps and their capacity: _ pumps at GPM
13. Specify the high water alarms: _ audible & visual; auto dialer
14. The different disposal fields, laterals, or groups of laterals in a subsurface system are
typically designed to be dosed at different rates or volumes from one another. Explain
the method that will be used to ensure that the proper dosing rates and volumes occur.
7 of 13

PAGE 8 (4/91)
VIII. BUFFERS:
1. The following buffer zones must be maintained:
a) 400 feet between wetted irrigation area and any residence under separate ownership;
b) 400 feet between the wetted area and residences outside of the
golf course development for golf course sprays;
c) 100 foot vegetative buffer between nearest residence and edge of spray influence
for golf course spray irrigation disposal systems;
d) 150 feet between wetted area and property lines;
e) 150 feet between the wetted area and property lines of lots outside of the
golf course development for golf course sprays;
f) 200 feet between spray irrigation systems and any adjoining property and shall be
buffered by trees in coastal areas;
g) 100 foot between wetted area and wells;
h) 500 feet from public surface water supplies or public shallow (less than 50 feet)
groundwater supplies; or 100 feet from private groundwater supplies in coastal
areas;
i) 100 feet between wetted area and drainage ways or surface water bodies;
Ji 50 feet between wetted area and public right of ways;
"k) 100 feet between wastewater treatment units and wells;
1) 50 feet between wastewater treatment units and property lines.
2. If any of the applicable -buffers are not being met, please explain how the proposed
buffers will provide equal or better protection of the Waters of the State with no increased_
potential for nuisance conditions:
THIS APPLICATION PACKAGE WILL NOT BE ACCEPTED BY THE
DIVISION OF ENVIRONMENTAL MANAGEMENT UNLESS ALL OF
THE APPLICABLE ITEMS ARE INCLUDED WITH THE SUBMITTAL
Required Itew
a. One original and three copies of the completed and appropriately executed application
form.
b. The appropriate permit processing fee, in accordance with 15A NCAC 2H .0205(c)(5).
J c. Five copies of the existing permit if a renewal or modification.
8of13

IviECHANICAL TREATMENT
PAGE 9 (4/91)
d. Five sets of detailed plans and specifications signed and scaled by a North Carolina
Professional Engineer. The plans must include a general location map, a topographic map,
a site map which indicates where borings or hand auger samples were taken, a map
showing the treatment/disposal facilities, buffers, structures, and property lines; along with
all wells, surface waters (100-year flood elevation), and surface drainage features within
1,00 feet of the treatinent/disposal facilities. Each sheet of the plans and the first page of the
specifications must be signed and sealed.
e. Five copies of an Operational Agreement (original and 4 copies) must be submitted if the
wastewater treatment and disposal facilities will be serving single family residences,
condominiums, mobile homes, or town houses and if the subject facilities will be owned by
the individual residents, a homeowners association, or a developer.
f. Five copies of all reports, evaluations, agreements, supporting calcularions, etc., must be
submitted as a pan of the supporting documents which are signed and scald by the North
Carolina Professional Engineer. AIthough certain portions of this required submittal must be
developed by other professionals, inclusion of these materials under the signature and seal of
a North Carolina Professional Engineer signifies that he has reviewed this material and has
judged it to be consistent with his proposed design.
g. A soils scientist report which includes texture, color, and structure of soils down to a'
:ram depth of seven feet, depth, thickness and type of any restrictive horizons, hydraulic
conductivity in the most restrictive horizon, cation exchange capacity (CEC), depth
of seasonal high water table, soil pH, soils map (if available), and recommended loading
rates. This report must be signed by the soils scientist.
h. For systems treating industrial waste or any system with a design flow greater than
25,000 GPD a hydrogeologic and soils description of the subsurface to a depth of twenty feet
or bedrock, whichever is less. The number of borings shall be sufficient to determine
significant changes in lithoIogy, the vertical permeability of the unsaturated zone and the
hydraulic conductivity of the saturated zone, depth to the mean seasonal high water table, and
a determination of transmissivity and spwific yield of the unconfined aquifer.
i. A proposal for groundwater monitoring and information on the location, construction details,
and primary usage of all wells within 500 feet of the treatment/disposal facilities.
j. For subsurface systems disposing of industrial waste a complete chemical analysis of the
typical wastewater to include, but not be limited to Total Organic Carbon, BOD, COD,
Chlorides, Phosphorus, Ammonia, Nitrates, Phenol, Total Trihalomethanes, Toxicity Test
Parameters, Total Halogenated Compounds, Total Coliforms, and Total Dissolved Solids.
k. In coastal areas a plan for controlling stormwater, must be submitted.
I. For spray fields a signed agronomist report which states -the type of vegetation that is planned
for the spray fields, along with management and harvest schedules.
m. For spray systems an analysis of the wastewater, including heavy metals totals and synthetic
organics, along with calculations for the most limiting constituents.
n. For golf course sprays the specifications must require that signs be posted stating that the
golf course is irrigated with treated wastewater, that spraying will occur between 11:00 p.m.
and three hours prior. to the daily opening of the course, that the spray piping will be a
separate system with no cross connections to a potable water supply (there shall be no
spigots on the irrigation distribution system), and that the treatment process will produce an
effluent with a monthly average TSS of less than 5 milligrams per liter and a daily maximum
TSS of less than 10 milligrams per .liter and a maximum fecal coliform level of less than 1
per 100 milliliters prior to discharge into the five day detention pond.
9 of 13

VAUt I kAIV 1)
M
TO: REGIONAL WATER QUALITY SUPERVISOR
Please provide me with the classification of the surface waters identified in number 5
Jbelow and on the attached map segment:
Name of surface waters: Big Marsh Swamp (Lumber River Ramp)
Classification (as established by the Environmental Management Commission): Class C - Swamp
Proposed Classification, if applicable:
Signature of regional office personnel:
INSTRUCTIONS TO ENGINEER
Date:
In order to determine whether provisions for dual or standby power may be required for the
subject facility, the classification of the closest downslope surface waters (the surface waters that
any overflow from the facility would flow toward) must be determined. You are required to
submit this form, with items 1 through 10 completed, to the appropriate Division of Environmental
Management Regional Water Quality Supervisor (see attached listing). At a minimum, you must
include an 8.5" by 11" copy of the portion of a 7.5 minute USGS Topographic Map which shows
the subject surface waters. You must identify the location of the facility and the closest downslope
surface waters (waters for which you arc requesting the classification) on the submitted map copy.
The application may not be submitted until this form is completed and included with the submittal.
1.
2.
Applicant (corporation, individual, or other): Mountaire Farms of North Carolina, Inc.
Nana and Complete Address of Engineering Firm:
Po Box 877
CABE Associates, Inc.
City: Dover State: DE Zip: 19903
Telephone No. 302-674-9280
Wastewater Treatment System - Rapid Infiltration Basin
3. Project Naive'
4. Facility design flow: 280,000 GPD
5. Name of closest downslope surface waters: Big Marsh Swamp
6. County(s) where project and surface waters are Iocated. Robeson.
7. Map name and date:
8. North Carolina Professional Engineer's Registration No. 16152
9. Print Name of Engineer Robert W. Kerr
10. Seal and Signature (specify date):
10 of 13
_, 1-2,lq

DIVISION OF ENVIRONMENTAL MANAGEMENT REGIONAL OFFICES (4191)
Asheville Regional WQ Super.
Washington Regional WQ Super-
Raleigh Regional W Super.
Barnes
59 y✓oodfrn Place
P 0 Box 1507
3800 Dr..Suite 101
Asheville, NC 28802
Washington, NC 27889
h Ralei 27609
Raleigh,NC NC
704=1.6208
9191 46-6481
2314
Avery mot
Beaufort Jones
Chatham Nash
Buncombe Madison
Bastie Lenoir
Durham Northampton
Burka McDoweu
Camden Martin
Edgecombe Orange
Caldwell Mitchell
Chowan Pamlico
Franklin Person
Chm-,)k= Polk
Craven Pasquotank
Granville Vats
Clay Rutherford
Currimck Perquimans
Halifax WSJ=
Graham Swain
Da: Pitt
Johnston Warrw
Haywood Transylvania
Gates Tyn:Il
Lee Wilson
H=ui= ,on Yancy
Greene Washington
Jackson
Hertford Wayne
.
Hyde
Fayetteville Regional WQ Super.
Mooresville Regional WQ Super.
Wilmington Region. WQ Super.
Wachovia Building, Suite 714
919 Notch Main Streat
127 Cardinal Drive Extension
Fayetteville, NC 28301
Mooresville, NC 28115
Wilmington, NC 28405-3845
919/486-1541
7041663-1699
919/395-3900
Anson Moot:
Alexander Mecklenburg
Brunswick New Hanover
Bladen Robeson
Cabanus Rowan
Carteret Onslow
Cumberland Richmond
Catawba Stanly
Columbus Pender
Harnett Sampson
Gaston Union
Duplin
Hoke Scotland
bedell Cleveland
Montgomery
Lincoln
Winston-Salem Regional WQ Super.
8025 North Point Boulevard, Suite 100
Winston-Salem, NC 27106
919/161-2351
Alamartce
Rockingham
Alleghany
Randolph
Ashe
Stokes
Caswell
Story
Davidson
Watauga
Davie
Wilkes
Forsyth
Yadkin
Guilford
11of13

PAGE 12 (4191)
Name and Complete Address of Engineering Firm: CABE Associates, Inc.
vn n-- Q77
Clay:
Dover State: DE Zip: 19903-06/ /
---
Telephone No.
qn9-A7A-Q9An
Professional Engineer's Certification:
I,
Robert W. Kerr
, attest that this application for Mountaire Farms of
North Carolina, Inc. has been reviewed by me and is accurate
and complete to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with the applicable regulations. Although certain
portions of this submittal package may have been developed by other professionals, inclusion of
these materials under my signature and seal signifies that I have reviewed this material and have
judged it to be consistent with the proposed design.
North Carolina Professional Engineer's Registration No.
Print Name of Engineer
Robert W. Kerr
Seal and Signature (specify date):
Applicant's Certification:
I John Wise
•
North Carolina. Inc.
16152
FF
31z�91677
, attest that this application for Mountaire Farms of
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand
that if all required parts of this application. are not completed and that if all required supporting
information and attachments are not included, this application package will be returned as
incomplete. � /
3
Signature
Date 131Z17 7
THE COMPLETED APPLICATION PACKAGE, INCLUDING ALL SUPPORTING
INFORMATION AND MATERIALS, SHOULD BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DIVISION OF ENVIRONMENTAL MANAGEMENT
WATER QUALITY SECTION
PERMITS AND ENGINEERING UNIT
POST OFFICE BOX 29535
512 NORTH SALISBURY STREET
RALEIGH, NORTH CAROLINA 27626-0535
TELEPHONE NUMBER: 919/733-5083
12 of 13

MECHANTCAL'IREATIMENT
PAGE 13 (4/91)
PERMIT APPLICATION PROCESSING FEES
' (effective October 1919")
. LJ1
['ATEGORY
NEW ApPLTC4TIONSI
-ExFWALS WITHOUT
MOD1FICA7IONS
MODIFICATION
> 1,000,000 GPD
-
Industrial
$400
$300
Domestic/Cooling Water
$400
5300
10,001 - 1,000,000 GPD
Industrial
$400
5250
Domestic/Cooling Water
S400
5250
1,001 - 10,000 GPD
Industrial . '
S400
$200
Domestic/Cooling Water
$400 _
$200
< or = 1,000 GPD and
- -�Single Family Dwelling
S240
S 120
Sludge < or = 300 Acres
S400
S250
. Sludge > 300 Acres
$400
$250
Sewer Extensions
-
(nondelegated)
$400
0
Sewer Extensions
(delegated)
$200
0
CIosed-Loop Recycle
or Evaporative
$400
$200
NOTE: The Fees for Soil Remediation Projects are
the same as for Sludges.
�? Under the Sewer Extension Fee, "delegated to municipalities" applies
those jurisdictions that have specific delegation
only to governmental
authority,
as granted by the
Division of Environmental
review
Management.
13 of 13

EXISTING PERMITS
CHAPTER 11

State of North Carolina
Department of Environment,
Health and Natural Resources
Division.of Environmental Management
°—' James B: Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, ,Jr., P.E., Director
Mr. Hairy Don -Bull
Mountaire Farms of North Carolina, Inca
P. O. Box 339 _
Lumber Bridge, North Catolina 28357
A4_
1:3 E '"1=
March 6, 1996
Subject:. Permit Modification -Ownership Change
NPDES #NC0040185
Mountaire Farms of North Carolina
(formerly Piedmont Poultry)
Robeson County
Dear Mr. Bull:
In accordance with your request received February 29, 1996, the'Division is forwarding. the
subject permit. The only change in'this -permit regards ownership. All other terms and conditions
in the original permit remain unchanged and in full effect. This permit modification is issued
pursuant to the requirements of North Carolina General Statute 143-215.1 and the Memorandum
of Agreement between North Carolina and the U. S. Environmental Protection Agency dated
December 6, 1983.
This permit does not affect the legal requirement to obtain other permits which may be
required.by the Division of Environmental Management or permits required by -the Division of
Land Resources, Coastal Area -Management Act, or any other Federal or Local governmental
permit that may. required.
If you have any questions concerning this modification, please contact Alan Jones at telephone.
number [phone]; extension 538.
Sincerely, /J
, ✓A. Preston Howard, Jr,-P.E.
l
cc: Central Files
Fayetteville Regional Office, Water Quality -Section
Permits and Engineering Unit
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] ' FAX [phone]
An Equal Opportunity- Affirmative Action Employer 50% recycled% 10% post -consumer paper

Permit No. NCO040185
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH, AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL MANAGEMENT
. PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1,
other lawful standards.and regulations promulgated and adopted by the North Carolina Environmenta',
Management Commission, and the Federal Water Pollution Control Act, as amended,
.Mountaire. Farms of North Carolina, Inc.
is hereby authorized to discharge wastewater from a facility located at
Mountaire Farms
on NC Highway 71
southwest of Antioch
Robeson County
to receiving waters designated as Big Marsh Swamp in the Lumber River Basin
in accordance with effluent limitations, monitoring requirements, and other conditions set forth in
Parts I, H, and III hereof.
This permit shall become effective March 6, 1996
This permit and the authorization to discharge shall expire at midnight on December 31, 1999
Signed this day March 6, 1996
��-21-'(. -4
4% A. Preston Howard, Jr.,�.E., Director
Division of Environmental Management
By Authority of the Environmental Management Commission

Permit No. NC0040185
SUPPLEMENT TO PERMIT COVER SHEET
Mountaire Farms of North Carolina, Inc.
is hereby authorized to:
1. Continue to operate an existing extended aeration package plant with post disinfection. Continue
to operate and maintain the existing process wastewater system consisting of rotary screens, air
flotation unit in grease, trap, gr:t removal, three -stage lagoons, in.stmmented flow measurement,
dual irrigation pumps, and 75 acres of spray irrigation fields underlaid by drainage tile located at
Mountaire Farms, on NC Highway 71, southwest of Antioch, Robeson County (See Part III
of this Permit), and
2. Discharge from said treatment works at the location specified on the attached map into Big Marsh
Swamp which is classified Class C-Swamp waters in the Lumber River Basin.

-�� ✓ UNITED STATES
F . nEPAR-rrytENT OF THEE INTERIOR
0�
01 GEOLOGICAL SURVEY
79'07'30" 67?000-C 673 674 F f.5 Mf ro N-C 90 14 6)5 5'
' 52'30" _
• GJ "� `I : 7G
1.9
C,
5 Al
0 %
f �
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y
c-i _
Z J io5 ✓
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3856
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rcv/� / Fes/ if
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A. (). EFFL--NT LIMITATIONS AND MONITORING REQUIREMEN i o FINAL Permit No. NC0040185
During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to discharge from
outfall(s) serial number 001. **. Such discharges shall be limited and monitored by the permittee as specified below:
Effluent Characteristics
Mon. Avg_ Dally Ma
Flow
BOD, 5 Day, 20 °C
NH3 as N
Dissolved Oxygen —
Total Suspended Residue
Oil and GreE:se
Settleable solids
Temperature
Conductivity
Total Nitrogen (NO2+NO3+TKN)
Total Phosphorus
Discharge Limitations
Units (sp�cffy)
x Mon. Avg, Daily Max.
5.0 mg/I 7.5 mg/I
2.0 mg/1
30.0 mg/I 45.0 mg/1
2.0 mg/I 4.0 mg/I
0.1 ml/I 0.2 ml/I
Monitoring Requirements
Measurement
sarnpig
Frequency
Type
Weekly
Instantaneous
2/Month
Grab
2/Month
Grab
Weekly
Grab
2/Month
Grab
2/Month
Grab
2/Month
Grab
Weekly
Grab
Weekly
Grab
Quarterly
Grab
Quarterly
Grab
am le
E
E
E
E,U,D
E
E
E
E,U,D
U,D
E
E
*Sartiple locations: E - Effluent, I - Influent, U - Upstream above the discharge point, D - Downstream 1.8 miles below discharge at NCSR
1750
"Discharge 001 is the wastewater from the underdrain system serving spray irrigation Field C.
***The daily average dissolved oxygen effluent concentration shall not be less than 2.0 mg/l.
The pH shall not be less than 5.0 standard units nor greater than 9.0 standard units and shall be monitored weekly at the effluent by grab
sample.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

( ). EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS FINAL Permit No. NCO040185
During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to discharge from
outfall(s) serial number 002 **. Such discharges shall be limited and monitored by the permittee as specified below:
rluent Characteristics
v
), 5 Day, 20 °C
IasN
solved Oxygen "'
it Suspended Residue
and Grease
leable Solids
iperature
iductivily
iI Nitrogen (NO2+NO3+TKN)
d Phosphorus
01scharcie Limitations
Lbs/day Units
(specify)
Mon, Ava, Daily Max Mon. Avg. Daily Max,
5.0 mg/I 7.5 mg/I
2.0 mg/I
30.0 mg/I 45.0 mg/I
2.0 mg/I 4.0 mg/I
0.1 ml/I 0.2 ml/I
Monitoring Requirements
Measurement
Sample
Frequency
Iy u
Weekly
Instantaneous
2/Month
Grab
2/Month
Grab
Weekly
Grab
2/Month
Grab
2/Month
Grab
2/Month
Grab
Weekly
Grab
Weekly
Grab
Quarterly
Grab
Quarterly
Grab
*Sample
E
E
E
E,U,D
E
E
E
E,U,D
U,D
E
E
*Sample locations: E - Effluent, I - Influent, U - Upstream above the discharge point, D - Downstream 1.8 miles below discharge at NCSR
17_`:0
**Discharge 002 is the wastewater from the underdrain system serving spray irrigation Field F.
***The daily average dissolved oxygen effluent concentration shall not be less than 2.0 mg/l.
The. pH shall not be less than 5.0 standard units nor greater than 9.0 standard units and shall be monitored weekly at the effluent by grab
sample.
Thcre shall be no discharge of floating solids or visible foam in other, than trace amounts.

Part II
Page 1 of 14
PART II
STANDARD CONDITIONS FOR NPDES PERMITS
Rj:[6j1MNq2�� •
The Director of the Division of Environmental Management.
Paeans the Division of Environmental Management, Department of Environment, Health and
Natural Resources.
3. EM
Used herein means the North Carolina Environmental Management Commission.
The Federal Water Pollution Control Act, also known as the Clean Water Act, as amended, 33
USC 1251, et. seq.
5. Mass/Dav Measurements
The "monthly average discharge" is defined as the total mass of all daily discharges
sampled and/or measured during a calendar month on which daily discharges are sampled
and measured, divided by the number of daily discharges sampled and/or measured during
such month. It is therefore, an arithmetic mean found by adding the weights of the
pollutant found each day of the month and then dividing this sum by the number of days
the tests were reported. The limitation is identified as "Monthly Average" in Pan I of the
permit
The "weekly average discharge" is defined as the total mass of all daily discharges sampled
and/or measured during the calendar week (Sunday - Saturday) on which daily discharges
are sampled and measured, divided by the number of daily discharges sampled and/or
measured during such week. It is, therefore, an arithmetic mean found by adding the
weights of pollutants found each day of the week and then dividing this sum by the
number of days the tests *.vere reported. This limitation is identified as "Weekly Average"
in Pan I of the permit.
C. The "maximum daily discharge" is the total mass (weight) of a pollutant discharged during
a calendar day. if only one sample is taken during any calendar day the weight of pollutant
calculated from it is the "maximum daily discharge." This limitation is identified as "Daily
Maximum," in Part I of the permit
d. The "average annual discharge" is defined as the total mass of all daily discharges sampled
and/or measured during -lie calendar year on which daily discharges are sampled and
measured, divided by the number of daily discharges sampled and/or measured during such
year. It is, therefore, an arithmetic mean found by adding the weights of pollutants found
each day of the year and then dividing this sum by the number of days the tests were
repored. This limitat;r t is defined as "Annual Average" in Pan I of the permit.

PART I
Section B. Schedule of Compliance r�
t
I. The permittee shall comply with Final Effluent Limitations specified for discharges in
accordance with the following schedule:
Permittee shall comply with Final Effluent Limitations by the effective date of the permit unless
specified below.
2. Permittee shall at all times provide the operation and maintenance necessary to operate the
existing facilities at optimum efficiency.
3. No later than 14 calendar days following a date identified in the above schedule of compliance,
the permittee shall submit either a report of progress or, in the case of specific actions being
required by identified dates, a written notice of compliance or noncompliance. In the latter
case, the notice shall include the cause of noncompliance, any remedial actions taken, and the
probability of meeting the next schedule requirements.

Pan 11
Page 2 of 14
6. Concentration Nteas-.irement
a. The "average monthly concentration," other than for fecal coliform bacteria, is the sum of
the concentrations of all daily discharges sampled and/or measured during a calendar month
on which daily discharges are sampled and measured, divided by the number of daily
discharges sampled and/or measured during such month (arithmetic mean of the daily
concentration values). The daily concentration value is equal to the concentration of a
composite sample or in the case of grab samples is the arithmetic mean (weighted by flow
value) of all the samples collected during that calendar day. The average monthly count for
fecal coliform bacteria is the geometric mean of the counts for samples collected during a
calendar month. This limitation is identified as "Monthly Average" under "Other Limits" in
Part I of the permit.
b. The "average weekly concentration," other than for fecal coliform bacteria, is the sum of the
concentrations of all daily discharges sampled and/or measured during a calendar week
(Sunday/Saturday) on which daily discharges are sampled and measured divided by the
number of daily discharges sampled and/or measured during such week (arithmetic mean of
the daily concentration values). The daily concentration value is equal to the concentration
of a composite sample or in the case of grab samples is the arithmetic mean (weighted by
flow value) of all the samples collected during that calendar day. The average weekly count
for fecal coliform bacteria is the geometric mean of the counts for samples collected during
a calendar week. This limitation is identified as "Weekly Average" under "Other Limits" in
Part I of the permit.
c. The "maximum daily concentration" is the concentration of a pollutant discharge during a
calendar day. If only one sample is taken during any calendar day the concentration of
pollutant calculated from it is the "Maximum Daily Concentration". It is identified as
"Daily Maximum" under "Other Limits" in Part I of the permit.
d. The "average annual concentration," other than for fecal coliform bacteria, is the sum of the
concentrations of all daily discharges sampled and/or measured during a calendar year on
which daily discharges are sampled and measured divided by the number of daily
discharges sampled and/or measured during such year (arithmetic mean of the daily
concentration values). The daily concentration value is equal to the concentration of a
composite sample or in the case of grab samples is the arithmetic mean (weighted by flow
value) of all the samples collected during that calendar day . The average yearly count for
fecal coliform bacteria is the geometric mean of the counts for samples collected during a
calendar year. This limitation is identified as "Annual Average" under "Other Limits" in
Part I of the permit.
e. The "daily average concentration" (for dissolved oxygen) is the minimum allowable amount
of dissolved oxygen required to be available in the effluent prior to discharge averaged
over a calendar day. If only one dissolved oxygen sample is taken over a calendar day, the
sample is considered to be the "daily average concentration" for the discharge. 11 is
identified as "daily average" in the text of Part I.
f. The "quarterly average concentration" is the average of all samples taken over a calendar
quarter. It is identified as "Quarterly Average Limitation" in the text of Pan I of the permit.
g. A calendar quarter is defined as one of the following distinct periods: January through
March, April through June, July through September, and October through December.

Part II
Page 3 of 14
7. OtherAleas=nrents
a. Flow, (MGD):. The flow limit expressed in this permit is the 24 hours average flow,
averaged monthly. It is determined as -the arithmetic mean of the total daily flows recorded
during the calendar month.
b. An "instantaneous flow measurement" is a measure of flow taken at the time of sampling,
when both the sample and flow will be representative of the total discharge.
c. A "continuous flow measurement" is a measure of discharge flow from the facility which
occurs continually without interruption throughout the operating hours of the facility. Flow
shall. be monitored continually except for the infrequent times when there may be .no flow
or for infrequent maintenance activities on trie flow device.
a. Composite Sample: A composite sample shall consist of:
(1) a series of grab samples collected at equal time intervals over a 24 hour period of
discharge and combined proportional to the rate of flow measured at the tinge of
individual sample collection, or
(2) a series of grab samples of equal volume collected over a 24 hour period with the time
intervals between samples determined by a preset number of gallons passing the
sampling point. Flow measurement between sample intervals shall be determined by
use of a flow recorder and totalizer, and the present gallon interval between sample
collection fixed at no greater than 1/24 of the expected total daily flow at the treatment
system, or
(3) a single, continuous sample collected over a 24 hour period proportional to the rate of
flow.
In accordance with (1) above, the time interval between influent grab samples shall be no
greaterthan once per hour, and the time interval between effluent grab samples shall be no
greater than once per hour except at wastewater treatment systems having a detention time
of greater than 24 hours. In such cases, effluent grab samples may be collected at time
intervals, evenly spaced over the 24 hour period which are equal in number of hours to the
detention time of the system in number of days. However, in no case may the time interval
between effluent grab samples be greater than six (6) hours nor the number of samples less
than four (4) during a 24 hour sampling period.
b. Grab Sample: Grab samples are individual samples collected over a period of time not
exceeding 15 minutes; the grab sample can be taken manually. Grab samples must be
representative of the discharge or the receiving waters.
9. Calculation of Means
Arithmetic Mean: The arithmetic mean of any set of values is -the summation of the
individual values divided by the number of individual values.
b. Geometric Mean: The geometric mean of any set of values is the Nth root of the product of
the individual values where N is equal to the number of individual values. The geometric
mean is equivalent to the antilog of the arithmetic mean of the logarithms of the individual
values. For purposes of calculating the geometric mean, values of zero (0) shall be
considered to be one (1).

Part II
Page 4 of 14
c. Weighted by Flow Value: Weighted by flow value means the summation of each
concentration times its respective flow divided by the summation of the respective flows.
10. Calendar Day
A calendar day is defined as the period from midnight of one day until midnight of the next
day. However, for purposes of this permit, any consecutive 24-hour period that reasonably
represents the calendar day may be used for sampling.
11. Hazardous Substance
A hazardous substance means any substance designated under 40 CFR Part 116 pursuant to
Section 311 of the Clean Water Act.
12. Toxic Pollutant
A toxic pollutant is any pollutant listed as toxic under Section 307(a)(1) of the Clean Water Act.
yr• � • • .�r •
The permittee must comply with all conditions of this permit. Any permit noncompliance
constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit
termination, revocation and reissuance, or modification; or denial of a permit renewal
application.
The permittee shall comply with effluent standards or prohibitions established under
section 307(a) of ,the Clean Water Act for toxic pollutants and with standards for sewage
sludge use or disposal established under section 405(d) of the Clean Water Act within the
time provided in the regulations that establish these standards or prohibitions or standards
for sewage sludge use or disposal, even if the permit has not yet been modified to
incorporate the requirement.
b. The Clean Water Act provides that any person who violates a permit condition is subject to
a civil penalty not to exceed $25,000 per day for each violation. Any person who
negligently violates any permit condition is subject to criminal penalties of $2,500 to
$25,000 per day of violation, or imprisonment for not more than 1 year, or both. Any
person who knowingly violates permit conditions is subject to criminal penalties of $5,000
to $50,000 per day of violation, or imprisonment for not more than 3 years, or both. Also,
any person who violates a permit condition may be assessed an administrative penalty not
to exceed $10,000 per violation with the maximum amount not to exceed $125,000. [Ref:
Section 309 of the Federal Act 33 U.S.C. 1319 and 40 CFR 122.41 (a)]
c. Under state law, a civil penalty of not more than ten thousand dollars ($10,000) per
violation may be assessed against any person who violates or fails to act in accordance with
the terms, conditions, or requirements of a permit. [Ref: North Carolina General Statutes
§ 143-215.6A]
d. Any person may be assessed an administrative penalty by the Administrator for violating
section 301, 302, 306, 307, 308, 318, or 405 of the Act, or any permit condition or
limitation implementing any of such sections in a permit issued under section 402 of the
Act. Administrative penalties for Class I violations are not to exceed $10,000 per violation,
with the maximum amount of any Class I penalty assessed not to exceed 525.000.

Part II
Page 5 of 14
Penalties for Class I1 violations are not to exceed $10,000 per day for each day during
which the violation continues, with the maximum amount of'any Class II penalty not to
exceed $125,000.
The permittee shall take all reasonable steps to minimize or prevent any discharge or sludge use
or disposal in violation of this permit which has a reasonable likelihood of adversely affecting
human health or the environment.
UNWO-Arffir MOUNWIT, Joni oil
Except as provided in permit conditions on 'Bypassing" (Part II, C-4) and "Power Failures"
(Part II, C-7), nothing in this permit shall be construed to relieve the permittee from any
responsibilities, liabilities, or penalties for noncompliance pursuant to NCGS 143-215.3, 143-
215.6 or Section 309 of the Federal Act, 33 USC 1319. Furthermore, the permittee is
responsible for consequential damages, such as fish kills, even though the responsibility for
effective compliance may be temporarily suspended.
me] .,• ro M I RUITARROMMI
Nothing in this permit shall be construed to preclude the institution of any legal action or relieve
the permittee from any responsibilities, liabilities, or penalties to which the permittee is or may
be subject to under NCGS 143-215.75 et seq. or Section 311 of the Federal Act, 33 USG 1321.
Furthermore, the permittee is responsible for consequential damages, such as fish kills, even
though the responsibility for effective compliance may be temporarily suspended.
The issuance of this permit does not convey any property rights in either real or personal
property, or any exclusive privileges, nor does it authorize any injury to private property or any
invasion of personal rights, nor any infringement of Federal, State or local laws or regulations.
IRROMCOMNAM
This permit does not authorize or approve the construction of any onshore or offshore physical
structures or facilities or the undertaking of any work in any navigable waters.
7. Severabilily
The provisions of this permit are severable, and if any provision of this permit, or the
application of any provision of this permit to any circumstances, is held invalid, the application
of such provision to other circumstances, and the remainder of this permit, shall not be affected
ihereby.
The petmittee shall furllish to the Permit Issuing Authority, within a reasonable time, any
information which the Permit Issuing Authority may request to determine whether cause exists
for modifying, revoking a:-d reiss-uing, or terminating this permit or to determine compliance
with this permit. The ,)ennittec shall also furnish to the Permit Issuing Authority upon
request, copies of records require,- to be kept by this permit. -

Pan II
Page 6 of 14
If the permittee wishes to continue an activity regulated by this permit after the expiration date
of this permit, the permittee must apply for and obtain a new permit:
The permittee is not authorized to discharge after the expiration date. In order to receive
automatic authorization to discharge beyond the expiration date, the permittee shall submit such
information, forms, and fees as are required by the agency authorized to issue permits no later
than 180 days prior to the expiration date. Any permittee that has not requested renewal at least
180 days prior to expiration, or any permittee that does not have a permit after the expiration
and has -not requested renewal at least 180 days prior to expiration, will subject use permitte to
enforcement procedures as provided in NCGS 143-215.6 and 33 USC 1251 et. seq.
11. Signatory Reouirements
All applications, reports, or information submitted to the Permit Issuing Authority shall be
signed and certified.
a. All permit applications shall be signed as follows:
(1) For a corporation: by a responsible corporate officer. For the purpose of this Section,
a responsible corporate officer means: (a) a president, secretary, treasurer or vice
president of the corporation in charge of a principal business function, or any other
person who performs similar policy or decision making functions for the corporation,
or (b) the manager of one or more manufacturing production or operating facilities
employing more than 250 persons or having gross annual sales or expenditures
exceeding 25 million (in second quarter 1980 dollars), if authority to sign documents
has been assigned or delegated to the manager in accordance with corporate procedures.
(2) For a partnership or sole proprietorship: by a general.partner or the proprietor,
respectively; or
(3) For a municipality, State, Federal, or other public agency: by either a principal
execubve officer or rarilang elected official.
b. All reports required by the permit and other information requested by the Permit Issuing
Authority shall be signed by a person described above or by a duly authorized
representative of that person. A person is a duly authorized representative only if:
0) The authorization is made in writing by a person described above;
(2) The authorization specified either an individual or a position having responsibility for
the overall operation of the regulated facility or activity, such as the position of plant
manager, operator of a well or well field, superintendent, a position of equivalent
responsibility, or an individual or position having overall responsibility for
environmental matters for the company. (A duly authorized representative may thus be
either a named individual or any individual occupying a named position.); and
(3) The written authorization is submitted to the Permit Issuing Authority.

Pan II
Page 7 of 14
Certification. Any person signing a document under paragraphs a. or b. of this section
shall make the following certification:
"I certify, under penalty of law, that this document and all attachments were prepared under
my direction or supervision in accordance with a system designed to assure that qualified
personnel properly gather and evaluate the information submitted. Based on my inquiry of
the person or persons who manage the system, or those persons directly responsible for
gathering the information, the information submitted is, to the best of my knowledge and
belief, true, accurate, and complete. I am aware that there are significant penalties for
submitting false information, including the possibility of fines and imprisonment for
knowing violations."
IM MIN Waysiffeyl
This permit may be modified, revoked and reissued, or terminated for cause. The filing of a
request by the permittee for a permit modification, revocation and reissuance, or termination,
or a notification of planned changes or anticipated noncompliance does not stay any permit
condition.
The issuance of this permit does not prohibit the permit issuing authority from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as allowed
by the laws, rules, and regulations contained in Title 40, Code of Federal Regulations, Parts
122 and 123; Title 15A of the North Carolina Administrative Code, Subchapter 2H .0100; and
North Carolina General Statute 143-215.1 et. al.
14. Previous Permits
All previous National Pollutant Discharge Elimination System Permits issued to this facility,
whether for operation or discharge, are hereby revoked by issuance of this permit. [The
exclusive authority to operate this facility arises under this permit. The authority to operate the
facility under previously issued permits bearing this number is no longer effective. ] The
conditions, requirements, terns, and provisions of this permit authorizing discharge under the
National Pollutant Discharge Elimination System govern discharges from this facility.
Pursuant to Chapter 90A-44 of North Carolina General Statutes, and upon classification of the
facility by the Certification Commission, the permittee shall employ a certified wastewater
treatment plant operator in responsible charge (CRC) of the wastewater treatment facilities.
Such operator must hold a :ertifrcation of the grade equivalent to or greater than the
classification assigned to the wastewater treatment facilities by the Certification Commission.
The permittee must also employ a certified back-up operator of the appropriate type and any
grade to comply with the coi:::_icion: of Title 15A, Chapter 8A .0202. The ORC of the facility
must visit each Class I facility at least weekly and each Class Il, 111, and IV facility at least
daily, excluding weekends and holidays, and must properly manage and document daily
operation and maintenance of the facility and must comply with all other conditions of Title
15A, Chapter 8A .0202. Once the facility is classified, the permittttie shall submit a letter to the
Certification Commission which d-,signates the operator in responsible charge within thirty
days after the wastewater treatment facilities are 50% complete. T� t

Pan II
Page 8 of 14
2. Proper Qperaiion and Maintenance
The permittee shall at all times properly operate and maintain all facilities and systems of
treatment and control (and related appurtenances). which are installed or used by the permittee to
achieve compliance with the conditions of this permit. Proper operation and maintenance also
includes adequate laboratory controls and appropriate quality assurance procedures. This
provision requires the operation of back-up or auxiliary facilities or similar systems which are
installed by a permittee only when the operation is necessary to achieve compliance with the
conditions of the permit.
It shall not be a defense for a permittee in ari enforcement action that it would have been
necessary to halt or reduce the permitted activity in order to maintain compliance with the
condition of this permit.
4. Bypassing of Treatment Facilities
a. Definitions
(1) "Bypass" means the known diversion of waste streams from any portion of a treatment
facility including the collection system, which is not a designed or established or
operating mode for the facility..
(2) "Severe property damage" means substantial physical damage to property, damage to
the treatment facilities which causes them to become 'inoperable, or substantial and
permanent loss of natural resources which can reasonably be expected to occur in the
absence of a bypass. Severe property damage does not mean economic loss caused by
delays in production.
b. Bypass not exceeding limitations.
The permittee may allow any bypass to occur which does not cause effluent limitations to
be exceeded, but only if it also is for essential maintenance to assure efficient operation.
These bypasses are not subject to the provisions of Paragraphs c. and d. of this section.
c. Notice
(1) Anticipated bypass. If the permittee knows in advance of the need for a bypass, it
shall submit prior notice, if possible at least ten days before the date of the bypass;
including an evaluation of the anticipated quality and affect of the bypass.
(2) Unanticipated bypass. The permittee shall submit notice of an unanticipated bypass as
required in Part II, E. 6. of this permit. (24 hour notice).
d. Prohibition of Bypass
p) Bypass is prohibited and the Permit Issuing Authority may take enforcement action
against a permittee for bypass, unless:
(A) Bypass was unavoidable to prevent loss of life, personal injury or severe property
damage;
(B) There were no feasible alternatives to the bypass, such as the use of auxiliary
treatment facilities, retention of untreated wastes or maintenance during normal

Part II
Page 9 of 14
periods of equipment downtime. This condition is not satisfied if adequate backup
equipment should have been installed in the exercise of reasonable engineering
judgment to prevent a bypass which occurred during normal periods of equipment
downtime or preventive maintenance; and
(C) The permittee submitted notices as required under Paragraph c. of this section.
(2) The Permit Issuing Authority may approve an anticipated bypass, after considering its
adverse affects, if the Permit Issuing Authority determines that it will meet the three
conditions listed above in Paragraph d. (1) of this section.
5. Upsets
a. Definition.
"Upset " means an exceptional incident in which there is unintentional and temporary
noncompliance with technology based permit effluent limitations because of factors
beyond the reasonable control of the permittee. An upset does not include noncompliance
to the extent caused by operational error, improperly designed treatment facilities,
inadequate treatment facilities, lack of preventive maintenance, or careless or improper
operation.
b. Effect of an upset.
An upset constitutes an affirmative defense to an action brought for noncompliance with
such technology based permit effluent limitations if the requirements of paragraph c. of this
condition are met. No determination made during administrative review of claims that
noncompliance was caused by upset, and before an action for noncompliance, is final
administrative action subject to judicial review.
c. Conditions necessary for a demonstration of upset.
A permittee who wishes to establish the affirmative defense of upset shall demonstrate,
through properly signed, contemporaneous operating logs, or other relevant evidence that:
(1) An upset occurred and that the permittee can identify the cause(s) of the upset;
(2) The permittee facility was at the time being properly operated; and
(3) The permittee submitted notice of the upset as required in Pan II, E. 6. (b) (B) of this
permit.
(4) The permittee complied with any remedial measures required under Pan II, B. 2. of this
perm i t.
d. B urden of proof.
In any enforcement proceeding the permittee seeking to establish the occurrence of an upset
has the burden of proof.
Solids, sludges, filter backwash, or other pollutants removed in the course of treatment or
control of wastewaters shall be utilized/disposed of in accordance with NCGS 143-215.1 and in
a manner such as to prevent any pollut,nt from such materials from entering waters of the State n
or navigable waters of the iJnited States. The permittee shall comply with all existing federal

Part Il
Page 10 of 14
regulations governing the disposal of sewage sludge. Upon promulgation of 40 CFR Part 503,
any permit issued by the Permit Issuing Authority.for the utilization/disposal.of sludge may be
reopened and modified, or revoked and reissued, to incorporate applicable requirements at 40
CFR Part 503. The perinittee shall comply with applicable 40 CFR Part 503 Standards for the
Use and Disposal of Sewage Sludge (when promulgated) within the time 'provided in the
regulation, even if the permit is not modified to incorporate the requirement. The permitte-e
shall notify the Permit Issuing Authority of any significant change in its sludge use or disposal
practices.
The permitte.e is responsible for maintaining adequate safeguards as required by DEM
Regulation, Title 15A, North Carolina Administrative Code, -Subchapter 2H, .0124 Reliability,
to prevent the discharge of untreated or inadequately treated wastes during electrical power
failures either by means of alternate power sources, standby generators or retention of
inadequately treated effluent.
Samples collected and measurements taken, as required herein, shall be characteristic of the
volume and nature of the permitted discharge. Samples collected ata frequency less than daily
shall be taken on a day and time that is characteristic of the discharge over the entire period
which the sample represents. All samples shall be taken at the monitoring points specified in
this permit and, unless otherwise specified, before the effluent joins or is diluted by arty other
wastestream, body of water, or. substance. Monitoring points shall not be changed without
notification to and the approval of the Permit Issuing Authority.
Monitoring results obtained during the previous month(s) shall be summarized for each month
and reported on a monthly Discharge Monitoring Report (DMR) Form (DEM No. MR 1, 1.1, 2,
3) or alternative forms approved by the Director, DEM, postmarked no later than the 30th day
following the completed reporting period -
The first DMR is due on the last day of the month following the issuance of the permit or in the
case of a new facility, on the last day of the month following the commencement of discharge.
Duplicate signed copies of these, and all other reports required herein, shall be submitted to the
following address:
Division of Environmental Management
Water Quality Section
ATTENTION: Central Files
Post Office Box 29535 -
Raleigh, North Carolina 27626-0535
Appropriate flow measurement devices and methods consistent with accepted scientific
practices shall be selected and used to ensure the accuracy and reliability of measurements of
the volume of monitored discharges. The devices shallbe installed, calibrated and maintained
to ensure that the accuracy of the measurements are consistent with the accepted capability of
that type of device. Devices selected shall be capable of measuring flows with a maximum
deviation of less than + 10`.7c from the true discharge rates throughout the range of expected

Part II
Page 11 of 14
discharge volumes. Once -through condenser cooling water flow which is monitored by pump
logs, or pump hour meters as specified in Part I of this permit and based on the manufacturer's
pump curves shall not be subject to this requirement.
Test procedures for the analysis of pollutants shall conform to the EMC regulations published
pursuant to NCGS 143-215.63 et. seq, the Water and Air Quality Reporting Acts, and to
regulations published pursuant to Section 304(g), 33 USC 1314, of the Federal Water
Pollution Control Act, as Amended, and Regulation 40 CFR 136; or in the case of sludge use or
disposal, approved under 40 CFR 136, unless otherwise specified in 40 CFR 503, unless
other test procedures have been specified in this permit.
To meet the intent of the monitoring required by this permit, all test procedures must produce
minimum detection and reporting levels that are below the permit discharge requirements and
all data generated must be reported down to the minimum detection or lower reporting level of
the procedure. If no approved methods are determined capable of achieving minimum
detection and reporting levels below permit discharge requirements, then the most sensitive
(method with the lowest possible detection and reporting level) approved method must be used.
5. Penalties for Tam ring
The Clean Water Act provides that any person who falsifies, tampers with, or knowingly
renders inaccurate, any monitoring device or method required to be maintained under this
permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or
by imprisonment for not more than two years per violation, or by both. If a conviction of a
person is for a violation committed after a first conviction of such person under this paragraph,
punishment is a fine of not more than $20,000 per day of violation, or by imprisonment of not
more than 4 years, or both.
Except for records of monitoring inf )rmation required by this permit related to the permittee's
sewage sludge use and disposal actipities, which shall be retained for a period of at least five
years (or longer as required by 40 CFR 503), the permittee shall retain records of all
monitoring information, including all calibration and maintenance records and all original strip
chart recordings for continuous monitoring instrumentation, copies of all reports required by
this permit, for a period of at least 3 years from the date of the sample, measurement, report
or application. This period may be extended by request of the Director at any time.
7. Recordin; Results
For each measurement or sample taken pursuant to the requirements of this permit, the
per -mince shall record the following information:
a. The date, exact place, and time of sampling or measurements;
b. The individual(s) who performed the sampling or measurements;
c. The date(s) analyses were performed;
d The individual(s) who performed the analyses;
e. The analytical techniques or methods used; and
f The results of such analyses.

Part II
Page 12 of 14
The permittee shall allow the Director, or an authorized representative (including an authorized
contractor acting as a representative of the Director), upon the presentation of credentials and
other documents as may be required by law, to;
a. Enter upon the permittee's premises where a regulated facility or activity is located or
conducted, or where records must be kept under the conditions of this permit;
b. Have access to and copy, at reasonable times, any records that must be kept under the
conditions of this permit;
-c. inspect at reasonable times any facilities, equipment (including monitoring and control
equipment), practices, or operations regulated or required under this permit; and
d. Sample or monitor at reasonable times, for the purposes of assuring permit compliance or
as otherwise authorized by the Clean Water Act, any substances or parameters at any
location.
All discharges authorized herein shall be consistent with the terms and conditions of this
permit. The discharge of any pollutant identified in this permit more frequently than or at a
level in excess of that authorized shall constitute a violation of the permit.
2. Planned Changes
The permittee shall give notice to the Director as soon as possible of any planned physical
alterations or additions to the permitted facility. Notice is required only when:
a. The alteration or addition to a permitted facility may meet one of the criteria for determining
whether a facility is a new source in 40 CFR Part 122.29 (b); or
b. The alteration or addition could significantly change the nature or increase the quantity of
pollutants discharged. This notification applies to pollutants which are subject neither to
effluent limitations in the permit, nor to notification requirements under 40 CFR Pan 122.42
(a) (1).
c. The alteration or addition results in a significant change in the permittee's sludge use or
disposal practices, and such alternation, addition or change may justify the application of
permit conditions that are different from or absent in the existing permit, including
notification of additional use or disposal sites not reponed during the permit application
process or not reported pursuant to an approved land application plan.
The permittee shall give advance notice to the Director of any planned changes in the permitted
facility or activity which may result in noncompliance with permit requirements.

Part I1
Page 13 of 14
4. Transfers
This permit is not transferable to any person except after notice to the Director. The Director
may require modification or revocation and reissuance of the permittee. and incorporate such
other requirements as may be necessary under the Clean Water Act.
5. Monitoring Reports
Monitoring results shall be reported at the intervals specified elsewhere in this permit.
a. Monitoring results must be reported on a Discharge Monitoring Report (DMR) (See Part 11.
D. 2 of this permit) or forms provided by the Director for reporting results of monitoring of
sludge -use or disposal practices.
b. If the permittee monitors any pollutant more frequently than required by the permit, using
test procedures specified in Part II, D. 4. of this permit or in the case of sludge use or
disposal, approved under 40 CFR 503, or as specified in this permit, the results of this
monitoring shall be included in the calculation and reporting of the data submitted in the
DMR.
c. Calculations for all limitations which require averaging of measurements shall utilizes an
arithmetic mean unless otherwise specified by the Director in the permit.
6. Twenty-four -Hour Reporting
The permittee shall report to the central office or the appropriate regional office any
noncompliance which may endanger health or the environment. Any information shall be
provided orally within 24 hours from the time the permittee became aware of the
circumstances. A written submission shall also be provided within 5 days of the time the
permittee becomes aware of the circumstances. The written submission shall contain a
description of the noncompliance, and its cause; the period of noncompliance, including
exact dates and times, and if the noncompliance has not been corrected, the anticipated time
it is expected to continue; and steps taken or planned to reduce, eliminate, and prevent
reoccurrence of the noncompliance.
b. The following shall be included as information which must be reported within 24 hours
under this paragraph:
(1) Any unanticipated bypass which exceeds any effluent limitation in the permit.
(2) Any upset which exceeds any effluent limitation in the permit.
(3) Violation of a maximum daily discharge limitation for any of the pollutants listed by the
Director in the permit to be reported within 24 hours.
c. The Director may waive the written report on a case -by -case basis for reports under
paragraph b. ibove of this condition if the oral report has been received within 24 hours.
7. Other Noncompliance
The permittee shall report -. 1 ir.;.­inces of noncompliance not repo'; d under Pan 11. E. 5 and 6.
of this permit at the time -nori.onn2 reports are submitted. T�;�- reports shall contain the
information listed in Pan ;;. E. 6. of this permit.

Part Il
Page 14 of 14
8. Other Information
Where the permittee becomes aware that it failed to submit any relevant facts in a permit
application, or submitted incorrect information in a permit application or in any report to the
Director, it shall promptly submit such facts or information.
The permittee shall report by telephone to either the central office or the appropriate regional
office of the Division as soon as possible, but in no case more than 24 hours or on the next
working day following the occurrence- or first knowledge of the occurrence 'of any of the
following:
a. Any occurrence at the water pollution control facility which results in the discharge of
significant amounts of wastes which are abnormal in quantity or characteristic, such as the
dumping of the contents of a sludge digester; the known passage of a slug of hazardous
substance through the facility; or any other unusual circumstances.
b. Any process unit failure, due 'to known or unknown reasons, that render the facility
incapable of adequate wastewater treatment such as mechanical or electrical failures of
pumps, aerators; compressors, etc.
c. Any failure of a pumping station, sewer line, or treatment facility resulting in a by-pass
directly to receiving waters without treatment of all or any portion of the influent to such
station or facility.
Persons reporting such occurrences by telephone shall also file a written report in letter form
within 5 days following fmt knowledge of the occurrence.
Except for data determined to be confidential under NCGS 143-215.3(a)(2) or Section 308 of
the Federal Act, 33 USC 1318, all reports prepared in accordance with the terms shall be
available for public inspection at the offices of the Division of Environmental Management_ As
required by the Act, effluent data shall not be considered confidential. Knowingly making any
false statement on any such report may result in the imposition of criminal penalties as provided
for in NCGS 143-215.1(b)(2) or in Section 309 of the Federal Act.
The Clean Water Act provides that any person who knowingly makes any false statement,
representation, or certification in any record or other document submitted or required to be
maintained under this permit, including monitoring reports or reports of compliance or
noncompliance shall, upon conviction, be punished by a fine of not more than $10,000 per
violation, or by imprisonment for not more than two years per violation, or by both.

PART III
OTHER REQUIREMENTS
r
No construction of wastewater treatment facilities or additions to add to the plant's treatment
capacity or to change the type of process utilized at the treatment plant shall be begun until
Final Plans and Specifications have been submitted to the Division of Environmental
Management and written approval and Authorization to Construct has been issued.
The permittee shall, upon written notice from the Director of the Division of Environmental
Management, conduct groundwater monitoring as may be required to determine the
compliance of this NPDF_.S permitted facility with the current- groundwater standards.
C. _Changes in Discharges of Toxic Substances
The permittee shall notify the Permit Issuing Authority as soon as it knows or has reason to
believe:
a.That any activity has occurred or will occur which would result in the discharge, on a
routine or frequent basis, of any toxic pollutant which is not limited in the permitif that
discharge will exceed the highest of the following "notification levels"; I.
(1) One hundred micrograms per liter (100 ug/1);
(2)Two hundred micrograms per liter (200 ug/1) for acrolein and acrylonitrile; five
hundred micrograms per liter (500 ug/1) for 2.4-dinitrophenol and for 2-methyl-4.6-
dinitrophenol; and one milligram per liter (1 mg/1) for antimony;
(3) Five (5) times the maximum concentration value reported for that pollutant in the
permit application.
b. That anv activity has occurred or will occur which would result in any discharge, on a
non -routine or infrequent basis, of a toxic pollutant which is not limited in the permit, if
that discharge will exceed the highest of the following "notification levels';
(1) Five hundred micrograms per liter (500 ug/1);
.(2) One milligram per liter (1 mg/1) for antimony;
(3) Ten (10) times the maximum concentration value reported for that pollutant in the
permit application.
The permittee shall continually evaluate all wastewater disposal alternatives and pursue the
most environmentally sound alternative of the reasonably cost effective alternatives. If the
facility is in substantial non-compliance with the terms and conditions of the NPDES permit
or governing rules, regulations or laws, the permittee shall submit a report in such form and
detail as required by the Divis,:)t, evaluating these alternatives and a plan of action within
six[% ('60` days of notification h% a :. D'v'sion.

PART IV
ANNUAL ADMINISTERING AND COMPLIANCE MONITORING FEE REQUIREMENTS
A. The permittee must pay the annual administering and compliance monitoring fee within 30
(thirty) days after being billed by the Division. Failure to pay the fee in a timely manner in
accordance with 15A NCAC 21-1.0105(b)(4) may cause this Division to initiate action to
revoke the permit.
300 Copies of this public document were printed at a cost of
$83.13 or $.28 each.

date of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
April 30, 1996
Mr. Harry Don Bull
Mountaire Farms of North Carolina, Inc.
Post Office Box 339
Lu:_bf, ridge, North Carolina 28357
Subject: Permit No. WQ0000484
Mountaire Farms of North Carolina, Inc.
(Formerly, Piedmont Poultry Processing)
Wastewater Spray Irrigation
Robeson County
Dear Mr. Bull:
In accordance with your application for permit name change received February 29, 1996, we. are
forwarding herewith Permit No. WQ0000484 dated April 30, 1996, to Mountaire. Farms of North
Carolina, Inc., for the continued operation of the subject wastewater treatment and spray irrigation
facilities.- This permit is a name change to reflect the purchase of Piedmont Poultry Processing,
Incorporated by Mountaire Farms of North Carolina, Inc.
Please note, as required in the previous permit,, this permit requires flow measuring devices to be
installed for influent and effluent wastewater for the subject wastewater facility. The flow measuring
devices shall be calibrated annually. If this requirement has already been satisfied please provide
confirmation to the Division.
This permit shall be effective from the date of issuance until June 30, 1999, shall void Permit No.
WQ0000484 issued July 29, 1994, and shall be subject to the conditions and limitations as specified
therein. Please pay particular attention to the monitoring requirements in this permit. Failure to establish
an adequate system for collecting and maintaining the required operational information will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following receipt of
this permit. This request must be in the form of a written petition, conforming to Chapter 150B of the
North Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer
27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

If you need additional information concerning this matter, please contact Mr. John Seymour at
[phone] extension 546.
Sincerely,
l� 0 1
A. Prest Howard, Jr., P.E.
cc: Robeson County Health Department
Fayetteville Regional Office, Water Quality Section
Fayetteville Regional Office, Groundwater Section
Bob Cheek; Groundwater Section, Central Office
Training, and Certification Unit
Facilities Assessment Unit

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
RALEIGH
SPRAY IRRIGATION SYSTEM PERMIT
-in accotdanc,- wit :-the provigions.oCArticle 21-of-Chapter- 14', General .cta�_ ea.of Noah Carolina as.
amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Mountaire Farms of North Carolina, Inc.
Robeson County
FOR THE
continued operation of a 10,000 GPD extended aeration domestic wastewater treatment facility, the
continued operation of a 570,000 GPD industrial wastewater treatment system consisting of rotary
r- screens, an air flotation/grease. trap unit, grit removal, a 1.6 MG two stage lagoon with stage two lined,
chlorine- disinfection facilities, a 4 MG lined storage lagoon, instrumented flow measurement, dual
irrigation pumps, and 168 acres of spray irrigation area to serve Mountaire Farms of North Carolina, Inc.,
with -no discharge of wastes to the surface waters, pursuant to the application received February 29, 1996,
and in conformity with the project plan, specifications, and other supporting data subsequently filed and
approved by the Department of Environment, Health and Natural Resources and considered a part of this
permit.
This permit shall be effective from the date of issuance until June 30, 1999, shall void Permit No.
WQ0000484 issued July 29, 1994, and shall be subject to the following specified conditions .and
limitations:
1. - PERFORMANCE STANDARDS
1. The spray irrigation facilities shall be effectively maintained and operated at all times so that
there is no discharge to the surface waters, nor any contamination of ground waters which
will render them unsatisfactory for normal use. In the event that the facilities fail to
perform satisfactorily, including the creation of nuisance conditions or failure of the
irrigation area to adequately assimilate the wastewater, the Permittee shall take immediate
corrective actions including those actions that may be required .by the Division of
Environmental Management, such as the construction of additional or replacement
wastewater treatment and disposal facilities.
2. The issuance of this permit shall not relieve the Permittee of the responsibility for damages
to surface or groundwaters resulting from the operation of this facility.
3. The residuals generated from these treatment facilities must be disposed in accordance with
General Statute 143-215.1 and in a manner approved by the North Carolina Division of
Environmental Management.

4. Diversion or bypassing of the untreated wastewater from the treatment facilities is
prohibited.
5. The following buffers shall be maintained:
a) 400 feet between wetted area and any residence or places of public assembly under
separate ownership,
b) 150 feet between wetted area and property lines,
c) 100 feet between wetted area and wells,
d) 100 feet between wetted area and drainageways or surface water bodies,
e) 50 feet between wetted area and public right of -ways,
f) 100 feet between wastewater treatment units and wells, and
g) 50 feet between wastewater treatment units and property lines:
Sore of i'.e buffers--soecified above may not have beat iltcluc'ed.• r_-.pre."ious-p✓rmit".for
this waste treatment and disposal system. These buffers are not intended to prohibit or
prevent modifications, which are required by the Division, to improve performance of the
existing treatment facility. These buffers do, however, apply to modifications of the
treatment and disposal facilities which are for the purpose of increasing the flow that is
tributary to the facility. These buffers do apply to any expansion or modification of the
spray irrigation areas and apply in instances in which the sale of property would cause any
of the buffers now complied with, for the treatment and disposal facilities, to be violated.
The applicant is advised that any modifications to the existing facilities will require a permit
modification.
6. The spray field expansion shall not be under -drained. Areas subject to ponding must be
excluded from irrigation.
7. Ponding of wastewater on any spray irrigation areas will indicate failure of the treatment
and disposal system and may be sufficient reason for the Division of Environmental
Management to require remedial action.
II. OPERATION AND MAINTENANCE REQUIREMENTS
1. The facilities shall be properly maintained and operated at all times.
2. Upon classification of the facility by the Certification Commission, the Permittee shall
employ a certified wastewater treatment plant operator to be in responsible charge (ORC) of
the wastewater treatment facilities. The operator must hold a certificate of the type and
grade at least equivalent to or greater than the classification assigned to the wastewater
treatment facilities by the Certification Commission. The Permittee must also employ a
certified back-up operator of the appropriate type and grade td comply with the conditions
of Title 15A, Chapter 8A, .0202. The ORC*of the facility must visit each Class I facility at
least weekly and each Class II, III, and IV facility at least daily, excluding weekends and
holidays, and must properly manage and document daily operation and maintenance of the
facility and must comply with all other conditions of Title 15A, Chapter 8A, .0202.
3. A suitable vegetative cover of Coastal Bermuda Grass and Winter Grain (Wheat, oats, rye,
etc.) shall be maintained on the spray irrigation area. Other crops may not be grown on the
spray fields without first requesting and receiving a modification to this permit..
4. Irrigation shall not be performed during inclement weather or when the ground is in a
condition that will cause runoff.
S. Adequate measures shall be taken to prevent wastewater runoff from the spray field.
6. The facilities shall be effectively maintained and operated as a non -discharge system to
prevent the discharge of any wastewater resulting from the operation of this facility.

7. The application rate shall not exceed 1.5 inches per week or 300 pounds of Nitrogen. per
acre per year.
r
- 8. No type of wastewater other than that from Mountaire Farms of North Carolina, Inc., shall
be sprayed onto the irrigation area.
9. No traffic or equipment shall be allowed on the disposal area except while installation
occurs or while normal maintenance is being performed.
10. Public access to the land application- sites shall be controlled during active site use. Such
controls may include the posting of signs showing the activities being conducted at each
site.
11. A flow measuring device shall be installed for influent and effluent wastewater for this
facility. The flow meas-i::ring-device shall] he calibrated annually.
III. MONITORING AND REPORTING REQUIREMENTS
Any monitoring (including --groundwater, surface water, soil or plant tissue analyses)
deemed- necessary by the Division of Environmental Management to insure surface and
ground water protection will be established and an acceptable sampling reporting schedule
shall be followed.
2. Adequate records shall be maintained by the Permittee tracking the amount of wastewater
disposed. These records shall include, but are not necessarily limited to, the following
information:
a. date of irrigation,
b. volume of wastewater irrigated,
c. field irrigated, - `
d. length of time field is irrigated,
e. continuous weekly, monthly, and year-to-date hydraulic (inches/acre) loadings for each
field,
f. weather conditions, and
g. maintenance of cover crops.
3. The effluent from the subject facilities shall be monitored monthly by the Permittee at the
point prior to irrigation for the following parameters:
BOD5 TSS
Fecal Coliform / pH
NH3 as N Sodium
Magnesium✓ Calcium
TKN ✓ -Nitrite nitrogen
1 Nitrate Nitrogen--' PAN (by calculation)
Lead Nickel
Cadmium Zinc -
Flow % Solids
Phosphorous Copper
Sodium Adsorption Ratio by Calculation

4. A representative annual soils analysis (Standard Soil Fertility Analysis) shall be conducted
on each site receiving wastewater in the respective calendar year and the results maintained
on file by the Permittee for a minimum of five years.
The Standard Soil Fertility Analysis shall include, but is not necessarily limited to, the
following parameters:
Acidity Manganese Potassium
Calcium Percent Humic Matter Sodium
Copper pH Zinc
Magnesium Phosphorus
Base Saturation (by calculation)
Cation Exchange Capacity
The Standard Soil Fertility Analysis (see above) and an analysis for the following
pollutants shall be conducted once prior to nee, mit renewal on soils from each site which has
received wastewater during the permit cycle.
Nickel Cadmium Lead
A report from -a Soil Scientist shall accompany the above required analysis to determine site
soils efficiency.
5. Scheduled maintenance (cleaning) of the air floatation/grease trap shall be performed
quarterly. A written report shall be submitted to the Fayetteville Regional Office, Water
Quality Supervisor, Wachovia Building, Suite 714, Fayetteville, NC 28301, at the end of
each quarter.
- . 6. Scheduled maintenance of the spray acreage shall be performed in March and October. The
maintenance shall include disking and subsoiling the permitted acreage to ensure that
ponding does not occur. -;A written report shall be submitted to the Fayetteville Regional
Office, Water Quality Supervisor, Wachovia Building, Suite 714, Fayetteville, NC 28301,
at the end of April and November. c4o—a2
7. Three copies of all operation and disposal records as specified in condition III 2,1113, III
4, 1115 and I116 and any other data as may be required shall be submitted on or before the
last day of the following month to the following address:
NC Division of Environmental Management
Water Quality Section
Facility Assessment Unit
PO Box 29535
Raleigh, NC 27626-0535
8. Noncompliance Notification:
The Permittee shall report by telephone to the Fayetteville Regional Office, telephone
number 910/ 486-1541 as soon as possible, but in no case more than 24 hours or on the
next working day following the occurrence or first knowledge of the occurrence of any of
the following:
a. Any occurrence at the wastewater treatment facility which results in the treatment of
significant amounts of wastes which are abnormal in quantity or characteristic, such as
the dumping of the contents of a sludge digester, the known passage of a slug of
hazardous substance through the facility, or any other unusual circumstances-,

b. Any process unit failure, due to known or unknown reasons, that renders the facility
incapable of adequate wastewater treatment, such as mechanical or electrical failures of
i
pumps, aerators, compressors, etc.;
c. Any failure of a pumping station, sewer line, or treatment facility resulting in a by-pass
directly to receiving waters without treatment of all or any portion of the influent to
such station or facility; or
d. Any time that self -monitoring information indicates. that the facility has gone out of
compliance with its permit limitations.
Persons reporting such occurrences .by telephone shall also file a written report -in letter
form within five (5) days following first knowledge of the occurrence. This report must _
outline the actions taken or proposed to be taken to ensure that the problem does not recur.
IV. GROUNDWATER REQUIREMENTS
Monitor wells MW-8, MW-13, MW-14, MW-15, MW-16, MW-17, MW-18, MW-19,
MW-20, MW-21, MW-23, MW-24, and MW-25 (see attached map) shall be sampled
every April, August and December for the following parameters:
NO3 Ammonia Nitrogen
TDS TOC
pH Water Level
Chloride Fecal Coliforms
Total Suspended Solids
Volatile Organic Compounds - In December only (by Method 1 or 2 below)
Method l: Method 6230D (Capillary - Column), "Standard Methods For The
Examination of Water and Wastewater", 17th ed., 1989
Method 2: Method 502.2 "Methods For The Determination Of Organic Compounds
In Drinking Water", U.S. EPA-600/4-88/039
The measurement of water levels must be made prior to sampling for the remaining
parameters. The depth to water in each well shall be measured from the surveyed point on
the top of the casing.
The measuring points (top of well casing) of all monitoring wells shall be surveyed to
provide the relative elevation of the measuring point for each monitoring well.
If TOC concentrations greater than 10 mg/1 are detected in any dowrgradient monitoring
well, additional sampling and analysis must be conducted to identify the individual
constituents comprising this TOC concentration. If the TOC concentration as measured in
the background monitor well exceeds 10 mg/l, this concentration will be taken to represent
the naturally occurring TOC concentration. Any exceedances of this naturally occurring
TOC concentration in the downgradient wells shall be -subject to the additional sampling
and analysis as described above.
If any volatile organic compounds are detected by method 6230D, or the equivalent method
502.2, then EPA methods 604 and 611 must also be run to detect other organic compounds
which may be present. The results of all analyses specified in the monitoring requirements,
including 604 and 611 if required, must be submitted simultaneously.
73S 322(
The results of the sampling and analysis shah be sent to the Groundwater Section, Permits
and Compliance Unit, P.O. Box 29578 Raleigh, N.C. 27626-0578 on Form GW-59
[Compliance Monitoring Report Form] every May, September and January.

2. Any additional groundwater quality monitoring, as deemed necessary by the Division, shall
be provided.
The COMPLIANCE BOUNDARY for the disposal system is specified by regulations in
15A NCAC 2L, Groundwater Classifications and Standards. The Compliance Boundary is
for the disposal system constructed after December 31, 1983 is established at either (1) 250
feet from the waste disposal area, or (2) 50 feet within the property boundary, whichever is
closest to the waste disposal area. An exceedance of Groundwater Quality Standards at or
beyond the Compliance Boundary is subject to immediate remediation action in addition to
the penalty provisions applicable under General Statute 143-215.6A(a)(1).
In accordance with 15A NCAC 2L, a REVIEW BOUNDARY is established around the
disposal systems midway between the Compliance Boundary and the perimeter of the
waste disposal area. Any exceedance of standards at the Review Boundary shall require
remediation action on the part of the Perrrdttee.
4. The Permittee shall submit two (2) original copies of a scaled topographic map (scale no
greater than 1":100') signed and sealed by a professional engineer or a state licensed land
surveyor that indicates all of the following information:
a. the location and identity of each monitoring well,
b. the location of the waste disposal system,
c. the location of all property boundaries, '
d. the latitude and longitude of the established horizontal control monument,
e. the relative elevation of the top of the well casing (which shall be known as the
"measuring point"), and
f. the depth of water below the measuring point at the time the measuring point is
established.
The survey shall be conducted using approved practices outlined in North Carolina General
Statutes Chapter 89C and the North Carolina Administrative Code Title 21, Chapter 56.
The surveyor shall establish a horizontal control monument on the property of the waste
disposal system and determine the latitude and longitude of this horizontal control
monument to a horizontal positional accuracy of +/- above shall be surveyed relative to this
horizontal control monument. The positional accuracy of features listed in a. through e.
above shall have a ratio of precision not to exceed an error of closure of 1 foot per 10,000
feet of perimeter of the survey. Any features located by the radial method will be located
from a minimum of two points. Horizontal control monument shall be installed in such a
manner and made of such materials that the monument will not be destroyed due to
activities that may take place on the property. The map shall also be surveyed using the
North American Datum of 1983 coordinate system and shall indicate the datum on the map.
All bearings or azimuths shall be based on either the true or-,NAD 83 grid meridian. If a
Global Positioning System (GPS) is used to determine the latitude and longitude of the
horizontal control monument, a GPS receiver that has the capability to perform differential
GPS shall be used and all data collected by the GPS receiver will be differentially
corrected.
The maps and any supporting documentation shall be sent to the Groundwater Section,
N.C. Division of Environmental Management P.O. Box 29578 Raleigh, N.C. 27626-
057 8.
V . INSPECTIONS
Adequate inspection, maintenance, and cleanina shall be provided by the Permittee to
insure proper operation of the subject facilities.

2. The Permittee or his designee shall inspect the wastewater treatment and disposal facilities
to prevent malfunctions and deterioration, operator errors and discharges which may cause
or lead to the release of wastes to the environment, a threat to human health, or a nuisance.
The Permittee shall keep an inspection log or summary including at least the date and time
of inspection, observations made, and any maintenance, repairs, or corrective actions taken
by the Permittee. This log of inspections shall be maintained by the Permittee for a period
of three years from the date of the inspection and shall be made available upon request to
the Division of Environmental Management or other permitting authority.
3. Any duly authorized officer, employee, or representative of the Division of Environmental
Management may, upon presentation of credentials, enter and inspect any property,
premises or place on or related to the disposal site or facility at any reasonable time for the
purpose of determining compliance with this permit, may inspect or copy any records that
must be maintained under the terms and conditions of this permit, and may obtain samples
of groundwater, surface water, or ;achate.
V I. GENERAL CONDITIONS
1. This permit shall become voidable unless the facilities are constructed in accordance with
the conditions -of this permit, the approved plans and specifications, and other supporting
data.
2. This permit is effective only with respect to the nature and volume of wastes described in
the, application and other supporting data.
3. This permit is" not transferable. In the event there is a desire for the facilities to change
ownership, or there is a name change of the Permittee, a formal permit request must be
submitted to the Division of Environmental Management accompanied by an application
fee, documentation from the parties involved, and other supporting materials as may be
appropriate. The approval of this request will be considered on its merits and may or may
not be approved.
4. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to an enforcement action by the Division of Environmental Management in
accordance with North Carolina General Statute 143-215.6(a) to 143-215.6(c).
5. The issuance of this permit does not preclude the Permittee from. complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
6. A set of approved plans and specifications for the subject project must be retained by the
Permittee for the life of the project.
7. The annual administering and compliance fee must be paid by the Permittee within thirty
(30) days after being billed by the Division. Failure to pay the fee accordingly may cause
the Division to initiate action to revoke this permit as specified by 15A NCAC 2H .0205
(c)(4).

8. The Permittee, at least six (6) months prior to the expiration of this permit, shall request its
extension. Upon receipt of the request, the Commission will review the adequacy of the
facilities described therein, and if warranted, will extend the permit for such period of time
and under such conditions and limitations as it may deem appropriate.
Permit issued this the 30th day of April, 1996
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Presto Howard, Jr., .E., irector
Division o Environmental Management
By Authority of the Environmental Management Commission
Permit Number WQ0000484
K

State of North Carolina
Department of Environment,;
Health and Natural Resources
Division of Water Quality -
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
DECEMBER 18, 1996
Harry Don Bull -
Operations Manager
Mountaire Farms of North- Carolina, Inc.
P.O. Box 339
Lumber Bridge, North Carolina 28357 . =
Subject: Special Order by Consent
EMC SOC WQ 94-13 AdI. .
Robeson County
NPDES Permit NC0040185
Dear Mr. Bull:
Attached for your records is a copy. of the signed Special Order. by Consent approved by the
Environmental Management Commission.
The terms and conditions of the Order are in full effect and,you are reminded that all final
permit limits contained -in the permits must be met ex_ cept those modified by the conditions of the
Order.
If you have questions concerning this matter, please contact Mike Lewandowski at (919)733-.
5083 ext. 530.
4-Sinctrely,-s on oward, Jr. P: E.
Attachment
cc: Fayetteville Regional Office
Mike Hoin, EPA
Jimmie Overton
Robert Farmer
SOC Files
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer °
50%recycled/ 10% post -co
n.sumer-paper

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
COUNTY OF Robeson
IN THE MATTER OF )
NORTH CAROLINA ) SPECIAL ORDER BY CONSENT
NPDES PERMIT ) EMC SOC WQ 94-13 Adl
NUMBER NCO040185 )
HELD BY MOUNTAIRE )
FARMS OF
NORTH CAROLINA, INC. )
Pursuant to provisions of North Carolina General Statute (G.S.) 143-215.2, this Special Order by Consent
is entered into by Mountaire Farms of North Carolina, Inc., hereinafter referred to as the COMPANY,
and the North Carolina Environmental Management Commission, an agency of the State of North
Carolina created by G.S. 143B-282, and hereinafter referred to as the Commission:
The COMPANY and the Commission hereby stipulate the following:
(a) That the Company holds North Carolina NPDES Permit No. NCO040185 for operation
of an existing underdrain system from a spray irrigation nondischarge wastewater
treatment system and for making an outlet therefrom for treated wastewater into Big
Marsh Swamp, Class "C-Swp" waters of this State in the Lumber River Basin, but is
unable to comply with the final effluent limitations for ammonia nitrogen and oil and
grease, set forth in NPDES Permit NC0040185. Compliance will require continued
intensive maintenance, improved pretreatment, possible new land area for the existing
Land Application/Spray Irrigation Facility (Permit No. WQ0000484) operated by the
COMPANY, and elimination of 2 NPDES outfalls by intercepting the flow and pumping
to permitted infiltration basins.
(b) That noncompliance with final effluent limitations constitutes causing and contributing
to pollution of the waters of this State named above, and the COMPANY is within the
jurisdiction of the Commission as set forth in G.S. Chapter 143, Article 21.
(c) That the COMPANY has secured or has financing for planning and construction of
treatment works which, when constructed and operated, will be sufficient to adequately
treat the wastewater with no discharge to the State's surface waters.
(d) Since this Special Order is by Consent, neither party will file a petition for a contested
case or for judicial review concerning its terms.

Special Order by Consent
Page 2
The COMPANY, desiring to comply with the Permit identified in paragraph 1(a) above, hereby
agrees to do the following:
(a) Meet and comply with all terms and conditions of the Permit except those effluent
limitations identified in paragraph 1(a) above. See Attachments A and B, for all current
monitoring requirements and effluent limitations. The permittee may also be required to
monitor for other parameters as deemed necessary by the Director in future permits or
administrative letters.
(b) Upon execution of this Order, undertake the following activities in accordance with the
indicated time schedule:
1) Submit Infiltration Basin design and Permit Application to DEHNR on or before
April 1. 1997.
2) Begin construction on or before September 1. 1997.
3) Complete construction and begin operation on or before February 1 1998.
4) Cease discharge to the State's surface waters, request rescission of NPDES
Permit (NC0040185) and SOC EMC WQ 94-13 AdI byylarch 1. 1998.
(c) During the time in which this Special Order by Consent is effective, comply with the
interim effluent limitations contained in Attachments A and B. The following reflects
only the limitations that have been modified from NPDES requirements by this Order:
Permit Limits
Parameters
Outfalls
Units
Daily Max.
Monthly Ave.
NH, as N
001 & 002
MG/L
2.0
Oil & Grease
001 & 002
MG/L
4.0
2.0
Modified Limits
(SOC)
Parameters
Outfalls
UniLs
Daily Max.
Monthly Avg
NH3 as N
001 & 002
MG/L
20.0
Oil & Grease
001 & 002
MG/L
15.0
10.0
(d) No later than fourteen (14)
calendar days
after any date identified for accomplishment
of any activity
listed in 2(b)
above submit to the Director of the North Carolina
Division of Water Quality
(DWO) written
notice of compliance
or noncompliance
therewith. In the
case of noncompliance
the notice shall
include a statement of the
reason(s) for noncompliance
remedial action(s)
taken and
a statement identifying the
extent to which
subsequent
dates or times
for accomplishment
of listed activities may be
affected.

Special Order by Consent
Page 3
3. The COMPANY agrees that unless excused under paragraph four (4), the Company will pay the
Director of DWQ, by check payable to the North Carolina Department of Environment, Health
and Natural Resources, according to the following schedule for failure to meet the deadlines set
out in paragraphs 2(b) and 2(d), or failure to attain compliance with the effluent
limitations/monitoring requirements contained in Attachments A and B.
Failure to meet a schedule date.
Failure to maintain compliance with
any modified limit contained in the SOC.
Failure to achieve compliance with
final effluent limits at expiration.
Failure to submit progress reports.
Monitoring frequency violations
$100/day for the first 7 days; $500/day
thereafter
$1000/violation
$2000
$50/day for the first 7 days; $250/day thereafter
$100 per omitted value per parameter '
4. The COMPANY and the COMMISSION agree that the stipulated penalties are not due if the
COMPANY satisfies the Division of Water Quality that noncompliance was caused solely by:
a. An act of God;
b. An act of war;
C. An intentional act or omission of a third party but this defense shall not be available if
the act or omission is that of an employee or agent of the defendant or if the act or
omission occurs in connection with a contractual relationship with the Permittee;
d. An extraordinary event beyond the Permittee's control. Contractor delays or failure to
obtain funding will not be considered as events beyond the Permittee's control; or
e. Any combination of the above causes.
Failure within thirty (30) days of receipt of written demand to pay the penalties, or challenge
them by a contested case petition pursuant to G.S. 150B-23, will be grounds for a collection
action against the COMPANY, which the Attorney General is hereby authorized to initiate. The
only issue in such an action will be whether the thirty (30) days has elapsed.
Noncompliance with the terms of this Special Order by Consent is subject to enforcement action
in addition to the above stipulations, including injunctive relief pursuant to G.S. 143-215.6.(c).

Special Order by Consent
Page 4
6. This Special Order by Consent and any terms, conditions, and interim effluent limitations
contained herein, hereby supersede any and all previous Special Orders, Enforcement
Compliance Schedule Letters, terms, conditions, and limitations contained therein issued in
connection with NPDES Permit No. NC0040185.
7. The Permittee, upon signature of this Special Order by Consent, will be expected to comply with
all schedule dates, terms, and conditions of this document.
8. This Special Order by Consent shall expire on June 1. 1998.
For Mountaire Farms of North Carolina, Inc.
i
tie t A Mqrja,er
Title of Signing Official
Date
Signature'of igning Official
For the North o ina Env' onment 1 Management Commission
Date
PAA eh -airman of the Commission

ATTACHMENT A
NPDES PERMIT No.
n 40185
A(1). EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
During the period beginning on
the effective date of this Special
Order by Consent and lasting until March 1, 1998, the permittee is authorized to discharge
from
outfall(s) serial number 001**.
Such discharges shall be limited
and monitored by the permittee
as specified below:
Effluent Characteristics
Discharge
Limitations
Monitoring Requirements
Other Units
(Specify)
Measurement
Sample
*Sample
Monthly Avg.
Daily Avg.
ErncyI6
Location
Flow
BOD, 5-Day, 20' C
5.0 nig.l
7.5 mg/1
Weekly
2/Month
Instantaneous
E
NH3 as N
Dissolved Oxygen ***
20.0 mg/I
2/Month
Grab
Grab
E
E
Total Suspended Residue
30.0 rng/1
45.0 mg/1
Weekly
2/Month
Grab
E, U, D
Oil and Grease
Settleable Solids
10.0 mg/l
15.0 mg/l
2/Month
Grab
Gb
Grab
E
E
Temperature
0.1 mUl
0.2 mUl
2/Month
Grab
E
Conductivity
W
Weekly
Grab
E, U, D
Total Nitrogen (NO2 + NO3 + TKN)
Weekly
Grab
U, D
Total Phosphorus
Quarterly
Grab
E
Quarterly
Grab
E
*Sample locations: E = Effluent, I = Influent, U = Upstream above discharge point, D = Downstream 1.8 miles below discharge at NCSR 1750.
**Discharge 001 is the wastewater from the underdrain system serving spray irrigation Field C.
***The daily average dissolved oxygen effluent concentration shall not be less than 2.0 mg/l.
The pH shall not be less than 5.0 standard units nor greater than 9.0 standard units and shall be monitored weekly at the effluent by grab sample.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

ATTACHMENT B
NPDES
PERMIT NO, (1
40185
A(1). EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
During the period beginning on
outfall(s) serial number 002**.
the effective date of this Special Order by Consent and lasting
Such discharges shall be limited and by
until March 1, 1998, the permittee is authorized to discharge from
monitored the permittee
as specified below:
Effluent Characteristics
Discharge Limitations
—
Monitoring
Rgquirements
Other Units (Spgcify)
Monthly Avg, Daily Avg,
Measurement
a uenc
Sample
* m le
TXILe
Location
Flow
BOD, 5-Day, 20oC
5.0 mg.l 7.5 mg/l
Weekly
2/Month
Instantaneous
E
NH N
20.0 mg/l
Grab
E
Dissolved Oxygen ***
2/M
2/Month
Grab
EWeekly
Total Suspended Residue
30.0 m /1 45.0 mg/1
2/Montli
Grab
E, U, D
Oil and Grease
Settleable Solids
10.0 mg/1
g 15.0 mg/l
2/Month
Grab
Grab
E
E
Temperature
0.1 ml/l 0.2 mUl
2/Month
Grab
E
Conductivity
Weekly
Grab
E, U, D
Total Nitrogen (NO2 + NO3 +'TKN)
Weekly
Grab
U, D
Total Phosphorus
Quarterly
Grab
E
Quarterly
Grab
.
E S
4
*Sample locations: E = Effluent, I = Influent, U = Upstream above discharge point, D = Downstream 1.8 miles below discharge at NCSR 1750.
**Discharge 002 is the wastewater from the underdrain system serving spray irrigation Field F.
***The daily average dissolved oxygen effluent concentration shall not be less than 2.0 mg/1.
The pH shall not be less than 5.0 standard units nor greater than 9.0 standard units and shall be monitored weekly at the effluent by grab sample.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

DESIGN REPORT
CHAPTER III

MOUNTAIRE FARMS OF NORTH CAROLINA, INC.
C . LUMBER BRIDGE, NORTH CAROLINA
DESIGN REPORT
WASTEWATER TREATMENT SYSTEM
RAPID INFILTRATION BASINS
• CABE ASSOCIA
CONSULTING E
MARCH 28, 1997
INC.
NttFiS
144 S. GOVERNORS AVENUE
P.O. BOX 877
DOVER, DELAWARE .19903-0877
302-874-9280

TABLE OF CONTENTS
Introduction
Description of Treatment
Description of System
Design Criteria
Health, Water Quality and Other Limiting Factors
Groundwater Monitoring Plan
ATTACHMENT
Site Evaluation Report - G.N. Richardson Associates
EXHIBITS
1
3
4
6
9
10
Exhibit 1
Location Map
Exhibit 2
Rapid Infiltration System
Exhibit 3
Wastewater Discharge
Exhibit 4
Outfall 001 and 002
Exhibit 5
Field C Pump Curve
Exhibit 6
Field F Pump Curve
Exhibit 7
Comparison of Wastewater Characteristics to Primary Drinking
Water Standards
Exhibit 8
Calculated Average Concentration of Nitrate in the Downstream
Monitoring Wells
Exhibit 9
Estimate Concentration of Nitrate Nitrogen Leaving the Site
After Installation of RI Basins
Exhibit 10
Calculated Sodium Adsorption Ratio of the Applied Wastewater
Exhibit 11
Proposed Monitoring Well Location

DESIGN REPORT
WASTEWATER TREATMENT SYSTEM
RAPID INFILTRATION BASIN
MOUNTAIRE FARMS OF NORTH CAROLINA, INC.
LUMBER BRIDGE, NORTH CAROLINA
MARCH 28, 1997
Introduction
Mountaire Farms of North Carolina, Inc. (Mountaire) operates a poultry processing
facility in near Lumber Bridge, in Robeson County, North Carolina. A location map is
provided as Exhibit 1. The facility was acquired by Mountaire on March 1, 1996 from
Piedmont Poultry Processing, Inc. Wastewater from the facility is treated and land applied
by spray irrigation on five fields (Permit No. WQ0000484). Portions of two fields have had
underdrain systems installed to lower the water table elevation. These underdrains
discharge as point sources (NPDES Permit No. NC0040185) to tributaries of the Big Marsh
Swamp. The NC Division of Water Quality has assigned a classification for Big Marsh
Swamp of Class C - Swamp Waters.
Waters with a classification of Class C are protected for secondary recreation, fishing,
wildlife, fish and aquatic life, propagation and survival, agriculture and other uses.
Secondary recreation includes wading, boating, and other uses involving human body contact
with water where such activities take place in an infrequent, unorganized, or incidental
manner. There are no restrictions on watershed development activities. The supplemental
classification of Swamp Waters is intended to recognize those waters that generally have
naturally occurring very low velocities, low pH and low dissolved oxygen.
The NPDES permit limits for the two (2) outfalls are quite restrictive and allow for
little variation in the quality of flow. Violations of the permit have occurred and a Special
Order by Consent (EMC SOC WQ 94-13) was approved by the Environmental Management
Commission and issued to the former owner of the facility. As part of the permit transfer
requirements, Mountaire has agreed to abide by all terms of the SOC.
-1-

IN
Item 2.(b)(9) of the SOC required the permittee to "obtain compliance with final
permitted effluent limitations or reapply for an SOC by June 1, 1996 or to cease all
discharges by permitting new spray area by April 1, 1996." On May 30, 1996, Mountaire
submitted an application for an amendment to the SOC requesting time to implement the
elimination of the point source discharges by capturing the effluent and discharging it via
rapid infiltration basins. An amendment to the SOC was issued on December 18, 1996 that
permitted implementation of the plan.
In support of the amendment to the SOC, the history of the discharge was reviewed,
an evaluation of alternatives conducted and a recommendation for implementation of the
selected alternative developed. The monitoring data from January 1995 to February 1996
was reviewed and compared with the original and interim limits of the SOC. Exceedances
of limits for all but TSS and DO were observed during the period studied. Raising the limits
to a value high enough to eliminate all violations could not be justified without an extensive
and time-consuming study of the drainage basin. Exceedances may have continued,
certainly a discharge would, even if land application was discontinued on the fields.
There is additional land available for land application on the property. The majority
of it was permitted for sludge disposal when the lagoons were cleaned and cannot be used
before November 1996. Other suitable land with sufficient area would require clearing of
woods. Removing the two (2) underdrained fields is not in the long-term interest of
Mountaire or best management of the system. Additional acreage is needed to assist with
treatment and disposal of wastewater and with crop management. Mountaire plans to
submit a permit application for additional land application sites to improve management of
its system. With the change in ownership (March 1, 1996), a permit application could not be
developed to meet April 1, 1996 deadline. Elimination of the existing underdrain fields was
not considered a viable alternative.
Spray irrigation Field F was disced and respriged with coastal Bermuda grass in the
Spring of 1996. Mountaire intends to resprig Field C when conditions permit. The
replanting of Field F improved the quality of the effluent discharged through outfall 002.
It should also be noted that a discharge continued during the approximate two months that
-2-

the field was not used for disposal of wastewater.
Alternatives considered as possible solutions to the problem include the following:
• Eliminate spray irrigation on fields with underdrain systems
• Revision of discharge limits
• Elimination of point source discharge and land application of the captured
effluent
• Biological nitrification
• Ammonia stripping
• Breakpoint chlorination
• Ion exchange
Elimination of the point source discharges and application of the intercepted effluent
to rapid infiltration basins was chosen as the alternative to implement. The relatively high
quality of the effluent and type of soil at the chosen site make rapid infiltration treatment
and disposal a viable alternative. This type of system is easy to operate, maintain and has
a low operating cost.
Description of Treatment
i
l
Rapid infiltration systems require deep, permeable soils for wastewater treatment. .
They effectively remove BOD and suspended solids through filtration, absorption and bacteria
decomposition. Particulate BOD and suspended solids are removed by filtration at or near
the soil surface. Soluble BOD may be adsorbed by the soil or may be removed from the
percolating wastewater by soil bacteria. Eventually, most BOD and suspended solids that
are initially removed by filtration are degraded and consumed by soil bacteria. BOD and
suspended solids are expected to be removed to very low levels, approaching 1 mg/l.
The primary nitrogen removal mechanism in rapid infiltration systems is nitrification-
denitrification. Nitrogen removal by rapid infiltration systems varies from 40 to 90%r.• as a
result of biological 'denitrification. The important design criteria are BOD.:N ratio, hydraulic
loading rate and ratio of loading to recovery periods. Alternating aerobic and anaerobic
conditions must be provided for significant nitrogen removal. Aerobic bacteria deplete oxygen
in the soil during loading periods. Therefore, recovery or resting periods must be provided
-3-

to result in alternating aerobic and anaerobic soil conditions. The objective is to manage
these factors to obtain nitrification-denitrification. The wastewater being applied has been
treated to high level and as a result has a low BOD:N ratio. This decreases the effectiveness
of denitrification. By adjusting the loading rate and cycle time adequate detention time
within the soil profile can be provided for some nitrogen removal. Nitrogen values greater
than 10 mg/1 may be experienced beneath the beds but are expected to be dispersed to below
10 mg/l by the compliance boundary.
Rapid infiltration systems are also effective in removing phosphorus, metals,
pathogens and trace organics. Phosphorus removal is accomplished by adsorption and
chemical precipitation. Trace elements accumulate in the upper soil layers. The primary
removal mechanism for pathogens is adsorption. Trace organics can be removed by
volatilization, sorption, and degradation. Degradation may be either chemical or biological.
Trace organic removal from the soil is primarily the result of biological degradation.
DESCRIPTION OF SYSTEM
The rapid infiltration system for treatment and disposal of a highly treated spray
irrigation underdrain at Mountaire will include two new pumping stations, new force mains,
five beds, and appurtenances. In each field a junction box will be installed over the existing
drainage pipe and an eight -inch gravity sewer extended to a new wet well. The wet well will
be a five-foot diameter precast manhole section with a factory built self -priming duplex
pumping station mounted above the wet well. A six-inch force main will be constructed from
the pumping stations to the area chosen for the rapid infiltration basins.
The site selected for the rapid infiltration basins is northwest of spray irrigation Field
B and southwest of Field G. The U.S. Soil Conservation Service's Soil Survey of Robeson
County shows the soils at the site are part of the Wakulla and Wagram series. The soil types
are both characterized as well drained to excessively drained with moderately rapid
permeability and a relatively deep water table. The soils are non -plastic sand and loamy
sand typically with less than 30% fines. This was confirmed during the soils and
hydrogeologic investigation of the site.
-4-

Effluent from the pumping stations will be pumped through a valve vault and
discharged to one of five rapid infiltration' basins. Each basin will be loaded or flooded for
a selected period and then allowed to rest and recover until the cycle is repeated. Initial
operation will load a bed for one day and then allow the bed to recover for four days. Cycle
times can be varied to optimize treatment and reduce groundwater mounding. Loading times
of 24 to 48 hours may be used. Fo er ach ho or`day-zof loa�_ ding__o-r.hour_s_or days of overy
will=b_e2pravided. Factors that influence the cycle time include treatment objectives and
development of groundwater mounding.
Mounding of groundwater is of concern at this site. Groundwater gradients are
directed toward Big Marsh Swamp with discharge of the water table aquifer occurring along
that water course. No groundwater users have been identified between the site and the
nearest groundwater discharge feature. In addition, with the exception of Mountaire's
existing monitoring wells, no wells are known to be within 1,500 feet of the site. A
groundwater mound will develop beneath basins but is expected to dissipate approximately
50 feet outside the perimeter berm. As recommended in the Site Investigation Report,
provided as an Attachment, additional fill has been placed outside the basin to address this
concern. Provisions have also been made to add a sixth bed should the need arise. This will
C'
distribute the flow over additional area and provide a longer recovery time for the other beds.
The results of the computer groundwater model, Modflow, indicate that the
groundwater will not breakout and will be at an acceptable level. It should also be noted that
although Modflow, is an excellent model, and is used throughout the industry, it is
conservative in that it uses only head differences. The model does not include all of the
factors believed to affect operation of a rapid infiltration system. For example the model does
not account for evapotranspiration.
Unlike most treatment systems the amount of wastewater is dependent to a large
degree on the weather and season. Any factors that effect the normal groundwater table
elevation will influence the amount of water the system must treat and dispose.
Precipitation increases the flow while a drought or the growing season reduces the
groundwater elevation and thus the amount of water entering the system. To reduce this

impact, the pumping station serving Field C will have a means of controlling and thereby,
reducing the amount of water entering the system. This will be accomplished by trial and
error by observing the effect raising the groundwater elevation has on the field. At times,
simply turning off the pumping system will be used to reduce the amount of water discharged
to be basins. The aquifer can be used to store water during certain portions of the year.
The rapid infiltration basin consists of five beds each 150 feet by 150 feet. The basin
walls are a clay berm 10 feet wide at the top with 3:1 interior side slopes and 2:1 exterior
side slopes. The exterior berm is 3 feet tall. The interior berms are constructed of common
fill material with 3:1 side slopes, 10 feet wide at the top and 2-1/2 feet tall. Additional
common fill will be placed on the exterior slopes to provide,a 10:1 side slope to existing grade.
To optimize environmental transpiration all disturbed areas will be seeded with Lespedeza
or another hay crop.
A programmable logic controller (PLC) will be used to control the butterfly valves to
each bed. A flow meter will be provided to record the total amount of wastewater applied.
Design Criteria
The criteria used to design the rapid infiltration are as follows:
I. Loadings
A. Flow
1. Outfall 001
a.
Average
b.
Maximum
C.
Minimum
d.
Design - Average
e.
Design - Maximum
2. Outfall 002
244,421 gpd
432,000 gpd
144,000 gpd
260,000 gpd--
352,000 gpd
a. Average 12,237 gpd
b. Maximum 21,000 gpd
C. Minimum 0 gpd
d. Design - Average 20,000 gpd
e. Design - Maximum 172,800 gpd
-6- ��o U

0
3. Total
a. Average
256,000 gpd
b. Maximum
451,200 gpd
C. Minimum
144,000 gpd
d.' Design - Average
280,000 gpd
e. Design - Maximum
374,400 gpd
Flow rates ate based on measurements observed
during 1996 and 1997 including two
hurricanes that occurred one week apart. The flow data are provided in Exhibit K A graph
showing the flow data and design flow is provided as Exhibit 4.
B. BOD
1. Outfall 001
a. Average
2.1 mg/1
b. Maximum
10.0 mg/1
C. Minimum
6.0 mg/l
d. Design - Average
13 lb/day
2. Outfall 002
a. Average
3.0 mg/l
b. Maximum
12.6 mg/l
C. Minimum
6.0 mg/l
d. Design - Average
11 lb/day
C. Ammonia
1. Outfall 001
a. Average 5.6 mg/1
b. Maximum 20.0 mg/l
C. Minimum 4.0 mg/l
d. Design - Average 8.7 lb/day
2. Outfall 002
a. Average 3.7 mg/1
b.' Maximum 11.0 mg/1
C. Minimum 4.0 mg/l
d. Design - Average .7 lb/day
-7-

II. Pumping Stations
A. Field
C (Outfall 001)
1.
Wet Well Diameter
5 feet
2.
Force Main Pipe
6 inch PVC SDR 26
3.
Force Main Velocity
3.0 fps
4.
Pumping Rate
a. Both station Operating
225 gpm at 47.8 feet
b. Only 001 Operating
245 gpm at 46.0 feet
6.
Static
19 feet
7.
Suction Lift
11.7 feet
8.
Motor
7.5 hp, 460 volt, 3 phase
9.
Manufacturer
Gorman -Rupp
10.
-Model
T3A60-B
B. Field
F (Outfall 002)
1.
Wet Well Diameter
5 feet
2.
Force Main Pipe
3 & 6 inch PVC SDR 26
3.
Force Main Velocity
1.6 fps in 3" @ 35 gpm
4.
Pumping Rate
5.4 fps in 3" @ 120 gpm
a. Both station Operating
35 gpm at 25 feet
b. Only 002 Operating
115 gpm at 22.1 feet
6.
Static
10.5 feet
7.
Suction Lift
9.2 feet
8.
Motor
2 hp, 230 volt, 1 phase
9.
Manufacturer
Gorman -Rupp
10.
Model
T3A60-B
III. Rapid Infiltration Basins
A. Number of Beds 5
B. Total Cycle Time
1. Initial Operation 1 loading + 4 Recovery = 5 Days
2. Potential Operation (i) 2 loading + 8 Recovery = 10 Days
C. Cycles per year
1. Initial Operation 73
2. Potential Operation (i) 36.5
E. Design Flow 280,000 gpd
F. Design Infiltration Rate 1.67 ft/day

G. Required Bed Area
22, 415 sq ft
H. Actual Bed Area
22, 500 sq ft
I. Actual Hydraulic Loading
1. Initial Operation
280,000 gal/cycle
2.5 gal/sq ft
2. Potential Operation (i)
560,000 gal/cycle
2.5 gal/sq ft
J. Allowable BOD Loading
115 lb/acre/day
K. Actual BOD Loading
5.4 lb/acre/day
L. Actual Ammonia Loading
3.6 lb/acre/day
(i) After initial startup and operation cycle time will
be increased in increments of six
hours while changes in water table elevation are
monitored. Adjustments will be
made to optimize loading and recovery time.
Health Water Quality and Other Limitin-a Factors
The health issue of concern for nitrogen is excess concentration of nitrate in drinking
water for infants less than six months of age. For this reason the primary drinking water
standard for nitrate (as N) is set at 10 mg/l. The primary pathway of concern is conversion
of wastewater nitrogen to nitrate and then percolating to a drinking water aquifer. When
potable aquifers are involved, the current guidance requires that all drinking water standards
be met at the compliance boundary.
While the aquifer receiving the percolate for this project is not being used for drinking
water, the impact of the proposed project on the quality of groundwater leaving the site was
evaluated. The characteristics of the water that will be applied to the infiltration basins are
shown in Exhibit 7. Also, shown on the exhibit are relevant primary drinking water
standards including nitrate nitrogen. Since the primary removal of nitrogen will be by
denitrification, and since 2 mg/l of carbon is normally required for the conversion of one mg/l
of nitrate to nitrogen, the low concentration of carbon in the applied wastewater, as evidenced
by the low BOD, reduces the potential for denitrification. Therefore, the composite
concentration shown in Exhibit 7 is the predicted concentration beneath the infiltration
-9-

basins without credit for denitrification. This concentration exceeds the 10 mg/1 limit
however, since the guidance is applicable to the compliance boundary, this exceedance is not
considered critical.
To estimate the magnitude of the concentration of nitrate nitrogen in the water at the
compliance boundary under existing conditions, the average concentration of nitrate nitrogen
was estimated using the monitoring data on the downstream monitoring wells. The
calculated average concentration is shown in Exhibit 8 and is approximately 2.5 mg/l. The
estimated concentration of nitrate nitrogen for the mixed system (after the installation of the
rapid infiltration system), is shown in Exhibit 9. The estimate is based on the application
of approximately 30% of total wastewater being sprayed over the area with underdrains.
Since all of this 30% cannot conceivably leave through 001 and 002, the use of this percentage
makes the estimated value higher than it actually be. This overestimate provides a good
margin of safety. The predicted value is 6.6 mg/l.
One of the limiting factors for land application of wastewater is the concentration of
sodium and its impact on the permeability of the basin. The impact is evaluated by
calculating the sodium adsorption ratio of the wastewater, determining its acceptability and
deciding if any mitigation will be required. The calculated sodium adsorption ratio is 5.1 for
the wastewater, as shown in Exhibit Q-4, and is an acceptable value. Any value below 10
is considered acceptable for soils with up to 15% clay. The sandy composition of the soil at
the site means that no reduction in permeability should be expected.
Groundwater Monitoring Plan
As part of the existing spray irrigation system permit, monitoring wells have been
installed and are sampled every April, August and December for the following parameters:
• Ammonia Nitrogen
• Chloride
• NO3
• pH
• TDS
• TOC
-10-

• Fecal Coliform
• Volatile Organic Compounds (December only)
• Water Level
The measurement of water level should be recorded before collecting the sample for
the remaining parameters.
Three (3) existing groundwater monitoring wells _are in the area of the new rapid.
infiltration basins. As shown 'on Exhibit IL MW-21 and MW-23 ' are northwest and
upgradient' from the site: MW-17 is southwest of the site and is downgradient of both the
basins and Field G. It is proposed that a.'new; monitoring well be installed west of MW-17
and southwest of the basin to serve as a second downgradient monitoring well. This well -
would then. be sampled on the same frequency and -for the same parameters as the other .
groundwater monitoring wells.
Two (2) observation wells will be installed in the exterior berms of'the basins to
.monitor the effects of groundwater mounding. All other permit conditions, regarding
groundwater monitoring for the spray irrigation system will also apply to the new' well.

EXHIBITS

7.
7
1706
v
umber fridge
X14
ci
r
OR
11-t—fi: lo—
SCALE 2000'
EXHIBIT
206 016
MARCH, 1996
206C

NEW RAPID INFILTRATION BASINS
NO SCALE
%RW LWig EXHIBIT
206-016 RAPID INFILTRATION SYSTEM
MARCH, 1997 2
206A

WASTEWATER DISCHARGE
MOUNTAIRE- FARMS OF. NORTH CAROLINA, INC.
LUMBER BRIDGE, NORTH_CAROLINA
-DATE OUTFALL 001 OUTFALL 002 TOTAL
GALLONS PER DAY GALLONS PER DAY GALLONS PER DAY
04/02/96
144,000
9,600
153,600 1 th
06/19/96
288,000
4,320
. 292,320
06126/96,
216,000
2,160
218,160
07/03/96
216,000
1,200
217,200
07/10/96
144,000
0
144,000
07/17/96
288,000
240
288,240
07/24/96
216,000-
240
216,240
07/31/96 ,
144,000
240
144,240
08/08/96 -
384,000 _
7,200
391,200
08/14/96,
336;000
11,520
347,520
08/21/96
360,000 .:
14,400
374,400
. 08/28/96
288,000-
7,200
295,200
09/04/96
216,000,
7,200
223;200
�- 09/11/96
.432,000
19,200
451,200
09/17/96-
- 432,000
19,200
451-200
09/25/96
336,000
14,400
350:400
10/02/96 i
288,000
12,000
300,000
10/09/96
360,000
19,200
379,200
10/16/96
336,000
19,200
.355,200
10/24/96
336,000
19,200
355,200
10/30/96
288,000
14,400
302,400
11/06/96
240,000
12,000
252,000
11/13/96
216,000
11,520
227,520
11/20/96
216,000
10;800
226,800
11/27/96
1683.000
9,600
177,600
12/04/96
144,000
12,000
156,000
12/11/96
168,000 '
12,000
180,000
12/18/96
168,000
12,000
180,000
12/23/96
168,000
14,400
182,400
01/08/97
177,600
19,200
196,800
01/15/97.
182,400
18,720
201,120
01/22197
177,600
19,200
196,800
Exhibit 3

01/28/97
177,600
20,400
198,000
02/05/97
163,200
16,320
179,520
02/12/97
163,200
14,400
177,600
02/19/97
235,200
20,400
255,600
02J26197 '
240,000
21,000
261,000
03/05/97 -
235,200
18,720
253,920
AVERAGE
244,421
12,237
256,658
MAXIMUM
432,000
21,000
451,200
MINIMUM
144,000
0
144,000
Exhibit 3

78
500,000 -
400,000 -
b 300,000
�o
Ol
w 200,000 -
100,000 -
0.-
04
OUTFALL 001 & 002
MOUNTAIRE FARMS OF NORTH CAROLINA, INC
F17.1 -
�E
0 u t f a I I 001 Outfall 002

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COMPARISON OF WASTEWATER CHARACTERISTICS TO
PRIMARY DRINKING WATER STANDARDS
Parameter Eff 001 Eff 002 Composite
(1)
Fecal Coliform/100 ml
<2
<2
<2
BOD, mg/I
5.11
2.8
4.94
Ammonia Nitrogen, mg/I
2.1
0.65
2.00
TSS, mg/I
12
<1
11.14
pH (Std Units)
6.1
6.3
6.11
Total Solids, %
0.0249
0.0176
0.02
Magnesium, mg/I
3.1
3.1
3.10
Lead, mg/I
<0.50
<0.50
<0.50
Cadmium, mg/I
<0.0005
<0.0005
<0.0005
Sodium, mg/I
31.2
17.9
30.25
Calcium, mg/I
4.75
17.9
5.69
Nickel, mg/I
<0.010
<0.010
<0.010
Zinc, mg/I
<0.1
<0.1
<0.1
Copper, mg/I
<0.25
<0.25
<0.25
Nitrite Nitrogen, mg/I
0.058
0.015
0.05
Nitrate Nitrogen, mg/I
16.1
15.3
16.04
TNK, mg/I
2.2
0.7
2.09
Total Phosphorus, mg/I
0.7
<0.1
0.65
Oil and Grease, mg/I
<1
<1
<1
Primary
Drinking
Water
MCL
0.005
1
10
(1)- Composite values are derived by assuming 260,000 gpd from 001 and
20,000 gpd from 002.
EXHIBIT 7

CALCULATED AVERAGE CONCENTRATION OF NITRATE
IN THE DOWNSTREAM MONITORING WELLS
Downstream Monitoring
Nitrate
Wells
Nitrogen
mg/I
MW #8
3.9
MW #13
0.6
MW #14
0.7
MW #15
1.2.
MW #16
<0.1
MW #17
1.9
MW #18
0.7
MW #21
8.2
MW #23
6.7
MW #24
0.6
MW #25
3.3
Average 2.53
EXHIBIT 8

ESTIMATED CONCENTRATION. OF NITRATE NITROGEN
LEAVING THE SITE AFTER INSTALLATION OF RI BASINS
From Existing Spray System, mg/I 2.53
From Rapid Infiltration System, mg , 16.04
From the Mixed System, mg/I 6.58 <1-0 OK,*
* The. mixed system concentration is based on 30%o contribution
by the Rapid Infiltration System.
EXHIBIT 9

CALCULATED SODIUM ADSORPTION RATIO OF THE -APPLIED
WASTEWATER
Metals concentration, mg/I
meq/1
SAR=Na/((Ca+Mg)/2)^0.5
�la
Na Ca Mg
30.25 5.69 3.10
1.3 0.07 0.06
5.1
EXHIBIT 10

SCALE : 1" = 1000'
PROPOSED EXHIBIT
206-016
MARCH, 1997 MONITORING WELL LOCATION 11
206A

ATTACHMENTS

SITE INVESTIGATION REPORT
Mountaire Farms of North Carolina, Inc.
Lumber Bridge, North Carolina
Rapid Infiltration Basin
Prepared for
CABE Associates, Inc.
CONSULTING ENGINEERS
144 South Governors Avenue
Dover, Deleware 19903
To the Attention of
Mr. Robert Kerr, P.E.
GNRA Project No. CABE- I
Jo �AFinkbaeiner, AG-�'J
Project Hydrogeologist
G. David Garrett, P.G.
Principal, Senior Geologist
March 1997
C'A
983
%
G.N. Richardson & Associates
Engineering and Geological Services
417 N. Boylan Avenue
Raleigh, North Carolina 27603

Table of Contents
1.0 Introduction.................................................................. 1
2.0 Investigative Methods........................................................... 2
2.1
Local Geologic Setting .................................................. 2
2.2
Test Borings and Monitoring Well Installation ............................... 3
2.3
Aquifer (Slug) Testing ................................................... 4
2.4
Infiltration Pilot Test .................................................... 4
2.5
Infiltrometer/Permeameter Testing ......................................... 5
2.6
Estimated Seasonal Water Table Fluctuation ................................. 6
3.0 Aquifer Response Modeling ..................................................... 7
3.1
Model Description and Calibration ......................................... 7
3.2
Full Scale Aquifer Modeling ............................................... 8
4.0 Conclusions and Recommendations............................................... 9
4.1
Conclusions........................................................... 9
4.2
Design Recommendations............................................... 11
Tables
Table 1 - Monitoring Well Construction Data
Table 2 - Slug Test Data
Table 3 - Laboratory Soil Classification Tests
Figures
Figure 1 - Site Map with MODFLOW Grid
Figure 2 - Site Cross -Section with Aquifer Mounding
Figure 3 - Recommended Perimeter Berm Geometry
Appendices
Appendix A - Soil Boring Logs
Appendix B - Soil Sample Analyses
Appendix C - Slug Test Data
Appendix D - Infiltration Pilot Test Data
Appendix E - Infiltrometer/Permeameter Data
J
Appendix F - MODFLOW Aquifer Response Model Output

1.0 INTRODUCTION
This report describes a site evaluation for a proposed rapid infiltration basin planned for the
Mountaire Farms of North Carolina, Inc. (Mountaire) poultry processing plant. The site is
located near the town of Lumber Bridge, in Robeson County, North Carolina. This work was
performed for CABE Associates, Inc. (CABE), to assist their effort to permit and develop the
basin as part of planned wastewater treatment upgrades for the facility.
I
The plant generates between 3.0 and 3.6 million gallons of wastewater over a seven day period,
per the plant engineer's estimate. Process waste water is treated on -site, then spray irrigated on a
rotating schedule atone of five spray irrigation fields, designated A through G. The spray fields
collectively cover approximately 170 acres of the plant property. Two spray fields, designated C
and F, have under drains that discharge to nearby surface streams leading to Big Marsh Swamp.
The spray field under drain discharges are currently permitted by NC DEHNR, Division of Water
Quality (DWQ), but recent attention has been given to eliminating these discharges.
Current plans are to construct the rapid infiltration basin near monitoring well MW-17, located
between spray fields B and G (see Figure 1). The basin will be used to re -infiltrate the flow from
the two spray field under drains. Tentatively, the basin will be divided into five equal area sub
basins, to be used on a rotating schedule, with nominal plan dimensions of 150 feet by 750 feet.
The basin will be surrounded by 3 foot high perimeter berms, with 2.5 foot high interior berms.
Two collection sumps equipped with electric pumps, located near the under drained spray fields,
will serve the basin. The average yearly design disposal volume for the basin is 278,000 gallons
pir day, developed by CABE over a several month period, including at least one hurricane
induced rainfall event.
GNRA performed site reconnaissance and field testing to evaluate subsurface conditions that
may affect the basin performance and the possible effects of the basin on adjacent spray fields or
local ground water resources. The site characterization focused on ground water depths, flow
directions and discharge points, permeability of pertinent soil horizons, and identification of
potentially confining layers. GNRA used MODFLOW to model basin performance and to
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page I

evaluate localized aquifer response. This report presents a summary of the methodology and
findings of the study, along with conclusions and recommended design parameters.
2.0 INVESTIGATIVE METHODS AND FINDINGS
2.1 Local Geologic Setting
The Mountaire site is located in the Coastal Plain physiographic and geologic province of North
Carolina. The N.C. Geologic Map indicates that the site is underlain at depth by the Cretaceous
age Black Creek formation, described as gray to black marine clay with thick lenses of cross -
bedded sand. This area is on the southern fringe of the "Sand Hills" region. Based on the USGS
topographic map, the subdued surface topography of the area is characterized by broad, low
ridges with mean elevations occurring near El. 200 feet (MSL), which drop abruptly some 15 to
25 feet into the larger southeast flowing drainage features.
Surface drainage at the site is to the southwest via two small streams leading to Big Marsh
Swamp, one of the larger tributaries to Lumber River that originates some 10 to 12 miles to the
northeast. Mapped ground surface elevations within the central and north portions of the site
exist near El. 200 to 205, decreasing to El. 180 near Big Marsh Swamp. A notable topographic
feature near the site is Goose Pond, one of several lenticular, southeast oriented surface
depressions occurring throughout the area known as the Carolina Bays. The "bays" are believed
to have originated as erosional features and are not believed to have any significant effect on
ground water movement, although many exist as marshes with shallow ground water.
The Soil Survey of Robeson County, published by the U.S. Soil Conservation Service (SCS),
maps the surficial soils at the site of the proposed basin as the Wakulla and Wagram series. Both
soil types are characterized as well drained to excessively drained, with moderately rapid
permeability and a relatively deep water table (generally deeper than 5 feet). Both soil types are
commonly found along nearly level to gently sloping uplands in the region. The SCS literature
describes the soils as non -plastic sand and loamy sand, typically with less than 30 percent fines.
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page 2

Local reconnaissance identified a public supply well approximately 'A mile northeast of the site.
This facility appears to be up gradient of the Mountaire site based on topographic and ground
water potentiometric relationships. There are no ground water users located between the site and
Big Marsh Swamp.
2.2 Test Borings and Monitoring Wells
Initial investigation activities included measuring static water levels at existing monitoring wells
across the site. Ground water depths varied from 3 to 8 feet below the surface at various well
locations. A ground water potentiometric map developed from this data, shown in Figure 1,
indicates a ground water flow direction toward Big Marsh Swamp. Flow gradients at time of
investigation, shown by the potentiometric contours, are typically 5 percent. Based on these data,.
ground water discharge from the water table aquifer occurs at Big Marsh Swamp.
The site of the planned infiltration basin was investigated with six new test borings, advanced
with 5'/4 inch (ID) hollow stem augers. Four borings, PZ-1 through PZ-4, were advanced to
depths of 10 feet and sampled by standard penetration test techniques (ASTM D-1586). These
borings were completed as 2-inch diameter PVC piezometers in accordance with industry
standards for monitoring well construction. Boring PZ-5 was advanced to a depth of 15 feet with
continuous standard penetration testing and completed as a 4-inch diameter PVC piezometer.
This piezometer was used as an infiltration well during the infiltration pilot test, while the other
piezometers were used as observation wells. Boring PZ-6 was advanced to a depth of 40 feet
with continuous standard penetration testing and sampling to identify stratigraphic variations.
Construction data for the new piezometers and existing monitoring wells (determined from
soundings) are summarized on Table 1. Records for the existing monitoring wells have not been
located as of this writing. Soil boring logs and piezometer completion records for the recent
investigation are included in Appendix A. Laboratory sieve analyses and Atterburg Limits
testing conducted on samples procured through standard penetration testing are summarized on
Table 3. Grain size distribution curves are presented in Appendix B.
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page 3

Test boring records presented in Appendix A indicate loose (N<10 blows per foot) relatively
clean sands extending to a depth of 6 to 8 feet, underlain by medium dense (N=10 - 25) silty and
clayey fine to coarse sands, interlayered with clean sands to a depth of 40 feet. Table 3 indicates
that the soils are non -plastic and exhibit Unified Soil Classification System (USCS) designations
of SW, SW-SP, SW-SM and SM. No distinct clay layers were observed within the upper 20 feet
beneath the surface, although the fine to coarse sands beneath the water table exhibit dispersed
clay. Samples from the PZ-6 exhibit clay balls at depths of 22 feet and 32 feet. A Shelby tube
sample was attempted at 24 feet, but the soils lacked sufficient cohesion for a tube sample.
2.3 Aquifer (Slug) Testing
Rising head slug tests (water removed) were performed on 15 monitoring wells and piezometers.
An electronic data logger was used to collect water level measurements well during the slug tests.
Data were reduced using the Bouwer (1989) method. Hydraulic conductivities calculated from
the slug tests are summarized in Table 2, with data and calculations presented in Appendix C.
Calculated hydraulic conductivities ranged from 0.18 ft/day (6.3 x 10' cm/sec) at MW-25 to
2 1. 18 ft/day (7.2 x 10 cm/sec) at MW-19. The average hydraulic conductivity in the monitoring
wells across the site was 7.00 ft/day (2.5 x 10-3 cm/sec). An anomalously high conductivity of
50.49 ft/day was calculated at MW-20. This may be due to anomalies in the aquifer, or, more
likely, peculiarities with this slug test. This test was not considered in evaluating the site.
2.4 Infiltration Pilot Test
An infiltration pilot test was performed to monitor aquifer response and provide data for model
calibration. The infiltration test was conducted by continuously pumping clean potable water
into the water table aquifer through well PZ-5, at constant rates for such periods of time until the
observed mounding (water table rise) became steady at the nearby piezometers. The test was run
at 2 gallons per minute (gpm) for a period of 7 hours, 3 gpm for 2 hours and 4 apm for the final
1.5 hours. A total of 1500 gallons was infiltrated during the test. A constant head developed in
the infiltration well at a height of approximately 3 feet above normal water table elevation during
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page 4

the 2 gpm portion of the infiltration test. The water level in well PZ-4, located approximately 10
feet away, rose 0.33 feet above normal elevation. The aquifer returned to normal levels within
about 20 minutes following completion of the test.
2.5 Infiltrometer/Permeameter Testing
GNRA subcontracted Soil and Environmental Consultants, Inc. (S&EC) to perform surface
infiltrometer and vadose zone permeameter testing. These tests were performed with a double
ring infiltrometer and a compact constant head permeameter at three locations within the planned
infiltration basin footprint. One surface infiltrometer test and two permeameter tests were
performed in hand auger borings terminated above the water table at each test location
(maximum depth of 84 inches).
A North Carolina Registered Soil Scientist performed the field work and classified the soils
encountered in the borings as sands, sandy loam and loamy sand, per USDA classification
methods. These classifications are consistent with the engineering classifications used by GNRA
- ' for the test boring samples and those of the SCS literature. The S&EC report is presented in
Appendix E.
Surface infiltrometer tests results range from 2.58 feet/day (9.1 x 10' cm/sec) to 4.68 feet/day
(1.7 x 10'3 cm/sec). Vadose zone conductivity varies from 0.05 ft/day (1.8 x 10' cm/sec) at Test
Site #3 to 12.52 ft/day (4.4 x 10-' cm/sec) at Test Site #1. The slower values at Test Site #3
occurred below depths of 4.2 feet and indicate a possible silty or clayey zone at these depths.
While this zone may affect infiltration characteristics somewhat, the average measured
conductivity in the near surface soils (above 4 feet) is 6.76 ft/day while the average conductivity
measured deeper in the soil profile (4 to 6 feet) is 0.05 ft/day.
This "slow zone", encountered at only one of the three permeameter test locations, appears to
coincide with the more silty and clayey sands encountered near the water table in some of the test
borings. The test boring samples exhibit dispersed fines, rather than a distinct layer of silt or clay.
This less permeable zone was not encountered in all of the test borings or permeameter locations,
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page 5

it appears that the zone is discontinuous, perhaps a relatively small lense within the cross
bedding of the sandunit. The effect will be to promote lateral (rather than vertical) dissipation of
hydraulic heads. Table 2 indicates that hydraulic conductivity values within the water table
aquifer are an order of magnitude higher than those measured at permeameter Test Site #3.
2.6 Estimated Seasonal Water Table Fluctuation
Stabilized water levels were observed at depths of 4.2 to 6.6 feet beneath existing ground
surfaces at the piezometers located within the proposed basin footprint. An estimate of seasonal
high ground water was made based on the presence of color changes and mottling in the soils
recovered from the test borings and described in the soil scientist's report. The dry to slightly
moist sands recovered at the continuously sampled borings, PZ-5 and PZ-6, were tan to dark
brown in color, changing to a vivid orange yellow below a depth of 4 to 6 feet. This change is
due to the oxidation of iron pigments, caused by exposure to ground water. The bright orange -
yellow soils transition abruptly to a neutral tan or light gray below a depth of 10 feet.
Soils were mottled beneath a depth of 63 inches based on the soil scientist's observations. The
bright iron -oxide pigments and mottling are indicative of past water table positions, although the
downward flux of percolating surface water is more likely the cause of the deeper migration of
the oxides, rather than a current water table fluctuation trend. The coincidence of the bright
pigments with the presently observed water table suggests that the water table is probably near its
seasonal high levels.
This is plausible based on the unusually high rainfall the region received in the two to four
months prior to the investigation. A site visit in late February 1997 confirmed that the water
table has experienced only minor increases (<0.5 ft) above the levels observed in early January
with the exception of the water level in PZ-1 which increased approximately 1 foot. Based on
topographic relationships and the spray field application up gradient of the proposed basin site,
the water table at the basin site is not expected to fluctuate significantly over the year.
CABE Associates - Mountaire Farms of NC
Rapid 1njiltration Basin Site Evaluation
March 1997
Page 6

3.0 AQUIFER RESPONSE MODELING
3.1 Model Description and Calibration
The U.S. Geological Survey MODFLOW computer model was used to evaluate the effect of the
planned infiltration basin on the natural water table. MODFLOW is a finite -difference
FORTRAN program that simulates steady state ground water flow in three dimensions, based on
head differences occurring within a user defined grid system. The model can be used to evaluate
either draw down due to pumping or potential mounding from an infiltration basin acting over an
unconfined (water table) aquifer. User input to the model includes "aquifer" conductivity and
porosity properties and the quantity of water either added or withdrawn at the grid nodes over a
defined period time. MODFLOW does not account for rainfall or evapotranspiration.
The planned infiltration basin will be subdivided into five sub basins (150 feet square), which
will be used on a rotating schedule. A grid system was devised to evaluate the area beneath the
basin and several tens of feet beyond the perimeter. A 20 foot grid spacing was used over the
basin area, with a 50 foot grid spacing beyond the perimeter of the berm. The grid was divided
into five sections of 49 infiltration nodes to simulate each sub basin. A static head simulation
was performed using up gradient and down gradient potentiometric heads to model the natural
water table conditions at the site.
The model was calibrated with the infiltration pilot test by adjusting the modeled permeability
and porosity values to produce an aquifer response (head increase) similar to that observed in the
field. The model input parameters were then adjusted to compensate for model inefficiencies
caused by inherent assumptions that do not reflect actual site conditions. For instance, the model
does not portray a flat free surface, as one would expect due to ponding of surface water. The
model instead predicts hydraulic heads that mound to a peak value in the center of the infiltration
grids. The model uses these hydraulic heads as the driving force for flow to occur. In actuality,
ground water flow occurs as the result of negative soil suction heads (capillary forces), which are
influenced to a large degree by downhill gradients and evapotranspiration.
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page 7

The model assumes a fixed anisotropy of 10 between the vertical and horizontal permeability, i.e.
vertical permeability is assumed at one -tenth the horizontal permeability (user input value). This
degree of anisotropy is considered to be severe for the relatively sandy soils underlying the site.
These assumptions cause the model to be conservative, and results must be interpreted with this
factor in mind.
Thus, an average hydraulic conductivity of 10.5 ft/day and a porosity of 0.32 ft/ft were used to
calibrate the model, based on the foregoing. These empirical parameters were verified with
published literature. Laboratory grain size distribution data indicate that the near surface soils
are clean, well graded sands and silty sands. Published literature (see Tables) indicates that the
expected range of porosity fora such soils falls between 17 percent (dense state) to 49 percent
(loose state). Standard penetration resistance values of 5 blows per foot or less indicate that the
soil is in a loose state. The porosity value used for the calibration appears to be conservative, i.e.
lower than expected in the field, but sufficient to account for non -homogeneity in the soil profile.
The calibration run (presented in Appendix F) produced mounding of 0.1 feet near the infiltration
` well and 0.1 feet at 20 feet from the well. During the infiltration pilot test, water rose to a near -
constant head of 3 feet within the infiltration well, with a similar rise in the mound at the nearest
observation piezometers. The one foot -high mound is considered to be more appropriate for
model calibration due to possible well -screen inefficiency and generalities within the model, e.g.
20 foot grid spacings.
3.2 Full Scale Aquifer Modeling
A sub basin will receive an average of 20 inches of water over a 24 hour period and then be
rested for 4 days. For the 150 foot square area, this equates to 37,165 cubic feet of water
(278,000 gallons) each day of use. The 37,165 cubic feet of water was divided equally among
the 49 infiltration nodes spaced on a 20 foot grid, applied during a 24 hour "stress period" (using
the model nomenclature). The modeled infiltration rate was 760 cubic feet per day per node, or
3.94 gpm per node.
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page 8

The MODFLOW output for a 24 hour full scale model run is included in Appendix F. These
results indicate that a 4.3 foot -high mound would develop above the normal water table at the
center of an individual sub basin during use. The model shows that the mound dissipates rapidly,
such that hydraulic heads (i.e. the water table) return to normal within a estimated distance of 50
to 70 feet down gradient and only 40 to 60 feet up gradient of the cell. Based on the approximate
5 foot normal depth of the water table, some temporary surface ponding within the basin is
expected to occur during application.
A cross-section of the site stratigraphy and potential water table mound beneath an individual sub
basin are shown in Figure 2. The mound beneath an individual sub basin is expected to return to
near normal within a few days following the application of water to the sub basin. Recovery data
collected from the infiltration test also indicates that upon removal of the infiltration source, the
aquifer returns to normal gradient quickly. However, repeated application on the rotating
schedule results in a gradual rise of the mounds and eventual convergence of mounds beneath the
individual sub basins, according to the model. This may not actually occur, due to the inherent
conservatism of the model.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 Conclusions
The site of the proposed rapid infiltration basin is underlain by relatively clean, well graded
highly permeable sands extending to depths of 4 to 6 feet, underlain by slightly silty and clayey
sands that exhibit a lower permeability. There are no clayey zones identified within the upper 5
feet beneath the surface. Field permeability values at the various piezometers, monitoring wells
and vadose zone infiltrometer tests vary from an approximately 21 ftlday to 0.2 ft/day. Based on
permeability test values acquired in the vadose zone, there appears to be some variation in the
near surface soil profile, suggesting that the lower permeability zones are discontinuous.
The water table exists at a nominal depth of 5 feet below the ground surface, exhibiting a gentle
- gradient with relatively little seasonal fluctuation anticipated due to topographic relationships and
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page 9

the up gradient spray irrigation. Ground water gradients are directed toward Big Marsh Swamp,
with discharge of the water table aquifer occurring along that water course. There are no ground
water users identified between the site of the proposed rapid infiltration basin and the nearest
ground water discharge feature. The rapid infiltration basin will not have an adverse affect on
local potable ground water supplies.
The MODFLOW output indicates that mounding beneath the infiltration basin will occur during,
use. Based on the model, the mound may gradually rise with prolonged use, and temporary
surface ponding within the perimeter berms of the basin is expected. The model indicates that
the mound may intersect the ground surface at the perimeter berm with repeated application, but
the mounding effect will likely dissipate approximately 50 feet outside the perimeter berm. The
near perimeter outside the basin may require an engineered vertical buffer and/or vegetation with
high transpiration rate, to lessen the possibility that the water table can approach the surface. The
closely spaced sub basins will influence each other, but the basin is not expected to interfere with
the adjacent spray fields.
The ground water mound beneath the basin is expected to fully dissipate and remain so during
the summer season, when active vegetation and warmer temperatures are conducive to higher
evapotranspiration outside the basin perimeter. This allows the aquifer to reestablish aerobic
conditions periodically. The rapid infiltration basin may be sensitive to climatic conditions, and
basin performance may be different from the model during extended periods of excessively wet
or dry ambient conditions.
The MODFLOW model used for this evaluation is an industry standard tool for estimating
ground water movement, and the model is well suited for shallow water table (unconfined)
aquifers. However, the model is subject to inefficiencies due to inherent assumptions that do not
reflect actual site conditions, e.g. capillary suction, evapotranspiration and less severe anisotropy
in the sandy soils than the model assumes by default. These assumptions cause the model to be
conservative, resulting in a conclusion that field performance will benefit from numerous
parameters the model cannot take into account.
CABE Associates - Mountaire Farms of NC March 1997
Rapid In/filtration Basin Site Evaluation Page 10

4.2 Design Recommendations
The a'ssu ed-Rlesign criteria for meeting regulatory requirements of eliminating the surface
discharge are(� ) no6ee-na-ththetoe-of-the-basin; arpertodic oPP aun :- 5-Peg
the-wat f-ta-1 le beneat' le-basin_to_restor - to equi°libr-ium,-and F no adverse effect on ocal
-- - -j
criteria were considered
when modeling the proposed rapid infiltration basin and determining the following design
recommendations.
The site work and subsequent analysis was performed by qualified professionals using standard
industry protocol and standards of care. The overall approach has been conservative, and
assumptions have been substantiated by eitherrempirical-data o"ublished-lite�at e. However,
these recommendations are made (and should be reviewed) based on the understanding that
subsurface conditions can vary between the test boring locations and that the modeling may not
reflect site conditions in all circumstances.
The ra id infiltration basin should be desianed-with-a-mini
P .,
provisions for a sixth. Construction can be staged to build and operate four basins initially,
allowing time to evaluate basin performance and aquifer response prior to completing additional
basins. The basins should be sized for an average application of 20 inches over the area of each
sub basin during a 24 hour period. Due to the likelihood for surface ponding to occur, the height
of the perimeter berms should be made to accommodate a full -depth application of 20 inches,
with a recommended 12 inch freeboard. Tentative plans by CABE to make the bottom of each
sub basin 150 feet square and to use 2.5 foot -high interior berms (3 foot -high perimeter berms)
appear to satisfy this objective. The application to the sub basins should be rotated on a cyclicaV
schedule, e.g. #l, #3, 95, 92 and 94 (see Figure 1). Each basin should be allowed a minimum;3�
recovery period between applications.
The perimeter berms should be constructed of low permeability soils to retard seepage.
Appropriate compaction techniques should be observed to assure the integrity of the berms.
Recommended perimeter berm geometry (developed in cooperation with CABE) is shown in
CABE Associates - Mountaire Farms of NC March 1997
Rapid Infiltration Basin Site Evaluation Page I I

Figure 4. The subgrade for the berms should be evaluated and prepared as needed to reduce the
possibility of seepage beneath the berms within the sandy near surface soils. Based on
MODFLOW modeling, it appears that an engineered vertical buffer may be required outside the
perimeter berms to reduce the possibility of seepage break out beneath the toe of the perimeter
berms. The engineered vertical buffer should consist of common borrow, lightly compacted by
tracking with earth work equipment, e.g. dozer or scraper pan. The buffer should be given a
gentle slope to lessen erosion potential and to facilitate mowing. The model indicates that the
combined perimeter berm and engineered vertical buffer width should be 50 feet.
V�_egetate over should -be used -to optimize -evapotranspiration within the basin interior -and`
a�ong-the-engineered vertical -buffer -outside of the basin: The current practice-of_planting
-m.
initially _Ho_wever; the -use jjspedeza or-another-hay_erop may be considered at a later time ford
Basin performance should be monitored during operation to assure that the basin meets design
criteria. Ground water observation wells or piezometers should be installed outside the basin.
Ground water levels should be observed frequently while the basins are in use to detect the
possible approach of the water table toward the surface. The basins should be operated such that
ground water levels outside the basin do not exceed a predetermined depth below the ground
surface, tentatively recommended at a depth of one foot.
CABE Associates - Mountaire Farms of NC
Rapid Infiltration Basin Site Evaluation
March 1997
Page 13

SHEET OF .�
PROJECT Cr?cE -� p S�OCiS JOB NO. Cabs - 1
DATE 313 -7
SUBJECT COMPUTED BY F�F
FI GU RE 2 CHECKED BY G,�C
G.N. RICHARDSON & ASSOCIATES
CONSULTING ENGINEERING
DRAWN
JOB NO.
APPROVED DATE REVISED DATE

PROJECT _ Mo�N'���eE ABM S $itSl t i JOBENO. CAgE I 1
DATE 3 14 / IR 7
SUBJECT PE2lMETETZ META + gV�FE� COMPUTED BY
CHECKED BY
G.N. RICHARDSON & ASSOCIATES
CONSULTING ENGINEERING

Table-1
Monitoring Well Construction Data
Well
TOC
Ground
Stick up
Total
Feet of
DTW*
GW El
DTW*
GW El
DTW*
GW El
DTW*
GW El
DTW*
GW El
Elevation
Elevation
Height
Depth
Screen
01/02/97
01102/97
01/07/97
01/07/97
01113/97
01/13/97
01114/97
01/14/97
02/28/97
02128/97
PZ-1
202.54
200.03
2.50
10
5
8.23
194.31
7.83
194.71
7.16
195.38
PZ-2
201.11
199.05
2.06
10
5
9.10
192.01
8.66
192.45
8.67
192.44
PZ-3
200.48
198.39
2.09 '
10
5
8.66
191.82
8.25
192.23
8.23
192.25
PZ-4 1
200.67
198.16
2.51 1
10
5
1
8.67
192.00 1
8.24 1
192.43
8.26
192.41
PZ-5
201.24
198.16
3.08 1
15
10
8.70
192.54
8.22
193.02
8.22
193.02
PZ-6
197.71
195.52
2.19
40
5
6.29
191.42
6.43
191.28
6.45
191.26
MW-8
0.17
13.8
3.84
3.57
3.71
MW-13
2.12
10.4
5.61
5.37
5.25
MW-14
1.95
14.4 .
7.67
6.92
7.25
MW-151
MW-161
202.13
200.75
0.00
1.39
11.8
9.7
4.72
3.13
199.00
3.00
199.13
4.56
2.97
199.16
MW-171
MW-18
197.32
200.98
195.52
-
1.80
1.99
10.2
11
5.65
4.45
191.67
196.53
5.62
191.70
5.43
191.89
5.42
191.90
5.37
4.21
191.95
196.77
MW-19
1.97
11.2
5.21
5.00
5.07
MW-20
MW-21
MW-23
MW-24
MW-25
202.11
204.03
206.68
1 205.33
200.30
202.46
204.84
203.58
2.13
1.81
1.57
1.84
1.75
9
11.5
15.2
16.5
20.5
4.51
6.77
5.42
195.34
199.91
6.86
8.22
1
195.25
198.46
4.38
8.15
7.18
4.63
195.88
199.50
200.70
4.43
6.37
8.29
7.47
4.87
195.74
195.74
199.21
200.46
•Depth readings taken from top of casing
Mountaire Farms of NC GNRA 02/28/97

Table-3
Laboratory Classification Tests
Samples Procured December 1996
Boring No.
PZ-3
PZ4
PZ-5
PZ-6
Sample Depth, ft.
0 - 1.5
3.5 - 5
8 - 10
6-8
Percent Passing (by weight):
US Sieve No. Diameter, mm
#4 4.75
100
100
100
100
#10 2.0
100
99
95
99
#20 0.85
90
82
72
67
#40 0.425
60
59
35
32
#60 0.25
50
33
14
17
#100 0.15
15
18
10
13 '
#200 0.075
12
15
10
12
D60, mm
0.4
0.42
0.65
0.7
D30, mm
0.2
0.18
0.36
0.39
D10, mm
0.055
0.02
0.12
0.05
Cu*
7.27
21.00
5.42
14.00
Cc**
1.82
3.86
1.66
4.35
Liquid Limit
NP
NP
NP
NP
Plasticity Index
NP
NP
NP
NP
Classification
SW-SM
SM
SW-SP
SW-SM
* Cu - Coefficient of Uniformity:
Cu = D60
/ D10
** Cc - Coefficient of Curvature:
Cc = D30A2
/ D10 *
D60
Mountaire Farms of NC GNRA 02/14/97

Table-2
Slug Test Data
Well
Screened
Interval
Porosity*
Hydraulic Conductivity
from
to
cm/s
ft/day
PZ-1
5
10
0.2
1.35E-03
3.87
PZ-2
5
10
0.2
5.08E-03
14.60
PZ-3
5
10
0.2
3.56E-03
10.22
PZ-4
5
10
0.2
1.56E-03
4.48
PZ-5
5
15
0.2
1.31 E-03
3.76
PZ-6
35
40
0.2
1.04E-03
2.99
MW-8
0.2
8.65E-04
2.49
MW-13
0.2
1.91 E-03
5.49
MW-14
0.2
6.90E-04
1.98
MW-15
0.2
1.85E-03
5.32
MW-16
0.2
1.69E-03
4.86
MW-17
0.2
7.00E-03
20.11
MW-18
0.2
2.88E-03
8.27
MW-19
0.2
7.37E-03
21.18
MW-20
0.2
1.76E-02
50.50
MW-21
0.2
1.49E-03
4.29
MW-24
0.2
1.63E-03
4.68
MW-25
0.2
6.23E-05
0.18
Average
3.27E-03
9.40
*Empirical value developed from infiltration test
Mountaire Farms of NC GNRA 02/14/97

TABLE 3-2 Continued
Laboratory classification
Gneru
6
^� D
C„ • greater than S
D�
6
ISee Sec. 2 51
c
C. between 1 and D
-
e
D D
-aa so
2
a
Not meeting all gracauon regmrements for GW
o ,e..q
c D
et U - E
Att
ielis harts below A•hne, or
Above A -line with
PI between
= a
C .a 01
o +
_
PI Iris roan a
I
GC A[terberg limits above A-hne
a ana 7 are borderline
cases requiring use of
d
7: 5
o: tJ °• o
Q 0 Z,l .,
is with PI greater than 7
quit svmbolt.
u c u
3:� o'O
c.. D?e greater than 6
"
c
a d
H
s
1Sm Sec. 2 51
v
.
pYtJpl�
u
t p• Cc • _ besween t and 3
D�
_
L _
_ =
71 J.: c
Not meeting all 9raaauon regwrements
for SW
5
u
G M
y1 ' Atteroerg hmtis below A•Ime. or
Limits plotting In natcned
9
e
c c
"e
PI less [non 4
zone with PI between
r �
a and 1 are borderline
_
/� At[eroete limits above A-ime
uses requiring use of
C
0
✓✓ -in P: greater than 7
cual svmoolS.
0
-_
Plasticity Chart
-
For laboraton-c•assdiution of fat-grameo sods
c
Comoanng Solis at eoual liquid limit:
SD
iougnness ano an st•:ngtn-increase
.c
x
wsin increasing Dust _rty index.
z
40
CH
e
30
- Pit•
y
aCL
OH
i
20
MH
CL-ML ML
10
or
OL
0
0 10 2D 3o a0 50 60 70
80 90 100
LIQUID LIMIT
After Holtz and Kovacs, 1981
TABLE 4-2 Typical Index Properties for Granular Soils'
Particle Size and Gradation
Voids
Approx. Size
Approx.
Approx. Range
Void Ratio
Porosity (%)
Range
(mm)
DID
eose,
a d.
n'
nc,"
Dmu
Dmiq
(min)
C.
(loose)
(dense)
(loose)
(dense)
1. Uniform materials:
(a) Equal spheres
-
-
-
1.0
0.92
0.35
48
26
(b) Standard Ottawa sand
0.84
0.59
0.67
1.1
0.80
0.50
44
33
(c) Clean, uniform sand
(fine or medium)
-
-
-
1.2 to 2.0
1.0
0.40
50
29
(d) "Uniform, inorganic silt
0.05
0.005
0.012
1.2 to 2.0
IA
0.40
52
29
2. Well -graded materials:
(a) Silty sand
2.0
0.005
0.02 "
5 to 10
0.90
0.30
47
23
?`
(b) Clean, fine to coarse sand
2.0
0.05
0.09
4 to 6
0.95
0.20
49
17
(c) Micaceous sand
-
-
-
-
1.2
0.40
55
29
(d) Silty sand and gravel
100
0.005
0.02
15 to 300
0.85
0.14
46
12
*Modified after B. K. Hough (1969), Boric Soils Engineering, m 1969 by the Ronald Press, Co. Reprinted
by permission of John Wiley & Sons, Inc.

FIELD BOREHOLE
LOG
BOREHOLE NUMBER
PZ-1
PROJECT NUMBER CABE-1
TOP OF CASING ELEVATION
-
PROJECT NAME MOUNTAIRE FARMS
TOTAL DEPTH 10.0 FT
LOCATION- LUMBER BRIDGE, NORTH CAROLINA
GROUND SURFACE ELEVATION
-
DRILLING COMPANY BORE AND CORE
SHEET 1 OF
1
RIG TYPE & NUMBER MOBILE B-53
STATIC WATER
LEVEL (BLS)
DRILLING METHOD HOLLOW STEM AUGER
WD-While Drilling AB-AFter Borino
WEATHER PARTLY CLOUDY, 50 DEGREES
Depth I F-r I
-
-
FIELD PARTY L. FOSKEY
Time
-
-
GEOLOGIST J. FINKBEINER
pate
-
-
DATE
BEGUN! 1/1/97
DATE
COMPLETED
1/7/97
d
W
O
3 z
O CD
J O
m U
o
o
f
W
-
C7
E
Q
U]
W
o
L
Z
a-�
�
Q
CI].-
W
1.1
O
>-
U
Z
¢
cn
Z
O
>
W
o
U
W
a
2
c
0
r
^-
J
CC
LITHOLOGY DESCRIPTION
W
>-
C7
O
J
W
z
0
2
J
Z
1.0
1.0 -
Z.0 -
3.0 -
1.0 -
5.0 -
6.0 -
7:0 -
8.0 -
9.0 -
10.0 -
11.0 -
12.0 -
13.0 -
A -
15.0
16.0 -
17.0
10.0
19.0
20.0
21.0
M.0
Z3.0
N.0
25.0
1 SS si D
1
1
z Ss s2 M
2
2
111
19"
9
i
Ss
S3
W
16"
13
'15
1.0 T
nn1+
SILTY SAND: Brown to light brown FM
silty sand, roots in upper 2", dry. 1.0 ___
SANDY SILT: Light brown FM sandy silt; 9.0
SMightly moist, 5.0
7.0 ---
8.0
SILTY SAND: Top V dark brown F-11 9.0 _-
.silty sand, moist, bottom 10" I i ght
brown F-H c l-ayey sandy silt, wet.
SC-SN. ll-
IZ.
Boring Terminated at 10' .
13.
19.
15.
16.
17.
21.
Z2.
23.
29.
Z5.

FIELD BOREHOLE LOG BOREHOLE NUMBER
PZ-2
PROJECT NUMBER" CABE-1 TOP OF CASING ELEVATION -
�_." PROJECT NAME MOUNTAIRE FARMS TOTAL DEPTH" 10.0 FT
LOCATION LUMBER BRIDGE, NORTH CAROLINA GROUND SURFACE ELEVATION -
DRILLING COMPANY BORE AND CORE SHEET 1 OF 1
RIG TYPE & NUMBER MOBILE B-53 STATIC WATER LEVEL (BLS)
DRILLING METHOD HOLLOW STEM AUGER WD=While STATIC
DrillingAB-After (BLS)
WEATHER PARTLY CLOUDY, 50 DEGREES peptWO=W - �-
Borina
FIELD PARTY L. FOSKEY Time - J-
GEOLOGIST J. FINKBEINER Date - �-
DATE BEGUN 1/7/97 DATE COMPLETED 1/7/97
o >
_ Cr w
W CM
E E U O o
Z Z ¢
p ¢- 4
c z J LITHOLOGY DESCRIPTION J
C m cm)C¢fJ [¢fJ UO <C C Z
C)
1.0
0.0
1.0
2.0
3.0
1.0
5.0
6.01
7.9 1
8.0
9.0
10.0
11.0
12.0
13.0
19.0
15.0
16.0 -�
17.0
18.0
19.0 T
'0.0
21.0
22 0
23 0
210
29 n
1
Ss
Si
a
19"
z
2
1
Ss
Sz
M
16"
1
1
10 SS S3 W
111
12
1.0
SILTY SAND: Brown to I i ght
brown F-M
o.o 7-
(some C) silty sand; roots
„
in upper
dry.SM.
3.0
-_�
SILTY SAND: Light brown F-M
s i 1 ty sand;
1.0
_=
sl i htl moist.
y
SM.g
5.0
6.0
7.0
=
8.0 --
SANDY SILT: Top I" brown F-M
9.01
sand s i 1 t : chan es to I i ht brown
H-CI I j clayey silty sand; we , Few (2-3) 10.
Slit iron stain bands; u+
SM-
lz.
Boring Terminated at 10' .
19.
15. i
16.0-t
17. t
18.0
19.oT
zo.o$
71.01
rz.oi
Z3T
29 0-1
n nT
l5IF•oS

FIELD BOREHOLE LOG
BOREHOLE NUMBER
PZ-3
PROJECT NUMBER CAGE-1 TOP OF CASING ELEVATION -
PROJECT NAME MOUNTAIRE FARMS TOTAL DEPTH 10.0 FT
LOCATION LUMBER BRIDGE, NORTH CAROLINA GROUND SURFACE ELEVATION -
DRILLING COMPANY BORE AND CORE SHEET 1 OF 1
RIG TYPE & NUMBER MOBILE B-53
STATIC
STATIC WATER LEVEL (BLS)
DRILLING METHOD HOLLOW STEM AUGER W0
WD=While DrtlAB=After (BLS)
WEATHER PARTLY CLOUDY, 50 DEGREES
pe tWD=W
hfFfl
FIELD PARTY L. FOSKEY
Time -
GEOLOGIST J. FINKBEINER
pate - -
DATE BEGUN. 1/7/97 DATE COMPLETED 1/7/97
c
�
C7
G
�
Z
W
U
Cr
w
U
ci
Q:
=
W
_
LITHOLOGY DESC°IPTION W
L
o
z
0
H
Q
Wz
1.0
0 0 2 Ss s1 D 19
1.0
Z.0 -
3.0
1.0
5.0
6.0
7.0 -
0.0 -
9.0 -
10.0 -
11.0 -
12.0 -
13.0 -
11.0 -
15.0 -
16.0 -
17.0 -
18.0 -
19.0 -
z0.0 -
21.0 -
22.0 -
Z3.0 -
21.0 -
25 0 -
2
2
2
�3
S2I
I�
16"
3
3
11 Cg S:? � W { 12'
16
19
SILTY SAND: Brown to light brown FM
silty sand; dry; SM .
SANDY SILT: Light brown FM sandy,
silt)- moist; darker bands every 1'
SM.
SILTY CLAYEY SAND: Lit brown M-C
silty clayey sand; we ; slight iron
bond at top; more coarse near bottom;
Sc.
Boring Terminated at 10' .
1.0
0.0 -
3.0 �
9.0 -_-
5.0 =--
7.0 =--
8.0 -=_
9.0 `
1C
10.
11.
1z.
13.
19.
15.
16.
17.
18.
19.
z0.
21.
2Z.
Z3.
29.
25
-g•3, f'
Sz �s=

FIELD BDREHDLE LDG
BOREHOLE NUMBER
PZ-9
T
PROJECT NUMBER CABE-1 TOP OF CASING ELEVATION -
�_.°
PROJECT NAME MOUNTAIRE FARMS TOTAL DEPTH 10.0 FT
LOCATION LUMBER BRIDGE, NORTH CAROLINA GROUND SURFACE ELEVATION -
DRILLING COMPANY BORE AND CORE SHEET 1 OF 1
RIG TYPE d NUMBER: MOBILE B-53 STATIC WATER LEVEL (BLS)
DRILLING METHOD HOLLOW STEM AUGER WO -While Drillina AB -After Borina
WEATHER PARTLY CLOUDY, 50 DEGREES Depth(Ft)
FIELD PARTY. L. FOSKEY Time - -
GEOLOGIST J. FINKBEINER Date - -
DATE BEGUN 1/7/97 DATE COMPLETED 1/7/97
W
J O
o
U'
Z
a-
C
w
Z
a
G
W
-D
O
U
Q
M
O
Q
OU
W
Cr
2
o
W
tY
LITHOLOGY DESCRIPTION
W
N
l7
O
H
z
Q
J
J
W Z
1.0
0.0 -
1.0 -
Z.0 -
3.0
1.0 -
5.0 -
6.0 -
7.0 -
8.0 -
9.0
10.0
U.0
12.0 -
13.0
11.0
15.0
16.9
17.0
18.0
19.0
20.0
21.0
22.0
Z3.0
21.0
Z5.0
z
S5
Si
D
12
I
I
2
SS
S2
M
is"
1.
2
9 S5 S3I W
SANDY -SILT: Brown to I i ght tan F-M
sandy silt, lower B" has some M
sand,- dry; R .
oil-11 ShNU : Up tan r -n s i i iy
sand; s I i ht I y' moist, has some
cast due o moisture; SM .
SILTY SAND: L i ht tan F siltyy
sand changing o F-M; wet) -
Boring Terminated at 10' .
1.0
0.0 - -
2.9
3.0 ---
5.0 =_
6.0 -
7.0 =-=
8.0 -
�s
-
11. 1
13.
19.
15.
16.0�
17.0*
Z0.0t
Z1. 1
22.
Z3.
z9. 1
25. D1
Q �r

FIELD BOREHOLE LOG BOREHOLE NUMBER
PZ-5
y - PROJECT NUMBER CABE-1 TOP OF CASING ELEVATION -
PROJECT NAME MOUNTAIRE FARMS TOTAL DEPTH 15.0 FT
LOCATION LUMBER BRIDGE, NORTH CAROLINA GROUND SURFACE ELEVATION -
DRILLING COMPANY BORE AND CORE SHEET 1 OF 1
RIG TYPE & NUMBER MOBILE B-53
DRILLING METHOD HOLLOW STEM AUGER STATIC WATER LEVEL (BLS)
WEATHER. PARTLY CLOUDY, 50 DEGREES WO=While Orillina AB=A,Fter Borina
FIELD PARTY L. FOSKEY Oepth(Ft)
GEOLOGIST J. FINKBEINER Time - I_
DATE BEGUN 1/7/97 DATE COMPLETED 1/7/97 Date
c
r.
w
u
z
_
U
V
C7
Z
W
Q
Q
co
_
3 Z
1Z-
W
d
C
Cn
M
1-
�
J
CL
r
LITHOLOGY DESCRIPTI,�`!
W
8
J O
G
Q
C
O
Q
C
i
9ro
O
J
1.0
0.0
1
1
Ss
s1
D
101•
0.0-
SILTY SAND: Brown to I i ght brown F-M
1.0
Silty sand; dry; SM. 1.0-
0
1
1
SS
S2
SM
12"
2 °_
SILTY SAND: Light brown F-M silty -
3.0
sand; slightly moist; SM. 3.0 -
9.0
z
+ z
Ss
S-
i1
9
SILTY SAND: L i brown to tan F-M s i I tyy sand 9.01
i.0
3
changing to si �ht
ty c I ayey sand; moist; SM-SC. 5 0 a
p
a
13
Ss
=<
vn
i
18
6.0
SILTY SAND: L i aht brown F-M s i I ty c I ayey sand
0_
to
chop i ng to s i rty sand; moist to verymoist, 7.0
f.0
i G
T
SS
S5
W
20
` SC-SI I.
1
CLAYEY SAND. Clove sand coarsening down 9.o
through a redd i sl� (-M s i I tyy sand to a light
.0
o.o
15
t 9
S5
so
W
22
13
i
ton coarse sand; wet; SC-Sfl. !
1.0
2.0
10
r 10
13
15
SS
S,
i
W
12"
T
It brown M-CG s I i ht I 11.01
CLAYEY SAND. I" I'rM
ii gg y 12.01
silty sand; 2 of c I ayey sand; 6e I ow
3.0
19
that light ton c I ayey very coarse sand; 13.01
1.9
5
e
13
Ss
Go
W
12
wet; SM-SC.
19.0�
SAND: White FM sand, some coarse with trace
0
1
I
silt; wet; SM. 15.0--
i.0 I
t
SAND: Nh i to very coarse sand with trace clay -
bottom 2" i s I I ght brown C-M sand; wet; SM. 17.0
I.0 T
Boring Terminated at 15.0' . le.o��
19.0.
10
20.
°
i
{
21.
0
1
I
22.
p �
I
j
Z3.
0
I
I
i
21.
° i
I
Z5
�l j rW

FIELD BOREHOLE LOG
BOREHOLE NUMBER
PZ-6
PROJECT NUMBER CAGE-1 TOP OF CASING ELEVATION -
��`
PROJECT NAME MOUNTAIRE FARMS TOTAL DEPTH 90.0 FT
LOCATION LUMBER BRIDGE, NORTH CAROLINA GROUND SURFACE ELEVATION -
DRILLING COMPANY BORE AND CORE SHEET 1 OF 2
RIG TYPE R NUMBER MOBILE B-53 srAI'IC WATER LEVEL (BLS)
DRILLING METHOD HOLLOW STEM AUGER
WO=While Orlllino AB=After Borinn
WEATHER PARTLY CLOUDY, 50 DEGREES
Oe thlPtl - -
FIELD PARTY L. FOSKEY
Time - (-
GEOLOGIST J. FINKSEINER Date - -
DATE BEGUN. 1/8/97 DATE COMPLETED 1/8/97
0
�
w
2
a
o
i
I
o
i
Cam-.
z
w
`s
_
¢
w
LITHOLOGY DESCRIPTION
Lo
r-
1.0
0.0
1
Ss
S1 SI
2
i.D
2
2
2.0
1
SS
S2 SI
3.0
1
1
1.0
1
SS
S3
2
5.0
9
5
6.0
9
Ss
S9 I
11
7.0
12
8.0 I
13
6
SS
S5 I
9
9.0
13
19
10.0
6
Ss
S6 I
12
11.0
12
9
1Z.0
5
SS
S7 I
e
13.0
9
12
19.D
a
SS
S8 I
7
15.0
5
6
16.0
3
SS
S9 l
3
17.0
2
3
19.0
1
Ss
Sic I
3
19.0
2
1
20.0 -
1
Ss
sil I
2
Z1.0
8
11
ZZ 0
10
SS
S1 I
10
23.0
a
9
Z9 0
Sh
Si 1
25.0
16"
121,
161,
181,
161,
18"
1.0
-
===== i
� �'�
ono
SILTY SAND: Brown to I i ght brown F-hl
s i l t sand; slightly moist; becomes
more moist and coarse with trace clay
Pla poo
at 5 , St1.-
_- -i
rJ JI ro- o
Po9 ao
of-o
ro
0
5.0
to
Y�p01 Op0
DI J- O
b-o o1-o
_i
11
b�ot b-o
0 �1 ro�•o
6 0
CLAYEY SAND: Light brown FM clayey sand; I
upper 6 some as above; chan i n to �1-F 7-11
sand wl trace c I ay at 8' ; we ; C . -L
\
\\,�
���i
b° 91 a
o t o
�L`aJ,
\\
'OgOI
C=lGI b- O
FFO- OI
0i buP_ec'
SAND: G" of gray -white N sand to gray
p
white clayey C sand, Wetl SC. 11.
rO=JI J_J�
ho
0
CLAYEY SAND: Gray -white very coarse
to medium after 13.
clayey sand Chong I %nflne
1.91,
11' w i th less clay sand at 19.
21 . chan es to gray-p I nk near 20; 15.
I" band o� sandy cloy at 21. wet; SC.
le"
16.0
17.0
16 "
18.Ot
I
1z"
Z0.
Z1. +
18
SANDY CLAY: I" gray -purple F sandy clay at:°�
top and bottom, in between is 10 off
0..
clayey sand; wet; CL .
I
Z5.D =
1q5',,�' Z

FIELD BOREHOLE LOG
_'�IJECT NUMBER CABE-1
'IJECT NAME MOUNTAIRE FARMS
6CATION LUMBER BRIDGE, NORTH CAROLINA
DRILLING COMPANY BORE AND CORE
RIG TYPE 8 NUMBER MOBILE B-53
DRILLING, METHOD HOLLOW STEM AUGER
WEATHER PARTLY CLOUDY, 50 DEGREES
FIELD PARTY L. FOSKEY
GEOLOGIST J. FINKBEINER
DATE BEGUN 1/8/97 DATE COMPLETED 1/8/97
o >-
0
= W W
W DoY CM
O C7
U LO
Z
Cn
J LITHOLOGY DESCRIPTION
O d U co CCn CU M o
25.0
26.0
27.0
28.0
29.0
30.0
31.0
. J
31.0
35.0 T
36.0
37.0
39.0
39.0
10.0
11.0
92.0
13.0
99.0
-15.0 +1
96 0 t
99 0
50 0
9
7
25
26
13
10
9
1s
2
2
3
a
a
z
9
11
7
9
2
3
z
2
z
e
Ss s1 W
SS siz W
S5 SIE W
S5 S1 W
55 sill W
Ss s1 W
Ss szc W
BOREHOLE
TOP OF CASING ELEVATION -
TOTAL DEPTH 90.0 FT
GROUND SURFACE ELEVATION -
SHEET 2 OF 2
STATIC WATER LE'dE_ ; BLS 1
WD=While Drillina AB=AF-e- 3orina
Depth(F-r)
Time
Date
Shelby tube recovered no same I e . Soil
seemed to be sandy cloy.
SAND: Light brown F-M clayey sand changing
to sand; vertical iron stains lower 6
wet; SC.
CLAYEY SAND: Tan F N clayey sand; wet
3" of sandy c I oy of 29„0; horizontal
iron stain at 31. 5 ; 8 of sandy cloy
at 32.0' ; SC.
CLAYEY SAND: No sample recovered.
CLAYEY SAND: 8" light tan sand turning to
reddish F-N clayey sand to 39.5' ; some cast
but no ribbon; -lost V dark gray F clayey
sand; wet; SC.
Boring Terminated at 90.0' .
O
J
W
- 25.0
Z6.0
27.01�
2a.oT
I
29.0-
is
30.0 ,
31.0
K. 0-
T
33.0;-
39.0=
35.0-7 .
36.0=
i
37.0
38.0
39.0 r
90.01
T
93.0 4
I'
15.0
16.07
17.
18.0
1'
i
99 0=
50.01

r Technologies,GeoInc., P.A.
3200 Wellington Court, Suite G
Raleigh, North Carolina 27615
Phone: [phone] Fax: [phone]
2/13/97
G.N. Richardson & Associates
417 North Boylan Avenue ,..-
Raleigh, NC 27603
Attention: Project Manager
Attached for your review are the results of construction material testing performed on the
G.N. Richardson & Assoc. Lab Services project which is located in Raleigh, North
Carolina.
Very truly yours,
GeoTechnologies, Inc.
R. Sherwood Core, CET
Construction Services Manager
Project No. 1-95-0084-CA
RSC-EBH/fgo
Enclosures
c:
President
earn, P.E.

Tr]ai
401-
OLL
100
U.S. Standard Sieve Sizes
,.. c+) .— Cl) un min ogn fide imn 8100' #200
Grain Size In Millimeters
GRAVEL
SAND
FINES
COARSE
FINE
COARSE
MEDIUM
FINE
SILT SIZES
CLAY SIZES
Boring No. Elev./Depth Nat. W.C. L.L. P.L. P.I. Soil Description or Classification
NP NP NP Gray Fine to Medium SAND
3
Pro'ect_ Job No.: 1-95-0084 CA
G.N. Richardson & Associates Lab Service
Raleigh, North Carolina Date: 2/12/97
GRAIN SIZE DISTRIBUTION
CedTechnologies,

U.S. Standard Sieve Sizes
s
m m win e13n Hnn /tRn tt1nn et9nn
10
T*�
Tww�ew•®�®e®vo��®��
It■s■tea■■®®��■mm®®®o®®■■■®®■■®
Grain Size In Millimeters
v
GRAVEL
SAND
FINES
COARSE _FINE
COARSE
MEDIUM
_ _FINE
SILT SIZES _ _
CLAY SIZES
Boring No. Elev./Depth Nat. W.C. L.L. P.L. P.I. Soil Descrlptlon or Classification GRAIN SIZE DISTRIBUTION
NP NP NP Light Yellow Gray Medium to Coarse SAND \....:..;.
GeoTechnolo-gies, Inc.
Project: Job No.: 1-95-0084 CA
G.N. Richardson & Associates Lab Service
Raleigh, North Carolina Date: 2/12/97

1
U.S. S!�'), 7ard Sieve Sizes
�! N 00
1" M � M #4 #.10 #20 #40 #60 #100 #200
00
60 - -- --- — --- — - - -- -- —
40 — - - -
20 -- -- --- — —-------- — --- -- — -
HIH I I 1 111 1"
0
100 8 6 4 2 10 8 6 4 2 1 8 6 4 2 0.1 8 6 4 2 0.01 8 6 4 2 0.0018 6
COARSE
Grain Size In Millimeters
GRAVEL SAND
FINE COARSE MEDIUM FINE
Boring No. Elev./Depth Nat. W.C. L.L. P.L. P.I. Soil Description_or Classification
5 NP NP NP Yellow Silty Medium to Coarse SAND
Project: Job No.: 1-95-0084 CA
G.N. Richardson & Associates Lab Service
Raleigh, North Carolina Date: 2/12/97
FINES
SILT SIZES
CLAY' SIZES
GRAIN SIZE DISTRIBUTION
GeoTe(hnologies,

1
'0Il11l1
20"—+-
01 I I
100 a
U.S. Standard Sieve Sizes
#4 #10 #20 #40 1160 #100 #200
Grain Size In Millimeters
GRAVEL SAND
COARSE I FINE I COARSE I MEDIUM
FINE
Boring No. Elev./Depth Nat. W.C. L.L. P.L. I P.I. Soil Descrintion-or-Classification
NP NP NP Tan Medium to Coarse SAND
6
Project: Job No.: 1-95-0084 CA
G.N. Richardson & Associates Lab Service
Raleigh, North Carolina Date: 2/12/97
FINES
SILT SIZES
CLAY SIZES
GRAIN SIZE DISTRIBUTION
GeoTechnologies, Inc.

G.N. RICHARDSON & ASSOCIATES
Engineedng. and Geological
i
January 22, 1997 C(� Q 0
Mr. Robert Kerr, P.E.
Cabe and Associates, Inc.
144 South Governors Avenue
P.O. Box 877
Dover, Delaware 19903-0877
RE: Project Status
Mountaire Farms Processing Plant
Lumber Bridge, North Carolina
Dear Mr. Kerr:
Recently G. N. Richardson and Associates (GNRA) was requested to perform a study of the
permeability and infiltration capabilities of soils in the proposed infiltration basin area of the
above referenced site. During the week of January 6, 1997, GNRA installed 6 piezometers in
this area of the site. Four of these piezometers (PZ-1 through PZ-4) were installed to a depth of
10 feet below grade. A 4-inch diameter piezometer (PZ-5) was installed to a depth of 15 feet
below grade, and a 2-inch diameter deep piezometer, PZ-6, was installed to 40 feet below grade.
Boring logs for each of these wells are included for your review.
The subsurface is generally comprised of sand with varying amounts of silt and some clay. The
sample collected which contained the most clay was from a depth of 24 feet. This sample was
characterized as a clayey sand. An undisturbed. shelby tube sample was attempted at this depth,
however, the sample could not be collected as it would not stay within the shelby tube.
Rising head aquifer (slug) tests were performed on these piezometers and existing monitoring
wells to evaluate the hydraulic conductivity across the site. The data collected from these tests
were evaluated using the Bouwer method. Hydraulic conductivities across the site (on the wells
for which aquifer testing has been completed) range from 0.18 (4,25) to 21.18 ft/day (,�19). The
average hydraulic conductivity across the site was 7.54 ft/day (of the data analyzed to date).
Well rr20 had an unusually high hydraulic conductivity of 50.49 ft/day. This may be due to
anomalies in the aquifer, or problems with the slug test. For this reason. this number was not
taken into consideration in the calculation of the average conductivity at the site. The preliminary
data collected is enclosed for your review.
During the week of January 13, 1997 GNRA completed the infiltration test. During the test,
water was infiltrated into the around at a rate of 2 apm, 3 gpm and 4 gpm. The original water
1 level prior to the test in the 6-inch diameter infiltration well (PZ-5) was 5.54 ft. below grade.
During the infiltration at 2 gpm, the water level rose to a level of 2.53 ft. below grade.
417 N. BOYLAN AVENUE • RALEIGH, NORTH CAROLINA 27603 • TEL. [phone] • FAX [phone]

Infiltration at 3 gpm caused an increase in water level to 1.68 ft. below grade, and infiltration at 4
J gpm caused the water level to rise to 0.81 ft. below grade.
Water levels in the nearest piezometer (PZ-4) to the infiltration well rose from 5.86 ft. below
grade, to 5.38 ft. below grade during the infiltration at 2 gpm. Well PZ-4 is 9.6 feet from the
infiltration well. Other wells indicated minor influence.
GNRA has also received data from the double ring infiltrometer and compact constant head
permeameter testing performed within the near surface unsaturated zone. These data indicate a
less permeable zone at approximately 5 feet below grade. The compact constant head
permeameter data indicate a hydraulic conductivity ranging from 0.60 inches/day to 150.26
inches/day while the double ring infiltrometer data indicate conductivities ranging from 30.90
inches/day to 56.23 inches/day.
GNRA will begin modeling the aquifer using the Modflow Model. Due to the data intensive
nature of the model, we expect that it will take approximately 1 to 2 weeks to complete.
If you have any questions, or require further information, please contact us at your earliest
convenience.
Sincerely,
G. N. Richardson and Associates
Joan A. Finkbeiner, P.G.
Project Hydrogeologist,

PROPOSED
STATION
Oftwia"
Samoa ,
MW N0. 21
.»
N
PROPOSED
MW1 7 INFILTRATION
LIFT
ASINS
�� .. p.rri
11

G. N. Richardson and Associates
Client: Mountaire Farms
Proj. No.
Cabe-1
Sheet:
1/1
Project: Infiltration Gallery
Date:
1/97
Well:
#15
Reference:
Bouwer, 1989
In[Re/Rw] _ [1.1/ln(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
7.08
Le = Screened Interval Open to Aquifer =
5
Rw = Radius of Well Including Sand Pack =
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zero
1.05
Yt = Relative Height of Water at Time t =
0.25
n = Porosity =
0.2
Time Tt (in minutes) =
0.7
H - Lw =
42.92
Yo/Yt =
4.2
Lw/Rw =
16.4651163
In(H-Lw)/Rw =
4.60330799
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 11.62791
From Attached Graph of A and B: -
A=
B = 1 0.3
In Re/Rw = 11.1/1n Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp-1
In Re/Rw= 2.511448 exp-1
In Re/Rw= 0.3981767
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) /21-e
K = 0.003694 Ft/Min or 0.001876 CM/Sec
K = 5.318701 Ft1Day

a)
3
a) 2.5
a�
—� 2
1.5
c�
1
w 0.5
0
U
Mountaire Farms Slug Test Well #15
1 /8/97
0 0.5 1 1.5 2
Time (minutes)

co ;�U P G�
CD z .
I m
000z_-U
0No=oon
IzOD
O -�
CD
D 0
J N z O
�Dz
O <
CA M
zD
c>
mw
O
c�
;:on
u, O
z ->1
_
rnMz
L 0
.0 0 C
C
-rim
m
� D
—1M0
—I -0
0
14
A 12
and
c 10
S
4
2
1
m
B
3 ..
4
1.1 1 1 1 I ,I 1, I i 111 1 1 11I 1 1 1 1 111I 11 11I 1 1, 1. 1 i 1 1 J O
5 10 50 100 500 1000 5000
L/rW
Curves rela Ling coefficients A, B, and C to LAW
FROM: BOUWER, 1-I. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Mountaire Farms Slug Test Well #16 1/8/97
- Time Depth to Water
0
4.78
0.0033
4.76
0.0066
4.76
0.01
4.77
0.0133
4.99
0.02
6.46
0.0233
5.92
0.03
7.17
0.0333
7.54
0.05
6.53
0.06
6.02
0.08
5.84
0.1
5.77
0.11
5.72
0.13
5.68
0.15
5.65
0.16
5.62
0.18
5.6
0.2
5.59
0.21
5.58
0.23
5.56
0.25
5.53
0.26
5.53
0.28
5.52
0.3
5.52
0.31
5.5
f 0.33
5.47
0.4
5.41
0.5
5.37
0.5833
5.31
0.6666
5.24
0.75
5.21
0.8333
5.17
0.9166
5.14
1
5.11
1.2
5.04
1.4
5.01
1.6
4.98
1.8
4.94
2
4.96
2.4
4.92
3
4.91
3.4
4.89
4
4.88
4.4
4.88
5
4.89
5.4
4.88
6
4.88
6.4
4.87
7
4.87
7.4
4.87
8
4.87
l 8.4
4.86
' 9
4.85
9.4
4.86
10
4.84
12
4.87

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No.
Cabe-1
Sheet: '
1/1
Project: Infiltration Gallery - Date:
1/97
Well:
#18
Reference:
Bouwer, 1989
In[Re/Rw] = [1.1/In(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Ld/Rw] exp -1
Where: Lw = Height of Water Column in Well =
6.51
Le = Screened Interval Open to Aquifer =
5
Rw = Radius of Well Including Sand Pack =
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zero
1.56
Yt = Relative Height of Water at Time t =
0.25
n = Porosity =
0.2
Time Tt (in minutes) =
0.6
H - Lw =
43.49
Yo/Yt =
6.24
Lw/Rw =
15.1395349.
In(H-Lw)/Rw =
4.6165011
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 11.62791
From Attached Graph of A and B:
A = 1.9
B = 6.25
In Re/Rw = 11.1/ln Lw/Rw + A + B In[(H-Lw)/Rw] I Le/Rw] exp-1
In Re/Rw= 2.404067 exp-1
In'Re/Rw= 0.4159618
K = (Req) exp2 ln(Re/Rw)1/Tt In(Yo/Yt) Me
K = 0.005743 Ft/Min or 0.002918 CM/Sec
K = 8.270584 Ft/Day

Mountaire Farms Slug Test Well #18
1 /8/97
3
2.5 . -------------
a)----------------------------------------------------------------------------
L
1.5
1 .
-----------------------------
C
.............................................................................................................................................
a) 0 ............................................................... ....................................
0
U 0 0.5 1 1.5 2
Time (minutes)

co �;U -P 0
(orZ
1 m
OG G)
000 CO -F
I Z O
O• -<;a
J C) D �
�Nz0
rn D z
O M
zD
. C �
m
O
��o n
�n O
m
Mz
D
��z
— <
-9 F
m
D
-c� M —
C
—I =
Z
C
14-
A 12
and
C 10
M
2
4
B
3-
2
1 I I I I i I , I i I I I I I I I i I i l i I I I I III i 1 i I i l I _J. 0
5 10 50 100" 500 1000 5000
L/rw
Curves relating coefficien is A, B, and C to L/rw
FROM: BOUWER, H. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Mountaire Farms Slug Test Well # 18 1/8197
Time Depth to Water
0 4.48
0.0033
4.49
0.0066
4.5
0.01
4.49
0.0133
4.49
0.02
4.51
0.0233
4.51
0.0266
4.76
0.03
4.79
0.0333
7.29
0.05
6.3
0.06
6.02
0.08
5.9
0.1
5.82.
0.11
5.76
0.13
5.72
0.15
5.68
0.16
5.66
0.18
5.62
0.2
5.55
0.21
5.56
0.23
5.54
0.25
5.49
0.26
5.48
0.28
5.45
0.3
5.44
0.31
5.41
0.33
5.39
0.4166
5.29
0.5
5.21
0.5833
5.13
0.6666
5.08
0.75
5.04
0.8333
4.96
0.9166
4.96
1
4.89
1.2
4.82
1.4
4.76
1.6
4.73
1.8
4.67
2
4.65
2.4
4.62
3
4.63
3.4
4.6
4
4.61
4.4
4.62
5
4.61
5.4
4.6
6
4.58
6.4
4.6
7
4.57
7.4
4.54
8
4.6
8.4
4.6
9
4.58
9.4
4.6
10
4.6
12
4.58

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No.
Cabe-1
Sheet:
1/1
Project: Infiltration Gallery Date:
1/97
Well:
#21
Reference:
Bouwer, 1989
In[Re/Rw] = [1.1/1n(Lw/Rw) + A + Bin[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
4.62
Le = Screened Interval Open to Aquifer =
4.62
Rw = Radius of Well Including Sand Pack =
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
.50
Yo = Relative Height of Water at Time Zero
1
Yt = Relative Height of Water at Time t = .
0.3
n = Porosity =
0.2
Time Tt (in minutes) =
0.8
H -Lw=
45.38
Yo/Yt =
3.33333333
Lw/Rw =
10.744186
In(H-Lw)/Rw =
4.65904155
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 10.74419
From Attached Graph of A and B:
A
B
In Re/Rw = [1.1/1n Lw/Rw + A + B ln[(H-Lw)/Rw] / Le/Rw] exp-1
In Re/Rw= 2.4716902 exp-1
In Re/Rw= 0.4045814
K = (Req) exp2 In(Re/Rw)1lTt In(Yo/Yt) /21-e
K = 0.002982 Ft/Min or 0.001515 CM/Sec
K = 4.293496 Ft/Day

;�O -ram 0
D
cOr�!z
I Ill
00
000_133,=
I z O D
O • --<
J N z O
�Dz
O <
C'J M Ro
z D
C
m Cn
Cn
O
n
�q n
U, o
N�=n
Mz
0
�Dn
` O C
C
--qm
_m
� �D—I
JMn
Cn =
-0
O_
Z
14
A 12
and
C 10
AZ
0
ml
2
I
:..:..:.:.:..:....:..:..:.: C' :.
. ; ; : :. . . . ;
4
B
3.
2
I 1,I IIIAI Ii1,I IIIII I i lil�I 11I11 I I 1-1 IJ0
5 10 50 100 500 1000 5000
L/rW
Curves relating coefficients A, B, and C to LAW .
FROM: BOUWER, 1-I. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Mountaire Farms Slug Test Well #21
1 /8/97
4- 1.6
a) 1.4
......................
a; 1.2
a) 1
................
-------------------------------- .--------........_.
0.6 ._...---.
a) 0.4 -
0.2
U 0 0.5 1 1.5 2
Time (minutes)

Mountaire Farms Slug Test Well #21 1/8/97
Time Depth to Water
0 6.82
0.0033
6.8
0.0066
6.8
0.01
6.77
0.0133
6.79
0.02
6.8
0.0233
6.82
0.0266
6.82
0.03
6.81
0.0333
6.79
0.05
8.3
0.06
8.18
0.08
8
0.1
7.9
0.11
7.76
0.13
7.74
0.15
7.69
0.16
7.69
0.18
7.67
0.2
7.66
0.21
7.62
0.23
7.61
0.25
7.59
0.26
7.58
0.28
7.56
0.3
7.58
0.31
7.55
0.33
7.54
0.4166
7.49
-' 0.5
7.47
0.5833
7.41
0.6666
7.38
0.75
7.35
0.8333
7.26
0.9166
7.32
1
7.25
1.2
7.27
1.4
7.25
1.6
7.18
1.8
7.13
2
7.14
2.5
7.07
3
7.05
3.5
6.99
4
7
4.5
6.99
5
6.97
5.5
6.97
6
6.97
6.5
6.96
7
6.96
7.5
6.96
8
6.97
8.5
6.96
9
6.96
9.5
6.95
10
6.96
12
6.94

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1/1
Project: Infiltration Gallery Date: 1/97
Well: PZ-1
Reference: Bouwer, 1989
In[Re/Rw] _ [1.1/ln(Lw/Rw) + A + Bin[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
3.89
Le = Screened Interval Open to Aquifer =
3.89
Rw = Radius of Well Including Sand Pack =
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zero
0.49
Yt = Relative Height of Water at Time t =
0.25
n = Porosity =
0.2
Time Tt (in minutes) =
0.6
H -Lw=
46.11
Yo/Yt =
1.96
Lw/Rw =
9.0465116
In(H-Lw)/Rw =
4.6749999
Correction for Sandpack:
Req = [Re exp2 + n(Rw exp2 + Re exp2)] exp1/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 9.046512
From Attached Graph of A and B:
A = 1.8
B = 0.25
In Re/Rw = [1.111n Lw/Rw + A + B In[(H-Lw)/Rw] / Le/RW] exp-1
In Re/Rw= 2.4286533 exp-1
In Re/Rw= 0.4117508
K = (Req) exp2 In(Re/Rw)11Tt In(Yo/Yt) /21-e
K = 0.002686 Ft/Min or 0.001364 CM/Sec
K = 3.867526 Ft/Day

Mountaire Farms Slug Test Well ##PZ-1
1 /8/97
c�? 1.2
a) 1..................................................................................................................
a)
0.8 .................................................. .----.--.---.
L
---------...
0.6
0.4
-------------------------------------
a) 0.2 ...............................
...........................
0
v 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6
Time .(minutes)

(D F- J Z
00
I rrl
z
000 Co n
I Z O D
D O
N z O
D z
O <
CA M
z D
c
rn
0
n
�a0
0
3zm
_n
1 , M"Z
Q
ti
3 > C
cz
-1 rr
-D
M (-
(� 1
C
14
A 12
and
C 10
Int
W
:C. ;
..:. ;.:.:.:.:....:.. ;..:............... ;. :A ......:. .
4
B
3
2
-1
5 10 50 100 500 1000 5uu0 0
1
L/rW
Curves relating coefficients A, B, and C to LAW
FROM: BOUWER, H. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS..

Mountaire Farms Slug Test Well PZ-1 118197
Time Depth to Water
0 8.19
0.0033 8.21
0.0066 8.21
0.01 8.2
0.0133 8.21
0.02 10.02
0.0233 8.88
0.0266 9.32
0.03 9.22
0.0333 9.17
0.05 9.01
0.06 8.82
0.08 8.71
0.1 8.63
0.11 8.6
0.13 8.6
0.15 8.55
0.16 8.54
0.18 8.55
0.2 8.55
0.21 8.52
0.23 8.51
0.25 8.51
0.26 8.5
0.28 8.52
0.3 8.5
0.31 8.49
0.33 8.47
0.4166 8.47
0.5 8.47
0.5833 8.41
0.6666 8.43
0.75 8.41
0.8333 8.39
0.9166 8.37
1 8.39
1.08 8.4
1.16 8.36
1.25 8.35
1.33 8.36
1.41 8.34
1.5 8.33
1.58 8.32
1.66 8.36
1.75 8.33
1.83 8.35
1.91 8.32
2 8.33
2.5 8.32
3 8.29
3.5 8.32
4 8.29
4.5 8.31
5 8.29
5.5 8.29
6 8.28
6.5 8.31
7 8.29
7.5 8.31
8 8.26
8.5 8.3
9 8.28
9.5 8.29
10 8.28
12 8.28

G. N. Richardson and Associates
Client: Mountaire Farms
Proj. No.
Cabe-1
Sheet:
1 /1
Project: Infiltration Gallery
Date:
1/97
Well:
PZ-2
Reference:
Bouwer, 1989
In[Re/Rw] _ [1.1/In(Lw1Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
2.99
Le = Screened Interval Open to Aquifer =
2.99
Rw = Radius of Well Including Sand Pack =
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zero
0.4
Yt = Relative Height of Water at Time t =
0.1
n = Porosity =
0.2
Time Tt (in minutes) =
0.4
H -Lw=
47.01
Yo/Yt =
4
Lw/Rw =
6.95348837
In(H-Lw)/Rw =
4.69433042
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
`-- Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 6.953488
From Attached Graph of A and B:
A = 1.85
B = 0.25
In Re/Rw = [1.1/in Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp-1
In Re/Rw= 2.5860076 exp-1
In Re/Rw= 0.3866965
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) /21-e
K = 0.01014 Ft/Min or 0.005151 CM/Sec
K = 14.60208 Ft/Day

Mountaire Farms Slug Test Well #PZ-2
1 /8/97
a)
ID 1.2
a) 1
0.8
1ca 0.6
3: 0.4
. .............................. ; .............
a)
U 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6
Time (minutes)

m
N
r-
O
I
O
0
U Z

Mountaire Farms Slug Test Well PZ-2 1/8197
Time Depth to Water
0
9.15
0.0033
9.14
0.0066
9.13
' 0.01
9.15
0.0133
9.16
0.02
9.16
0.0233
11.33
0.0266
9.76
0.03
10.31
0.0333
10.25
0.05
10.04
0.06
9.67
0.08
9.69
0.1
9.58
0.11
9.49
0.13
9.45
0.15
9.44
0.16
9.41
0.18
9.41
0.2
9.4
0.21
9.4
0.23
9.4
0.25
9.38
0.26
9.4
0.28
9.37
0.3
9.38
0.31
9.37
0.33
9.38
0.4166
9.37
0.5
9.36
0.5833
9.33
0.6666
9.35
0.75
9.35
0.8333
9.33
0.9166
9.35
1
9.34
1.08
9.32
1.16
9.31
1.25
9.31
1.33
9.32
1.41
9.32
1.5
9.32
1.58
9.3
1.66
9.28
1.75
9.29
1.83
9.31
1.91
9.29
2
9.29
2.5
9.29
3
9.3
3.5
9.28
4
9.26
4.5
9.25
5
9.25
5.5
9.27
6
9.24
6.5
9.26
7
9.24
7.5
9.25
8
9.26
8.5
9.24
9
9.25
9.5
9.17
10
9.25
12
9.22

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1/1
Project: Infiltration Gallery Date: 1/97
Well: PZ-3
Reference: Bouwer, 1989
In[Re/Rw] _ 11.1/in(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
3.5
Le = Screened Interval Open to Aquifer =
3.5
Rw = Radius of Well Including Sand Pack =
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zero
0.5
Yt = Relative Height of Water at Time t =
0.25
n = Porosity =
0.2
Time Tt (in minutes) =
0.25
H -Lw=
46.5
Yo/Yt =
2
Lw/Rw =
8.1395349
In(H-Lw)/Rw =
4.6834224
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
�= Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 8.139535
From Attached Graph of A and B:
A = 1 1.85
B = 1 0.26
In Re/Rw = 11.1/In Lw/Rw + A + B In[(H-Lw)/Rw] / Le/RW] exp-1
In Re/Rw= 2.5242276 exp-1
In Re/Rw= 0.3961608
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) Me
K = 0.0071 Ft/Min or 0.003607 CM/Sec
K = 10.22373 Ft/Day

M ountaire Farms Slug Test Well #PZ-3
1/8/97
(2 2 -
. ....................................................................... ........................................................................................................................................................................................
1. 5
.........................................
.................................................................. ............................ I ...................................................................................................................
ca
............... ......................................................... ..............................................................................................................................................................
c: 0.5 ...............................
0
0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6
Time (minutes)

<� > I
cD ;�O -P 0
D � z
(Dr -"I
fTl
z
00
000 Co n
I z O =D
O • -<
JnDo
�1NZO
rnDz
W M
zD
C m
f�l I)
O
P
;un
cn O
0 z q
NC,
O�
Mn
m
Dz
o�
n
< 0 C
C;u
r�
D
Jam=
-0
0
14
A 12
and
C 10
m
2
1
4'
B
3;
2
1
.... ...........................
l i I I 11 I i I - I I I I I 11 I I I i 1 1 I 1 1 11 1 1 1 1 I 1 1 , I, 1 . 1 I J 0
5 10 50 100 500 1000 5000
L/rW
Curves relating coefficients A, B, and C to LAW
FROM: BOUWER, 1-I. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Mountaire Farms Slug Test Well PZ-3 118197
Time Depth to Water
0 8.7
0.0033 8.72
0.0066 8.7
0.01 8.69
0.0133 8.72
0.02 8.7
0.0233 8.7
0.0266 8.69
0.03 8.7
0.0333 10.66
0.05 10.23
0.06 9.8
0.08 9.57
0.1 9.31
0.11 9.14
0.13 9.11
0.15 9.06
0.16 9.02
0.18 - 9.01
0.2 9
0.21 9
0.23 8.98
0.25 8.96
0.26 8.97
0.28 8.94
0.3 8.93
0.31 8.93
0.33 8.92
0.4166 8.91
0.5 8.88
0.5833 8.86
0.6666 8.85
0.75 8.85
0.8333 8.81
0.9166 8.84
1 8.83
1.08 8.78
1.16 8.82
1.25 8.81
1.33 8.81
1.41 8.81
1.5 8.81
1.58 8.78
1.66 8.78
1.75 8.81
1.83 8.76
1.91 8.81
2 8.79
2.5 8.78
3 8.79
3.5 8.76
4 8.78
4.5 8.78
5 8.78
5.5 8.76
6 8.77
6.5 8.78
7 8.79
7.5 8.79
8 8.79
8.5 8.78
9 8.79
9.5 8.79
10 8.77
12 8.76

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1/1
Project: Infiltration Gallery Date: 1197
Well: PZ-4
Reference: Bouwer, 1989
ln[Re/Rw] _ [1.1/1n(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
3.71
Le = Screened Interval Open to Aquifer =
3.71
Rw = Radius of Well Including Sand Pack =
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zero
0.355
Yt = Relative Height of Water at Time t =
0.2
n = Porosity =
0.2
Time Tt (in minutes) =
0.45
H - Lw =
46.29
YoNt =
1.775
Lw/Rw =
8.62790698
In(H-Lw)/Rw =
4.67889603
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 8.627907
From Attached Graph of A and B:
A = 1 1.85
B = L 0.26
In Re/Rw = 11.1/1n Lw/Rw + A + B In[(H-LW)/RW] /,Le/Rw] exp-1
In Re/Rw= 2.5014378 exp-1
In Re/Rw= 0.3997701
K = (Req) exp2 In(Re/Rw)1/Tt ln(YoNt) Me
K = 0.003108 Ft/Min or 0.001579 CM/Sec
K = 4.476155 Ft/Day

Mountaire Farms Slug Test Well #PZ-4
1 /8/97
4? 0.8
a) 0.7...................................................................................................................................................................................................................................... ..............
..................................................................................................... .............
..................................................................................................................................................................................................................
c: 0.3 .......
CD0.2-.....................................................................
ca 0.1
U 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6
Time (minutes)

CDD-,lz
I m
00
oNte
o=n
Iz0D
O -< ;;0
UNDO
J Iv z O
0) >
O <
(J M
z D
C
m V)
O
n
7on
�O
zm
NG =nm
oz
�
c�
.070
-m
V) m
_ D
rrl C-)
.7 (f) Jl�
-I -Q
0
14-
A 12
and
C 10
8
G
4
2
1 5 10 50 100 5UU -I UUU
L/rw
Curves relating coefficients A, B, and C to LAW
4
B
3
_2
1
10.
DUUO
FROM: DOUWER, 1-I. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Mountaire Farms Slug Test Well PZ4118197
Time Depth to Water
0
8.62
0.0033
8.62
0.0066
8.65
0.01
8.64
0.0133
8.62
0.02
8.63
0.0233
8.64
0.0266
8.63
0.03
8.63
0.0333
8.64
0.05
9.37
0.06
9.2
0.08
9.a7
0.1
9
0.11
8.94
0.13
8.94
0.15
8.93
0.16
8.92
0.18
8.92
0.2
8.9
0.21
8.87
0.23
8.89
0.25
8.89
0.26
8.88
0.28
8.89
0.3
8.88
0.31
8.87
0.33
8.88
0.4166
8.85
0.5
8.86
0.5833
8.85
' 0.6666
8.83
0.75
8.82
0.8333
8.81
0.9166
8.83
1
8.82
1.08
8.81
1.16
8.78
1.25
8.79
1.33
8.78
1.41
8.78
1.5
8.78
1.58
8.76
1.66
8.76
1.75
8.77
1.83
8.76
1.91
8.76
2
8.74
2.5
8.73
3
8.69
3.5
8.72
4
8.71
4.5
8.71
5
8.73
5.5
8.72
6
8.71
6.5
8.73
7
8.71
7.5
8.72
8
8.71
8.5
8.71
_! 9
8.72
9.5
8.71
10
8.71
12
8.68

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No.
Cabe-1
Sheet:
1/1
Project: Infiltration Gallery Date:
1/97
Well:
PZ-5
Reference:
Bouwer, 1989
In[Re/Rw] = [1.1/ln(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
9.49
Le = Screened Interval Open to Aquifer =
9.49
Rw = Radius of Well Including Sand Pack =
0.5
Rc = Radius of Well Casing =
0.167
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zero
1.58
Yt = Relative Height of Water at Time t =
0.6
n = Porosity =
0.2
Time Tt (in minutes) =
0.7
H -Lw=
40.51
Yo/Yt =
2.63333333
Lw/Rw =
18.98
In(H-Lw)/Rw =
4.39469604
— , Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.083467
Req = 0.288906
Evaluation of A and B:
Le/Rw = 18.98
From Attached Graph of A and B:
A = 1 1.9
B = 1 0.25
In Re/Rw = [1.1/In Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp-1
In Re/Rw= 2.3316052 exp-1
In Re/Rw= 0.4288891
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt)12Le
K = 0.002609 Ft/Min or 0.001325 CM/Sec
K = 3.756771 Ft/Day

t
Mountaire Farms Slug Test Well #PZ-5
2 1 /8/97
.....................
1.6 ..........................................................................................................................................................................................................................................................................
1.4 -
c�
1.2...................................... ..----------.....---............---.....................--.............------...--.............................--.......---
..........................................................................................................................................................................................................
CD 0.8
.� 0.6 -
U
0.4
0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6
Time (minutes)

(.6 :;U -P G)
(.D r-
I Fri
r'j
00
00 fi n
1 zOD
O • -<
� 'DO
�IIVZO
D Z
O <
C 14 Fri
z D
C
m
O
n
mn
O
z�
U) 4-
z
0
D n
0 .0 C
D
J m n
Ul =
O
z
A 12
and
C 10
4
2
:..:..:. :.::.::....:.....: :.­ : C. .
a
3
B
-12
I_J0
1 5 10 50 100 500 1000 5000
L/rw
Curves relating coefficients A, B, and C to LAW
FROM: BOUWER, 1-I. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Mountaire Farms Slug Test Well PZ-5 118197
Time Depth to Water
0
8.65
0.0033
8.65
0.0066
8.65
0.01
9.21
0.0133
10.21
0.02
9.44
0.0233
10.14
0.0266
9.59
0.03
10.28
0.0333
10.49
0.05
10.33
0.06
10.3
0.08
10.18
0.1
10.12
0.11
10.11
0.13
10.08
0.15
10.04
0.16
10.01
0.18
9.98
0.2
9.95
0.21
9.92
0.23
9.91
0.25
9.87
0.26
9.83
0.28
9.83
0.3
9.81
0.31
9.79
0.33
9.76
0.4166
9.65
0.5
9.6
0.5833
9.52
l 0.6666
9.45
0.75
9.39
0.8333
9.35
0.9166
9.31
1
9.21
1.08
9.24
1.16
9.21
1.25
7.18
1.33
7.13
1.41
7.14
1.5
9.09
1.58
9.07
1.66
9.05
1.75
9.04
1.83
9.01
1.91
9.01
2
8.97
2.5
8.94
3
8.91
3.5
8.89
4
8.89
4.5
8.87
5
8.89
5.5
8.87
6
8.86
6.5
8.87
7
8.88
7.5
8.86
8
8.85
8.5
8.86
9
8.86
9.5
8.85
10
8.86
12
8.86

jG. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1/1
Project: Infiltration Gallery Date: 1197
Well: #8
Reference Bouwer, 1989
ln[Re/Rw] _ 17.1/ln(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well = F 10.38
Le = Screened Interval Open to Aquifer =
10
Rw = Radius of Well Including Sand Pack
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zei
2.5
Yt = Relative Height of Water at Time t
n = Porosity =
0.2
Time Tt (in minutes)
H - Lw =
39.62
Yo/Yt =
5
Lw/Rw =
24.13953
In(H-Lw)/Rw =
4.523304
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] expl/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 23.25581
From Attached Graph of A and B:
A = 1 2.4
B = 1 0.35
In Re/Rw = 11.1/In Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp
In Re/Rw= 2.813569 exp-1
In Re/Rw= 0.35542
K = (Req) exp2 ln(Re/Rw)1/Tt In(Yo/Yt)/2Le
K = 0.001725 Ft/Min or 0.000877 CM/Sec
K = 2.48471 Ft/Day

1/13/97
T....................... . ........ — -- — ----------------
C:
cu - 0
Time (minutes)

CD ;;U -P 0
_' D
cD r— �! Z
I ITT
00Oz�
CNo=Con
I z 0 D
CD n D .�
�1tuz0
rnDz
O <
(-4 Fq
z D
c >
mL/)
0
n
14
A 12
and
C 10
4
W
:..:..: ; :..: :..::....; .. ;..;.: % -C— :. .
4
B
- 3 .
2
1
MCI
1 5 10 50 100 500 1000 5000
L/rw
Curves relating coefficients A, B, and C to LAW
FROM: DOUWER, 1-I. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Rising Head Slug Test #8
J Mountaire Farms
Lumber Bridge, North Carolina
SE 1000C
Environmental Logger
01/13 21:15
Unit# 00069 Test 6
Setups: INPUT 1
---------------------
Type Level (F)
Mode TOC
I.D. 00001
Reference 3.570
Linearity 0.120
Scale factor 20.120
Offset 0.030
Delay mSEC 501000
Step 0 01/13 13:14:31
Elapsed Time INPUT 1
0.0000
3.347
0.0033
5.487
0.0066
7.550
0.0100
5.849
0.0133
6.471
0.0166
7.995
0.0200
5.494
0.0233
6.979
0.0266
6.859
0.0300
6.840
0.0333
6.795
0.0366
6.757
0.0400
6.719
0.0433
6.681
0.0466
6.655
0.0500
6.630
0.0533
6.605
0.0566
6.579
0.0600
6.535

Rising Head Slug Test #8
Mountaire Farms
Lumber Bridge, North Carolina
0.0633
6.560
0.0666
6.497
0.0700
6.471
0.0733
6.446
0.0766
6.421
0.0800
6.395
0.0833
6.376
0.0866
6.351
0.0900
6.325
0.0933
6.306
0.0966
6.281
0.1000
6.262
0.1033
6.243
0.1066
6.218
0.1100
6.198
0.1133
6.179
0.1166
6.160
0.1200
6.141
' 0.1233
6.122
-° 0.1266
6.103
0.1300
6.084
0.1333
6.065
0.1366
6.046
0.1400
6.027
0.1433
6.008
0.1466
5.995
0.1500
5.976
0.1533
5.957
0.1566
5.938
0.1600
5.919
0.1633
5.906
0.1666
5.887
0.1700
5.875
0.1733
5.856
0.1766
5.837
0.1800
5.818
0.1833
5.805
0.1866
5.792
0.1900
5.773
0.1933
5.760
0.1966
5.741

Rising Head Slug Test #8
Mountaire Farms
Lumber Bridge, North Carolina
0.2000
5.722
0.2033
5.710
0.2066
5.697
0.2100
5.678
0.2133
5.665
0.2166
5.646
0.2200
5.633
0.2233
5.621
0.2266
5.608
0.2300
5.589
0.2333
5.576
0.2366
5.564
0.2400
5.545
0.2433
5.538
0.2466
5.519
0.2500
5.506
0.2533
5.494
0.2566
5.481
0.2600
5.468
--� 0.2633
5.456
0.2666
5.443
0.2700
5.424
0.2733
5.418
0.2766
5.399
0.2800
5.386
0.2833
5.373
0.2866
5.360
0.2900
5.354
0.2933
5.335
0.2966
5.329
0.3000
5.310
0.3033
5.297
0.3066
5.291
0.3100
5.278
0.3133
5.265
0.3166
5.252
0.3200
5.240
0.3233
5.227
0.3266
5.214
0.3300
5.208
0.3333
5.195

Rising Head Slug Test #8
r Mountaire Farms
Lumber Bridge, North Carolina
0.3500
5.138
0.3666
5.081
0.3833
5.024
0.4000
4.973
0.4166
4.922
0.4333
4.871
0.4500
4.827
0.4666
4.783
0.4833
4.738
0.5000
4.694
0.5166
4.656
0.5333
4.611
0.5500
4.579
0.5666
4.541
0.5833
4.510
0.6000
4.471
0.6166
4.440
0.6333
4.408
- 0.6500
4.383
0.6666
4.351
0.6833
4.325
0.7000
4.300
0.7166
4.268
0.7333
4.249
0.7500
4.224
0.7666
4.198
0.7833
4.179
0.8000
4.154
0.8166
4.135
0.8333
4.116
0.8500
4.097
0.8666
4.078
0.8833
4.065
0.9000
4.046
0.9166
4.027
0.9333
4.014
0.9500
3.995
0.9666
3.982
0.9833
3.970
1.0000
3.957
1.2000
3.811

Rising Head Slug Test #8
Mountaire Farms
Lumber Bridge, North Carolina
1.4000
3.728
1.6000
3.671
1.8000
3.639
2.0000
3.620
2.2000
3.608
2.4000
3.595
2.6000
3.589
2.8000
3.582
3.0000
3.576
3.2000
3.576
3.4000
3.576
3.6000
3.576
3.8000
3.570
4.0000
3.570
4.2000
3.570
4.4000
3.570
4.6000
3.570
4.8000
3.570
5.0000
3.570
5.2000
3.570
5.4000
3.563
5.6000
3.563
5.8000
3.563
6.0000
3.563
6.2000
3.563
6.4000
3.570
6.6000
3.563
6.8000
3.563
7.0000
3.563
7.2000
3.563
7.4000
3.563
7.6000
3.563
7.8000
3.563
8.0000
3.563
8.2000
3.563
8.4000
3.563
8.6000
3.563
8.8000
3.563
9.0000
3.563
9.2000
3.563
9.4000
3.563

Rising Head Slug Test #8
Mountaire Farms
Lumber Bridge, North Carolina
9.6000
3.563
9.8000
3.563
10.0000
3.570
11.0000
3.563

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1/1
Project: Infiltration Gallery Date: 1/97
Well: #14
Referenc* Bouwer, 1989
In[Re/Rw] = [1.1/ln(Lw/Rw) + A + Bin[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
7.48
Le = Screened Interval Open to Aquifer =
7.48
Rw = Radius of Well Including Sand Pack
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zer
1.09
Yt = Relative Height of Water at Time t =
0.2
n = Porosity =
0.2
Time Tt (in minutes) =
1.52
H -Lw=
42.52
Yo/Yt =
5.45
Lw/Rw =
17.39535
In(H-Lw)/Rw =
. 4.593945
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 17.39535
From Attached Graph of A and B:
A
B = 1 0.25
In Re/Rw = [1.11ln Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp
In Re/Rw= 2.451149 exp-1
In Re/Rw= 0.407972
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) /21-e
K = 0.001376 Ft/Min or 0.000699 CM/Sec
K = 1.982133 Ft/Day

Mountaire Farms - Well #14 Slug Test
1/13/97
a�
1.4
1.2 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
1
J...............................
---------------------------------------_------......----------...--------------......----------..............----..............
L
0.8..................................................... .......................................... -..............................................................
0.6--------------------------------------------------------------------------------------------- -------------------------
------------------------------------------------------------------------------------------
a� 0.4...........................................
a 0.2
U 0 0.5 1 1.5 2
Time (minutes)

l�
.70-f-0
cor-vz
I m
z
oon. �
000 -F .
I z O
O• --<X
JNz0
rnDz
O <
C� M
z D
C
fTl U)
O
n
�u n
c—O
z m
_n
ra m
D z
0 --1
D n
O C
C
-q m
r�
� D
M n
c)
, U
O
z
14
A 12
and
C 10
A
0
7
I
-10
1 5 10 50 100 500 "l uuu 0uu0
L/rw
Curves relating coefficients A, B, and C to L/rw
FROM: BOUWER, H. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.
B

Rising Head Slug Test Well #14
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
01/13 21:18
Unit# 00069 Test 7
Setups:
INPUT 1
------------
Type
---------
- Level (F)
Mode
TOC
I.D.
00001
Reference
6.920
Linearity
0.120
Scale factor
20.120
Offset
0.030
Delay mSEC
50.000
Step 0 01/13 13:31:33
Elapsed Time INPUT 1
0.0000
7.503
0.0033
8.893
0.0066
9.851
0.0100
10.384
0.0133
9.851
0.0166
8.804
0.0200
7.878
0.0233
7.967
0.0266
8.297
0.0300
8.163
0.0333
8.113
0.0366
8.043
0.0400
8.049
0.0433
8.062
0.0466
8.068
0.0500
8.030
0.0533
8.049
0.0566
7.998

Rising Head Slug Test Well #14
Mountaire Farms
Lumber Bridge, North Carolina
0.0600
7.992
0.0633
7.998
0.0666
8.017
0.0700
7.992
0.0733
7.986
0.0766
7.986
0.0800
7.960
0.0833
7.998
0.0866
7.960
0.0900
7.960
0.0933
7.960
0.0966
7.960
0.1000
7.954
0.1033
7.954
0.1066
7.954
0.1100
7.948
0.1133
7.948
0.1166
7.941
� 0.1200
7.941
0.1233
7.935
0.1266
7.935
0.1300
7.935
0.1333
7.929
0.1366
7.929
0.1400
7.929
0.1433
7.922
0.1466
7.922
0.1500
7.916
0.1533
7.916
0.1566
7.916
0.1600
7.910
0.1633
7.910
0.1666
' 7.910
0.1700
7.903
0.1733
7.903
0.1766
7.903
0.1800
7.897
0.1833
7.897
0.1866
7.897
0.1900
7.891
0.1933
7.891

Rising Head Slug Test Well #14
Mountaire Farms
Lumber Bridge,
North Carolina
0.1966
7.891
0.2000
7.884
0.2033
7.884
0.2066
7.884
0.2100
7.878
0.2133
7.878
0.2166
7.878
0.2200
7.878
0.2233
7.872
0.2266
7.872
0.2300
7.872
0.2333
7.872
0.2366
7.865
0.2400
7.865
0.2433
7.859
0.2466
7.865
0.2500
7.859
0.2533
7.859
0.2566
'
7.859
0.2600
7.852
0.2633
7.852
0.2666
7.852
0.2700
7.846
0.2733
7.846
0.2766
7.846
0.2800
7.846
0.2833
7.840
0.2866
7.840
0.2900
7.840
0.2933
7.840
0.2966
7.833
0.3000
7.833
0.3033
7.833
0.3066
7.833
0.3100
7.827
0.3133
7.827
0.3166
7.827
0.3200
7.827
0.3233
7.821
0.3266
7.821
0.3300
7.821

Rising Head Slug Test Well #14
Mountaire Farms
Lumber Bridge, North Carolina
0.3333 7.821
0.3500 7.814
0.3666 7.808
0.3833 7.802
0.4000 7.795
0.4166 7.783
0.4333 7.776
0.4500 7.770
0.4666 7.764
0.4833 7.751
0.5000 7.745
0.5166 7.738
0.5333 7.726
0.5500 7.719
0.5666 7.713
0.5833 7.700
0.6000 7.694
0.6166 7.687
0.6333 7.681
0.6500 7.668
0.6666 7.662
0.6833 7.656
0.7000 7.649
0.7166 7.637
0.7333 7.630
0.7500 7.624
0.7666 7.611
0.7833 7.611
0.8000 7.599
0.8166 7.592
0.8333 7.586
0.8500 7.580
0.8666 7.573
0.8833 7.567
0.9000 7.554
0.9166 7.548
0.9333 7.542
0.9500 7.535
0.9666 7.529
0.9833 7.522
1.0000 7.516

Rising Head Slug Test Well #14
Mountaire Farms
Lumber Bridge, North Carolina
1.2000
7.427
1.4000
7.364
1.6000
7.307
1.8000
7.256
2.0000
7.218
2.2000
7.186
2.4000
7.154
2.6000
7.129
2.8000
7.104
3.0000
7.091
3.2000
7.072
3.4000
7.059
3.6000
7.046
3.8000
7.034
4.0000
7.027
4.2000
7.021
4.4000
7.015
4.6000
7.008
4.8000
7.002
5.0000
6.996
5.2000
6.989
5.4000
6.989
5.6000
6.983
5.8000
6.977
6.0000
6.977
6.2000
6.970
6.4000
6.970
6.6000
6.970
6.8000
6.970
7.0000
6.970
7.2000
6.964
7.4000
6.964
7.6000
6.964
7.8000
6.964
8.0000
6.958
8.2000
6.958
8.4000
6.958
8.6000
6.958
8.8000
6.958
•._� 9.0000
6.958
9.2000
6.951

Rising Head Slug Test Well #14
Mountaire Farms
Lumber Bridge, North Carolina
9.4000
6.951
9.6000
6.958
9.8000
6.951
10.0000
6.951
11.0000
6.951
12.0000
6.945

�— G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1/1
Project: Infiltration Gallery Date: 1/97
Well: #16
Reference Bouwer, 1989
In[Re/Rw] = [1.1/In(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
6.65
Le = Screened Interval open to Aquifer =
5
Rw = Radius of Well Including Sand Pack
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zer
2.4
Yt = Relative Height of Water at Time t =
0.4
n = Porosity =
0.2
Time Tt (in minutes) =
1
H -Lw=
43.35
Yo/Yt =
6
LW/Rw =
15.46512
In(H-Lw)/Rw =
4.613277
Correction for Sandpack:
_ - Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] expl/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 11.62791
From Attached Graph of A and B:
A 1 1.9
B 1 0.25
In Re/Rw = [1.1/In Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp
In Re/Rw= 2.400852 exp-1
In Re/Rw= 0.416519
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) Me
K = 0.003377 Ft/Min, or 0.001715 CM/Sec
K = 4.862556 Ft/Day

�r
Mountaire Farms. -Well #16 Slug Test
1 /13/97
aD
3.5
Z
3
J
2.5
-� (D
2
ca3:
1.5
0.5
a 0
U
0 0.5 1
Time (minutes)
1.5
0

m
co .70 -P 0
_% > —'
cD r �1 Z
I m
z
005.
00 co n
I z O D
J D O
J N z O
CD >71
O <
(A M R3
z D
C >
ra Lp
1n
O
n
�c
z T
T
D
.�r o-
n, jo c
3 C<
q IT
m
._may
m �-
c
z
14
A 12
and
C 10
4
W)
4.,
B
3.
2
1
I I I I I I _iJ , I I _1 0
5 10 50 100 500.1000 5000
L/rw
Curves relating coefficients A, B, an,d C to L/rw
FROM: BOUWER, 1-1. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Rising Head Slug Test #16
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
O1/13 21:13
Unit# 00069 Test 5
Setups: INPUT 1
---------------------
Type Level (F)
Mode TOC
I.D. 00001
Reference 3.000
Linearity 0.120
Scale factor 20.120
Offset 0.030
Delay mSEC 50.000
Step 0 01/13 12:42:50
Elapsed Time INPUT 1
----------
0.0000
---------
5.030
0.0033
7.857
0.0066
7.116
0.0100
5.841
0.0133
6.108
0.0166
6.025
0.0200
6.013
0.0233
5.956
0.0266
5.924
0.0300
5.924
0.0333
5.911
0.0366
5.892
0.0400
5.860
0.0433
5.860
0.0466
5.841
0.0500
5.816
0.0533
5.797
0.0566
5.784
0.0600
5.759

Rising Head Slug Test 916
Mountaire Farms
Lumber Bridge, North Carolina
0.0633
5.746
0.0666
5.734
0.0700
5.721
0.0733
5.708
0.0766
5.689
0.0800
5.677
0.0833
5.664
0.0866
5.651
0.0900
5.632
0.0933
5.619
0.0966
5.607
0.1000
5.594
0.1033
5.581
0.1066
5.569
0.1100
5.556
0.1133
5.543
0.1166
5.524
0.1200
5.518
0.1233
5.499
0.1266
5.493
0.1300
5.480
0.1333
5.461
0.1366
5.455
0.1400
5.442
0.1433
5.429
0.1466
5.417
0.1500
5.404
0.1533
5.391
0.1566
5.385
0.1600
5.372
0.1633
5.359
0.1666
5.347
0.1700
5.334
0.1733
5.321
0.1766
5.315
0.1800
5.302
0.1833
5.290
0.1866
5.277
0.1900
5.264
0.1933
5.258
� _ 0.1966
5.245

Rising Head Slug Test #16
Mountaire Farms
Lumber Bridge, North Carolina
0.2000
5.233
0.2033
5.220
0.2066
5.214
0.2100
5.201
0.2133
5.188
0.2166
5.182
0.2200
5.169
0.2233
5.157
0.2266
5.150
0.2300
5.138
0.2333
5.125
0.2366
5.118
0.2400
5.106
0.2433
5.093
0.2466
5.087
0.2500
5.074
0.2533
5.068
0.2566
5.055
0.2600
5.042
0.2633
5.036
0.2666
5.023
0.2700
5.011
0.2733
5.004
0.2766
4.992
0.2800
4.985
0.2833
4.973
0.2866
4.966
0.2900
4.954
0.2933
4.947
0.2966
4.935
0.3000
4.928
0.3033
4.922
0.3066
4.909
0.3100
4.896
0.3133
4.890
0.3166
4.884
0.3200
4.871
0.3233
4.865
0.3266
4.852-
0.3300
4.846
0.3333
4.839
0.3500
4.789

Rising Head Slug Test #16
Mountaire Farms
Lumber Bridge, North Carolina
0.3666
4.744
0.3833
4.700
0.4000
4.649
0.4166
4.605
0.4333
4.560
0.4500
4.522
0.4666
4.478
0.4833
4.452
0.5000
4.414
0.5166
4.383
0.5333
4.357
0.5500
4.332
0.5666
4.307
0.5833
4.262
0.6000
4.230
0.6166
4.192
0.6333
4.161
0.6500
4.129
0.6666
4.091
0.6833
4.059
0.7000
4.027
0.7166
4.002
0.7333
3.970
0.7500
3.945
0.7666
3.920
0.7833
3.894
0.8000
3.869
0.8166
3.843
0.8333
3.818
0.8500
3.799
0.8666
3.780
0.8833
3.755
0.9000
3.736
0.9166
3.717
0.9333
3.697
0.9500
3.678
0.9666
3.666
0.9833
3.647
1.0000
3.634
1.2000
3.444
1.4000
3.336
1.6000
3.260

Rising Head Slug Test #16
Mountaire Farms
Lumber Bridge, North Carolina
1.8000
3.209
2.0000
3.164
2.2000
3.139
2.4000
3.114
2.6000
3.101
2.8000
3.088
3.0000
3.076
3.2000
3.069
3.4000
3.063
3.6000
3.057
3.8000
3.057
4.0000
3.050
4.2000
3.050
4.4000
3.044
4.6000
3.044
4.8000
3.044
5.0000
3.044
5.2000
3.038
5.4000
3.038
5.6000
3.038
5.8000
3.038
l
6.0000
3.038
6.2000
3.038
6.4000
3.038
6.6000
3.038
6.8000
3.038
7.0000
3.031
7.2000
3.031
7.4000
3.031
7.6000
3.031
7.8000
3.031
8.0000
3.031
8.2000
3.031
8.4000
3.031
8.6000
3.031
8.8000
3.031
9.0000
3.025
9.2000
3.025
9.4000
3.025
9.6000
3.025
9.8000
3.025
10.0000
3.025
11.0000
3.025
12.0000
3.025

`-1 G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1 /1
Project: Infiltration Gallery Date: 1/97
Well: #17
Reference Bouwer, 1989
In[Re/Rw] _ [1.1/ln(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
4.77
Le = Screened Interval Open to Aquifer =
4.77
Rw = Radius of Well Including Sand Pack
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zer
0.75
Yt = Relative Height of Water at Time t =
0.02
n = Porosity =
0.2
Time Tt (in minutes) =
0.5
H -Lw=
45.23
Yo/Yt =
37.5
Lw/Rw =
11.09302
In(H-Lw)/Rw =
4.655731
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] expl/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 11.09302
From Attached Graph of A and B:
A
B
In Re/Rw = [1.1/In Lw/Rw + A + B In[(H-LW)[RW] / Le/Rw] exp
In Re/Rw= 2.462055 exp-1
In Re/Rw= 0.406165
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) /21-e
K = 0.013964 Ft/Min or 0.007094 CM/Sec
K = 20.10774 Ft/Day

Mountaire Farms - Well #17 Slug Test
1 /13/97
a�
2
� 1.5
1............................................................................................................................................................................................
j1 ......................................................................................................................................................................:.............
a�
0.5............... .... _............................................................................................................................ ......................................................................
cu 0
U 0 0.5 1 1.5 2
Time (minutes)

cD ICJ -P G7
D
cD I— J Z
I m
00 70
0=oon
I z O D
O•
J,DO
JNz0
0)Dz
O <
C� M R13
z D
C>
mCf)
O
;�a (;
C
IFT
Z -r
T
• m Fr
Dz
� o—
r
3�
.0
C<
-9 Fr
cn
—I =l
C
L
14
A 12
and
C 10
m
4
2•
:.... :....:..... :.........: C
.... ; ; .::.
91.
B
3.
2
1
I fill '[- , l i t l- I 1 1 1 I I I i l i l i I I I I I, -I_I 0
5 10 50 100 500 1000 5000
L/rW
Curves relating coefficients A, B, and C to LAW
FROM: BOUWER, H. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Rising Head Slug Test #17
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
01/13 21:30
Unit# 00069 Test 12
Setups: INPUT 1
Type
Level (F)
Mode
TOC
I.D.
00001
Reference
5.420
Linearity
0.120
Scale factor
20.120
Offset
0.030
Delay mSEC
50.000
Step 0 01/13 17:21:04
Elapsed Time INPUT 1
------------
0.0000
---------
5.540
0.0033
5.540
0.0066
9.489
0.0100
6.498
0.0133
7.252
0.0166
7.144
0.0200
7.094
0.0233
7.056
0.0266
6.986
0.0300
6.948
0.0333
6.910
0.0366
6.884
0.0400
6.808
0.0433
6.802
0.0466
6.764
0.0500
6.713
0.0533
6.719
0.0566
6.688
0.0600
6.650

Rising Head Slug Test #17
Mountaire Farms
Lumber Bridge, North Carolina
0.0633 6.624
0.0666 6.593
0.0700 6.567
0.0733 6.536
0.0766 6.510
0.0800 6.485
0.0833 6.460
0.0866 6.441
0.0900 6.415
0.0933 6.390
0.0966 6.371
0.1000 6.345
0.1033 6.326
0.1066 6.307
0.1100 6.282
0.1133 6.269
0.1166 6.250
0.1200 6.231
0.1233 6.212
0.1266 6.193
0.1300 6.181
0.1333 6.162
0.1366 6.142
0.1400 6.130
0.1433 6.117
0.1466 6.098
0.1500 6.085
0.1533 6.073
0.1566 6.060
0.1600 6.047
0.1633 6.035
0.1666 6.022
0.1700 6.009
0.1733 5.997
0.1766 5.984
0.1800 5.978
0.1833 5.965
0.1866 5.959
0.1900 5.946
0.1933 5.933
0.1966 5.927

Rising Head Slug Test #17
Mountaire Farms
Lumber Bridge, North Carolina
0.2000
5.914
0.2033
5.908
0.2066
5.901
0.2100
5.889
0.2133
5.882
0.2166
5.876
0.2200
5.870
0.2233
5.863
0.2266
5.851
0.2300
5.844
0.2333
5.838
0.2366
5.832
0.2400
5.825
0.2433
5.819
0.2466
5.813
0.2500
5.806
0.2533
5.806
0.2566
5.800
r' 0.2600
5.794
0.2633
5.787
0.2666
5.781
0.2700
5.781
0.2733
5.775
0.2766
5.768
0.2800
5.768
0.2833
5.762
0.2866
5.756
0.2900
5.749
0.2933
5.749
0.2966
5.743
0.3000
5.743
0.3033
5.737
0.3066
5.737
0.3100
5.730
0.3 13 3
5.730
0.3166
5.724
0.3200
5.724
0.3233
5.718
0.3266
5.718
0.3300
5.711
0.3333
5.711

Rising Head Slug Test #17
Mountaire Farms
Lumber Bridge, North Carolina
0.3500
5.699
0.3666
5.686
0.3833
5.680
0.4000
5.667
0.4166
5.661
0.4333
5.654
0.4500
5.648
0.4666
5.641
0.4833
5.641
0.5000
5.635
0.5166
5.629
0.5333
5.629
0.5500
5.622
0.5666
5.622
0.5833
5.622.
0.6000
5.616
0.6166
5.616
0.6333
5.616
0.6500
5.616
0.6666
5.610
0.6833
5.610
0.7000
5.610
0.7166
5.610
0.7333
5.610
0.7500
5.610
0.7666
5.603
0.7833
5.603
0.8000
5.603
0.8166
5.603
0.8333
5.603
0.8500
5.603
0.8666
5.603
0.8833
5.603
0.9000
5.597
0.9166
5.597
0.9333
5.597
0.9500
5.597
0.9666
5.597
0.9833
5.597
1.0000
5.597
1.2000
5.597

Rising Head Slug Test #17
Mountaire Farms
Lumber Bridge, North Carolina
1.4000
5.591
1.6000
5.591
1.8000
5.591
2.0000
5.591
2.2000
5.591
2.4000
5.591
2.6000
5.591
2.8000
5.591
3.0000
5.591
3.2000
5.591
3.4000
5.591
3.6000
5.591
3.8000
5.591
4.0000
5.591
4.2000
5.591
4.4000
5.591
4.6000
5.591
4.8000
5.591
5.0000
5.591
5.2000
5.591
5.4000
5.591
5.6000
5.591
5.8000
5.591
6.0000
5.591
6.2000
5.591
6.4000
5.591
6.6000
5.591
6.8000
5.591
7.0000
5.591
7.2000
5.591
7.4000
5.597
7.6000
5.591
7.8000
5.597
8.0000
5.591
8.2000
5.591
8.4000
5.591
8.6000
5.591
8.8000
5.591
9.0000
5.591
._; 9.2000
5591
9.4000
5.591

Rising Head Slug Test #17
Mountaire Farms
Lumber Bridge, North Carolina
9.6000
5.591
9.8000
5.591
10.0000
5.591
11.0000
5.591

f
G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1 /1
Project: Infiltration Gallery Date: 1/97-
Well: #19
Reference Bouwer, 1989
ln[Re/Rw] = [1.1/ln(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
6.21
Le = Screened Interval Open to Aquifer =
- 5
Rw = Radius of Well Including Sand Pack
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative'Height of Water at Time Zer
2.1
Yt. _ Relative Height of Water at Time t
n = Porosity =
0.2
Time Tt (in minutes)
H -'Lw =
43.79
Yo/Yt =
10.5
Lw/Rw =
14.44186
'
In(H-Lw)/Rw =
4.623376
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 +
Rc exp2)] expl/2 ,
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
'Le/Rw = 11.62791
;
From Attached Graph of A and B: '
A
B; _ 0.25
In Re/Rw = 11.1/11n Lw/Rw + A + B In[(44-Lw)/Rw] / Le/Rw] exp
In Re/Rw= 2.411367 exp-1
In Re/Rw= 0.414702
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) Me .
K 0.014707 Ft/Min or 0.007471 CM/Sec
K = 21.17813 Ft/Day -

Mountake Farms - Weil-#19_ Slug Test
1/13/97
6
�5
a� -
I
4
a)
3
co
-2
a�
1
cz0
Ewe
0.5 1 1.5
Time (minutes)-
2 1

co .70 -P 0
D
tor�1Z
I Ill
00
000 -F
1 z O
O ' -<
vC)DO.
J N Z O
rnDz
O <
CIA M
z D
C>
m Ln
O
n
;un
U)O
m
o c�
G n
-17
II�
M M
y Z
� 0 �
D n
-"� C
3 :>j M
AM
f�l �
(n n
O
7
1 �l-
A 12-
and
C 10
8
6
4
2�
1
0
B
3
5 10 50 100 500.1000 5000
L/rw
Curves relating coefficients A, B; an.d C to L/rW
FROM: BOUWER, H. AND RICE; R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED -AQUIFERS WITH COMPLETELY OR PARTIALLY- PENETRATING
WELLS:
2
1

Rising Head Slug Test #19
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
O1/13 21:20
Unit# 00069 Test 8
Setups: INPUT 1
Type Level (F)
Mode TOC
I.D. 00001
Reference 5.000
Linearity 0.120
Scale factor 20.120
Offset 0.030
Delay mSEC 50.000
Step 0 01/13 13:55:04
Elapsed Time INPUT 1
0.0000
3.699
0.0033
5.520
0.0066
9.557
0.0100
7.003
0.0133
6.274
0.0166
6.331
0.0200
6.255
0.0233
6.147
0.0266
5.862
0.0300
6.002
0.0333
6.046
0.0366
5.938
0.0400
5.906
0.0433
5.856
0.0466
5.818
0.0500
5.786
0.0533
5.754
0.0566
5.627
0.0600
5.665

Rising Head Slug Test#19
Mountaire Farms
Lumber Bridge, North Carolina
0.0633
5.640 -
0.0666
5.608
0.0700
5.577
0.0733
5.551
0.0766
5.513
0.0800
5.488
0.0833
5.450
0.0866
5.424
0.0900
5.393
0.0933
5.361
0.0966
5.336
0.1000
5.304
0.1033
5.279
0.1066
5.247
0.1100
5.221
0.1133
5.196
0.1166
5.171
0.1200
5.145
0.1233
5.114
0.1266
5.088
0.1300
5.063
0.1333
5.038
0.1366.
5.012
0.1400
4.987
0.1433
4.961
0.1466
4.936
0.1500
4.911
0. 15 33'
4.892
0.1566
4.866
0.1600
4.841
0.1633
4.816
0.1666
4.790
0.1700
4.771
0.1733
4.746
0.1766
4.720
0.1800
4.701
0.1833
4.676
0.1866
4.651
�- 0.1900
4.632
0.1933
4.606
0.1966
4.587

Rising Head Slug Test #19
Mountaire Farms
Lumber Bridge, North Carolina
0.2000 4.562
0.2033 4.543
0.2066 4.524
0.2100 4.498
0.2133 4.479
0.2166 4.460
0.2200 4.441
0.2233 4.416
0.2266 4.397
0.2300 4.378
0.2333 4.359
0.2366 4.340
0.2400 4.321
0.2433 4.302
0.2466 4.283
0.2500 4.264
0.2533 4.245
0.2566 4.226
0.2600 4.213
0.2633 4.194
0.2666 4.181
0.2700 4.162
0.2733 4.149
0.2766 4.137
0.2800 4.124
0.2833 4.111
0.2866 4.099
0.2900 4.086
0.2933 4.073
0.2966 4.067
0.3000 4.054
0.3033 4.048
0.3066 4.035
0.3100 4.029
0.3133 4.023
0.3166 4.016
0.3200 4.010
0.3233 4.003
0.3266 3.991
0.3300 3.991
0.3333 3.984

-` Rising Head Slug Test #19
LJ Mountaire Farms
Lumber Bridge, North Carolina
0.3500 3.965
0.3666 3.946
0.3833 3.934
0.4000 3.927
0.4166 3.908
0.4333 3.902
0.4500 3.889
0.4666 3.877
0.4833 3.864
0.5000 3.851
0.5166 3.839
0.5333 3.826
0.5500 3.820
0.5666 3.807
0.5833 3.794
0.6000 3.788
0.6166 3.775
0.6333 3.762
0.6500 3.756
0.6666 3.75.0
0.6833 3.737
0.7000 3.731
0.7166 3.724
0.7333 3.718
0.7500 3.712
0.7666 3.705
0.7833 3.699
0.8000 3.693
0.8166 3.686
0.8333 3.680
0.8500 3.680
0.8666 3.674
0.8833 3.674
0.9000 3.667_
0.9166 3.661
0.9333 3.655
0.9500 3.655
0.9666 3.648
0.9833 3.648
1.0000 3.642
1..2000 3.616

- Rising Head Slug Test #19
_ Mountaire Farms
Lumber Bridge, North Carolina
1.4000
3.604
1.6000
3.597
1.8000
3.597
2.0000
3.591
2.2000
3.591
2.4000
3.591
2.6000
3.585
2.8000
3.585
3.0000
3.585
3.2000
3.585
3.4000
3.585
3.6000
3.585
3.8000
3.585
4.0000
3.585
4.2000
3.585
4.4000
3.585
4.6000
3.585
4.8000
3.585
5.0000
3.585
5.2000
3.585
5.4000
3.585
5.6000
3.585
5.8000
3.585
6.0000
3.585
6.2000
3.585
6.4000
3.585
6.6000
3.585
6.8000
3.578
7.0000
3.578
7.2000
3.585
7.4000
3.585
7.6000
3.578
7.8000
3.578
8.0000
3.578
8.2000
3.578
8.4000
3.578
8.6000
3.578
8.8000
3.578
9.0000
3.578
9.2000
3.578
9.4000
3.578

Rising Head Slug Test #19
Mountaire Farms
Lumber Bridge, North Carolina
9.6000
3.578
9.8000
3.578
10.0000
3.578
11.0000
3.578

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1/1
Project: Infiltration Gallery Date: 1/97
Well: #20
-Reference Bouwer, 1989
In[Re/Rw] = [1.1/ln(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well = 4.57
Le = Screened Interval Open to Aquifer = 4.57
Rw = Radius of Well Including Sand Pack 0.43
Rc = Radius of Well Casing = 0.083
H = Aquifer Thickness to First Aquitard = 50
Yo = Relative Height of Water. at Time Zer 0.3
Yt = Relative Height of Water at Time t = 0.009 -
n = Porosity = 0.2
Time Tt (in minutes) = 0.2
H -Lw= 45.43
Yo/Yt = 33.33333 -
Lw/Rw = 10.62791
ln(H-Lw)/Rw = 4.660143
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] expl/2
Req. = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 10.62791
From Attached Graph of and B:
A
B
In Re/Rw = 11.1/in Lw/Rw + A + B In[(H-Lw)/Rw] 1 Le/Rw] exp
In Re/Rw= 2.475035 exp-1
In Re%Rw= 0.404035
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) /21-e
K = 0.035068 Ft/Min or 0.017815 .CM/Sec
K = 50.49796 Ft/Day .

Mountaire Farms - Well #20 Slug Test
1 /13/97
a�
1.4
1.2
a 1
L. 0.8
0.6
0.4
0.2
0
m -0 2
U v 0 0.5 1 1.5 2
Time (minutes)

14-
A 12.
and
C 10
Q
. .
C.
...
. . .. . . ... . . . . . . . . . .. . ...
. . . .. . . . . . . . . . . . . . ..
. . . . .. . . . . . . . . . .
. . .
5 10 50. 100 . 500. 1000, 5000'
L/rw
'Curves relating. coefficien'.ts A)' B, and C to L/rw
FROM: BOUWER, VI. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Rising Head Slug Test #20
JMountaire Tarms
Lumber Bridge, North'Carolina
SE1000C
Environmental Logger
01/13 21:23
Unit# 00069 Test 9
Setups: _INPUT 1
Type Level (F)
Mode . TOC
I.D. ' 00001
Reference 4.380
Linearity 0.120
Scale factor 20.120.
Offset ' -0.030
Delay mSEC 50.000 '
Step 0 01/13 14:15:25 .
Elapsed Time INPUT 1
0.000.0 4.373
0.0033 4.418
0.0066 5.933
0.0100 6.231
0.0133. '5.160
0.0166 5.743
0.0200- 5.610
0.0233 5.451 .
0.0266 5.337
0.0300 , 5.223
0.0333 5.134
0.0366 5.058
0.0400 4.988
0.0433 4.925
0.0466 4.874
0.0500 4.824
0.0533 4.779
0.0566 4.741,
0.0600 4.709

Rising Head Slug Test #20
Mountaire Farms
�J Lumber Bridge, North Carolina
0.0633
4.678
0.0666
4.652
0.0700
4.627
0.0733
4.608
0.0766
4.589
0.08.00
4.570
0.0833
4.557
0.0866
4.544
0.0900
4.525
0.0933
4.513
0.0966
4.506
0.1000
4.494
0.1033
4.487
0.1066
4.481
0.1100
4.468
0.1133
4.462
0.1166
4.456
_ 0.1200
4.449
0.1233
4.449
0.1266
4.437
0.1300
4.437
0.1333
4.430
0.1366
4.430
0.1400
4.424
0.1433
4.424
0.1466
4.418
0.1500
4.418
0.1533
4.411
0.1566
4.411
0.1600
4.411
0.1633
4.405
0.1666
4.405
0.1700
4.405
0.1733
4.405
0.1766
4.399
0.1800
4.399
0.1833
4.399
0.1866
4.399
0.1900
4.399
0.1933
4.399
0.1966
4.392

Rising Head Slug Test #20
Mountaire
Farms
Lumber Bridge, North Carolina
0.2000
4.392
0.2033
4.392
0.2066
4.392
0.2100
4.392
0.2133
4.392
0.2166
4.392
0.2200
4.386
0.2233
4.386
0.2266
4.386
0.2300
4.386
0.2333
4.386
0.2366
4.386
0.2400
4.386
0.2433
4.386
0.2466
4.386
0.2500
4.386
0.2533
4.380
0.2566
4.386
0.2600
4.380
` 0.2633
4.380
0.2666
4.380
0.2700
4.380
0.2733
4.380
0.2766
4.380
0.2800
4.380
0.2833
4.380
0.2866
4.380
0.2900
4.380
0.2933
4.380
0.2966
4.380
0.3000
4.380
0.3033
4.380
0.3066
4.380
0.3100
4.380
0.3133
4.380
0.3166
4.380
0.3200
4.380
0.3233
4.380
0.3266
4.373
0.3300
4.380
0.3333
4.380

Rising Head Slug Test #20
Mountaire Farms
Lumber Bridge, North Carolina
0.3500
4.380
0.3666
4.380
0.3833
4.380
0.4000
4.373
0.4166
4.373.
0.4333
4.380
0.4500
4.373
0.4666
4.373
0.4833
4.373
0.5000
4.373
0.5166
4.373
0.5333
4.373
0.5500
4.373
0.5666
4.373
0.5833
4.373
0.6000
4.373
0.6166
4.373
0.6333
4.373
0.6500
4.373
0.6666
4.373
0.6833
4.373
0.7000
4.373
0.7166
4.373
0.7333
4.373
0.7500
4.373
0.7666
4.373
0.7833
4.373
0.8000
4.373
0.8166
4.373
0.8333
4.373
0.8500
4.373
0.8666
4.373
0.8833
4.373
0.9000
4.373
0.9166
4.373
0.9333
4.373
0.9500
4.373
0.9666
4.373
0.9833
4.373
1.0000
4.373
1.2000
4.367

Rising Head Slug Test #20
' Mountaire Farms
Lumber Bridge,
North Carolina
1.4000
4.373
1.6000
4.367
1.8000
4.367
2.0000
4.367
2.2000
4.367
2.4000
4.367
2.6000
4.367
2.8000
4.367
3.0000
4.367
3.2000
4.367
3.4000
4.367
3.6000
4.367
3.8000
4.367
4.0000
4.367
4.2000
4.367
4.4000
4.367
4.6000
4.367
4.8000
4.367
5.0000
4.367
5.2000
4.367
5.4000
4.367
5.6000
4.367
5.8000
4.367
6.0000
4.367
6.2000
4.367
6.4000
4.367
6.6000
4.367
6.8000
4.367
7.0000
4.367
7.2000
4.367
7.4000
4.367
7.6000
4.367
7.8000
4.367
8.0000
4.360
8.2000
4.367
8.4000
4.367
8.6000
4.367
8.8000
4.367
�9.0000
4.367
9.2000
4.367
9.4000
4.367

Rising Head Slug Test #20
Mountaire Farms
Lumber Bridge, North Carolina
9.6000
4.367
9.8000
4.367
10.0000
4.367
11.0000
4.367

-� G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1 /1
Project: infiltration Gallery Date: 1/97
Well: #25
Reference Bouwer, 1989
In[Re/Rw] = [1.1/In(Lw/Rw) + A + Bin[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well = 15.03
Le = Screened Interval Open to Aquifer = 10
Rw = Radius of Well Including Sand Pack 0.43 .
Rc = Radius of Well Casing = 0.083
H = Aquifer Thickness to First Aquitard = 50
Yo = Relative Height of Water at Time Zer 3.25
Yt = Relative Height of Water at Time t = 2.75
n = Porosity = 0.2 -
Time Tt (in minutes) = 1.18
H - Lw = 34.97
Yo/Yt = 1.181818 .
Lw/Rw = 34.95349
In(H-Lw)/Rw = 4.398461
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] expl/2
Req = 0.045247
Req = 0.212713
-Evaluation of A and B:
Le/Rw = . 23.25581
From Attached Graph of -A and B:
A = 2.2
B 0.35
In .Re/Rw = 11.1/In Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp
In Re/Rw= 2.575706 exp-1
In Re/Rw= 0.388243
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt)-Me'
K = 0.000124 Ft/Min or 6.3E-05 CM/Sec
K = ' 0.17906. Ft/Day

Mountaire Farms - Well #25 Slug Test
1/13/97
a�
5
> 4.5 .......................
4 -------------------------------------------------
� 1
3.5 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
'— 3
2.5
U 0 0.5 1 1.5 2
Time (minutes)

cD77-P0
CDZ
0=COn
I z O D
O • -< --a
v D 11
0
�tvZO
�-D Z
O <
C4 f�l i3
Z C D
mU)
O
;un
O
3 7"
g 0 -T1
= rnr-t
. �,
r
n
D C
0 C
C <
m
f9 n
(/) _
—{ -O
O_
Z
14
A 12
and
C 10
8
G
4
2
rl I
I II(I� 1
�'I
1
4
B
6
1.
mm
5 10 50 100 500 1000 5000
L/rw
Curves relating coefficients A, B, and C to LAW,
FROM: BOUWER, 1-1. AND .RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Rising Head Slug Test 425
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
01/13 21:10
Unit, 00069 Test 4
Setups: INPUT 1
------------
Type
---------
Level (F)
Mode
TOC
I.D.
00001
Reference
4.630
Linearity
0.120
Scale factor
20.120
Offset
0.030
Delay mSEC
50.000
Step 0 01/13 11:38:1)
l
Elapsed Time INPUT 1
0.0000
4.203
0.0033
4.331
0.0066
4.343
0.0100
7.370
0.0133
10.179
0.0166
7.567
0.0200
9.302
0.0233
8.832
0.0266
7.720
0.0300
7.834
0.0333
7.879
0.0366
8.006
0.0400
7.942
0.0433
7.898
0.0466
7.898
0.0500
7.885
0.0533
7.898
0.0566
7.872
0.0600
7.853

Rising Head Slug Test #25
Mountaire Farms
'- Lumber Bridge,
North Carolina
0.0633
7.898
0.0666
7.872
0.0700
7.872
0.0733
7.885
0.0766
7.847
0.0800
7.853
0.0833
7.853
0.0866
7.853
0.0900
7.847
0.0933
7.841
0.0966
7.847
0.1000
'7.841
0.1033
.7.841
0.1066
7.841
0.1100
7.841
0.1133
7.834
0.1166
7.834
0.1200
7.834
` 0.1233
7.834
0.1266
7.828
0.1300
7.828
0.1333
7.828
0.1366
7.828
0.1400
-7.821
0.1433
7.821
0.1466
7.821
0.1500
7.821
0.1533
7.821
0.1566
7.815
0.1600
7.815
0.1633
7.815
0.1666
7.815
0.1700
7.809
0.1733
7.809
0.1766
7.809
0.1800
7.809
0.1833
7.809
0.1866
7.802
0.1900
7.802
0.1933
7.802
0.1966
7.802

Rising Head Slug Test #25
Mountaire Farms
Lumber Bridge, North Carolina
0.2000 7.802
0.2033 7.802
0.2066 7.796
0.2100 7.796
0.2133 7.796
0.2166 7.796
0.2200 7.790
0.2233 7.790
0.2266 7.790
0.2300 7.790
0.2333 7.790
0.2366 7.790
0.2400 7.783
0.2433 7.783
0.2466 7.783
0.2500 7.783
0.2533 7.783
0.2566 7.783
0.2600 7.783
0.2633 7.777
0.2666 7.777
0.2700 7.777
0.2733 7.777
0.2766 7.777
0.2800 7.777
0.2833 7.771
0.2866 7.771
0.2900 7.771
0.2933 7.771
0.2966 7.771
0.3000 7.771
0.3033 7.764
0.3066 7.764
0.3100 7.764
0.3133 7.764
0.3166 7.764
0.3200 7.764
0.3233 7.758
0.3266 7.758
0.3300 7.758
0.3333 7.758

Rising Head Slug Test 425
Mountaire Farms
Lumber Bridge, North Carolina
0.3500 7.758
0.3666 7.752
0.3833 7.745
0.4000 7.739
0.4166 7.732
0.4333 7.732
0.4500 7.726
0.4666 7.720
0.4833 7.713
0.5000 7.713
0.5166 7.707
0.5333 7.701
0.5500 7.694
0.5666 7.694
0.5833 7.688
0.6000 7.682
0.6166 7.682
0.6333 7.675
0.6500 7.669
0.6666 7.669
0.6833 7.663
0.7000 7.656
0.7166 7.650
0.7333 7.650
0.7500 7.643
0.7666 7.637
0.7833 7.637
0.8000 7.631
0.8166 7.624
0.8333 7.624
0.8500 7.618
0.8666 7.618
0.8833 7.612
0.9000 7.612
0.9166 7.605
0.9333 7.599
0.9500 7.599
0.9666 7.593
0.9833 7.593
1.0000 7.586
1.2000 7.529

Rising Head Slug Test #25
Mountaire Farms
Lumber Bridge, North Carolina
1.4000
7.485
1.6000
7.440
1.8000
7.396
2.0000
7.357
2.2000
7.313
2.4000
7.275
2.6000
7.237
2.8000
7.199
3.0000
7.160
3.2000
7.129
3.4000
7.090
3.6000
7.052
3.8000
7.021
4.0000
6.989
4.2000
6.951
4.4000
6.919
4.6000
6.887
4.8000
6.855
5.0000
6.823
5.2000
6.792
5.4000
6.766
5.6000
6.734
5.8000
6.703
6.0000
6.677
6.2000
6.645
6.4000
6.620
6.6000
6.595
6.8000
6.563
7.0000
6.537
7.2000
6.512
7.4000
6.487
7.6000
6.461
7.8000
6.436
8.0000
6.410
8.2000
6.391
8.4000
6.366
8.6000
6.340
8.8000
6.321
9.0000
6.296
9.2000
6.277
9.4000
6.251

Rising Head Slug Test #25
Mountaire Farms
Lumber Bridge, North Carolina
9.6000
6.232
9.8000
6.213
10.0000
6.188
11.0000
6.092
12.0000
5.997
13.0000
5.914
14.0000
5.838
15.0000
5.768
16.0000
5.698
17.0000
5.641
18.0000
5.584
19.0000
5.533
20.0000
5.482
21.0000
5.437
22.0000
5.406
23.0000
5.367
24.0000
5.336
-25.0000
5.304
26.0000
5.272
`-- 27.0000
5.247
28.0000
5.221
29.0000
5.196
30.0000
5.177
31.0000
5.157
32.0000
5.138
33.0000
5.119
34.0000
5.107
35.0000
5.088
36.0000
5.075
37.0000
5.062
38.0000
5.049
39.0000
5.043
40.0000
5.037
41.0000
5.024
42.0000
5.018
43.0000
5.011
44.0000
5.005
45.0000
4.999
46.0000
4.992
47.0000
4.986
48.0000
4.979

Rising Head Slug Test #25
Mountaire Farms
Lumber Bridge, North Carolina
49.0000
4.973
50.0000
4.973
51.0000
4.967
52.0000
4.967
53.0000
4.960
54.0000
4.960

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No.
Cabe-1
Sheet:
1/1
Project: Infiltration Gallery Date:
1/97
Well:
PZ-6
Referenc
Bouwer, 1989
In[Re/Rw] _ [1.1/In(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
35.6
Le = Screened Interval Open to Aquifer =
5
Rw = Radius of Well Including Sand Pack
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zer
2.5
Yt = Relative Height of Water at Time t =
0.9
n = Porosity =
0.2
Time Tt (in minutes) =
1
H - Lw =
14.4
Yo/Yt =
2.777778
Lw/Rw =
82.7907
In(H-Lw)/Rw =
3.511198
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 11.62791
From Attached Graph of A and B:
A 1 1.9
B 1 0.26
In Re/Rw = [1.1/In Lw/Rw + A + B In[(H-Lw)/Rw] / Le/RW] exp-
In Re/Rw= 2.227587 exp-1
In Re/Rw= 0.448916
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) Me
K = 0.002075 Ft/Min or 0.001054 CM/Sec
K = 2.98826 Ft/Day

Mo'untaire Farms - Well PZ-6 Slug Test,
1/13/97
424-- 3 -
............................................................... .........................................................................................................................
- - - -----------------------------------------
2 - - --------- - ---------------------------- ------------------------------------------ ------------------ I -------------- ------------------- ---------------------------------------------------
. . .............................................................................................. . ............................................................. ................................................................
ca 0
U 0 .0.5 1 1.5 2
Tim-e (minutes)

CD ;;U -P 0
CD f-
I m
00
z
0=Cn
I z O D
O -<
j >
o
�Dz
O <
(� M
zD
C>
r�l Cn
O
n
;:un
O
n�
Y M
.. rTl
Q v > Z
D n
.0
C
�mrT
D
�GO 2
C
z
14
A 12
and
C 10
4
2
:. ...... .
4
B
3.
2
I i I. I 1 I 1 I I• , I I I i I i I I I I I I r I I I i I, I I I I I I i I i I I I I I I J0
5 10 50 100 500 1000 5000
L/rw
Curves relating coefficients A, B, and C to L/rw
FROM: BOUWER, H. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Rising Head Slug Test PZ-6
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
O1/13 21:28
Unit# 00069 Test 11
Setups: INPUT 1
---------------------
Type Level (F)
Mode TOC
I.D. 00001
Reference 6.120
Linearity 0.120
Scale factor 20.120
Offset 0.030
Delay mSEC 50.000
Step 0 01/13 17:06:40
Elapsed Time INPUT 1
----------
0.0000
---------
6.324
0.0033
7.314
0.0066
8.445
0.0100
9.416
0.0133
10.029
0.0166
9.723
0.0200
9.537
0.0233
9.314
0.0266
9.212
0.0300
9.173
0.0333
9.282
0.0366
9.205
0.0400
9.186
0.0433
9.148
0.0466
9.110
0.0500
9.110
0.0533
9.084
0.0566
9.065
0.0600
9.052

Rising Head Slug Test PZ-6
Mountaire Farms
Lumber Bridge, North Carolina
0.0633 9.033
0.0666 9.014
0.0700 8.988
0.0733 8.982
0.0766 8.963
0.0800 8.950
0.0833 8.931
0.0866 8.918
0.0900 8.905
0.0933 8.886
0.0966 8.873
0.1000 8.861
0.1033 8.848
0.1066 8.828
0.1100 8.816
0.1133 8.803
0.1166 8.790
0.1200 8.778
0.1233 8.765
0.1266 8.745
0.1300 8.733
0.1333 8.720
0.1366 8.707
0.1400 8.695
0.1433 8.682
0.1466 8.669
0.1500 8.656
0.1533 8.643
0.1566 8.630
0.1600 8.618
0.1633 8.611
0.1666 8.599
0.1700 8.586
0.1733 8.573
0.1766 8.560
0.1800 8.554
0.1833 8.541
0.1866 8.528
0.1900 8.516
0.1933 8.509
0.1966 8.497

Rising Head Slug Test PZ-6
J Mountaire Farms
Lumber Bridge, North Carolina
0.2000
8.484
0.2033
8.477
0.2066
8.464
0.2100
8.452
0.2133
8.445
0.2166
8.432
0.2200
8.420
0.2233
8.414
0.2266
8.401
0.2300
8.394
0.2333
8.381
0.2366
8.369
0.2400
8.362
0.2433
8.356
0.2466
8.343
0.2500
8.331
0.2533
8.324
0.2566 .
8.311
0.2600
8.305
0.2633
8.292
0.2666
8.286
0.2700
8.279
0.2733
8.267
0.2766
8.260
0.2800
8.247
0.2833
8.241
0.2866
8.228
0.2900
8.222
0.2933
8.215
0.2966
8.202
0.3000
8.196
0.3033
8.183
0.3066
8.177
0.3100
8.170
0.3133
8.164
0.3166
8.151
0.3200
8.145
0.3233
8.139
0.3266
8.126
0.3300
8.119
0.3333
8.107

'- Rising Head Slug Test PZ-6
r' Mountaire Farms
Lumber Bridge, North Carolina
0.3500
8.062
0.3666
8.024
0.3833
7.979
0.4000
7.941
0.4166
7.902
0.4333
7.864
0.4500
7.826
0.4666
7.788
0.4833
7.756
0.5000
7.717
0.5166
7.685.
0.5333
7.653
0.5500
7.621
0.5666
7.589
0.5833
7.564
0.6000
7.532
0.6166
7.506
0.6333
7.474
0.6500
7.449
0.6666
7.423
0.6833
7.398
0.7000
7.372
0.7166
7.353
0.7333
7.327
0.7500
7.302
0.7666
7.283
0.7833
7.257
0.8000
7.238
0.8166
7.219
0.8333
7.200
0.8500
7.174
0.8666
7.155
0.8833
7.136
0.9000
7.123
0.9166
7.104
0.9333
7.084
0.9500
7.065
0.9666
7.053
0.9833
7.033
1.0000
7.014
1.2000
6.816

Rising Head Slug Test PZ-6
Mountaire Farms
Lumber Bridge, North Carolina
1.4000
6.695
1.6000
6.599
1.8000
6.522
2.0000
6.465
2.2000
6.420
2.4000
6.382
2.6000
6.356
2.8000
6.330
3.0000
6.311
3.2000
6.292
3.4000
6.279
3.6000
6.273
3.8000
6.260
4.0000
6.254
4.2000
6.247
4.4000
6.241
4.6000
6.234
4.8000
6.234
5.0000
6.228
5.2000
6.228
5.4000
6.228
5.6000
6.222
5.8000
6.222
6.0000
6.216
6.2000
6.216
6.4000
6.216
6.6000
6.216
6.8000
6.216
7.0000
6.209
7.2000
6.209
7.4000
6.209
7.6000
6.209
7.8000
6.209
8.0000
6.203
8.2000
6.203
8.4000
6.203
8.6000
6.203
8.8000
6.203
9.0000
6.203
9.2000
6.203
9.4000
6.203

Rising Head Slug Test PZ-6
Mountaire Farms
Lumber Bridge, North Carolina
9.6000
6.203
9.8000
6.203
10.0000
6.203
11.0000
6.196

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No. Cabe-1
Sheet: 1/1
Project: infiltration Gallery Date: 1/97
Well: #13
Reference Bouwer, 1989
In[Re/Rw] = [1.1/ln(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
4.77
Le = Screened Interval Open to Aquifer =
4.77
Rw = Radius of Well Including Sand Pack
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zer
1.22
Yt = Relative Height of Water at Time t =
0.25
n = Porosity =
0.2
Time Tt (in minutes) =
0.8
H - Lw =
45.23
Yo/Yt =
4.88
Lw/Rw =
11.09302
In(H-Lw)/Rw =
4.655731
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.045247
Req = 0.212713
Evaluation of A and B:
Le/Rw = 11.09302
From Attached Graph of A and B:
A =
B = F=:03216
In Re/Rw = [1.1/ln Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp
In Re/Rw= 2.466252 exp-1
In Re/Rw= 0.405474
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) /21-e
K = 0.00381 Ft/Min or 0.001936 CM/Sec
K = 5.487109 Ft/Day

Mountaire Farms -Well #13 Slug Test
1/13/97
4­0
3
2.5 . ...................................... . ..........................................................................................................
2 ..................................................................................................................................................
1.5 . . . ............................................................................................................................. .................
1 . . ............. ......................... ....................................................................................................
.......... * ....... ............................ * ---------------- --------------------
0.5 - - ---------------------------------------------- -
0
0 0.5 1
Time (minutes)
1.5
2

c0 1�0 -F 0
D
CD r �I Z
I m
z
00 CO n
I z O D
o ' -< �
J N Z -O
0)DZ
O M, Ra
Z D
C
U
O
n
O
z�
c� TI
M
J �D C
�
M
m
� D
M
� n
O
z
A 1:
and
C 1(
.......
..:
0
B
3
2
I I I I I I I 1 I I- i 1 i I i I i I I I I I I I I I I i 1 11 1 1 I 11 1 1 1 1 1 1 11 1 _1 0
5 10 50 100 500 1000 5.000
L/r W
Curves relating coefficients A, B, and C to LAW
FROM: BOUWER, H. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

�. Rising Head Slug Test Data
Monitoring Well #13
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
01/13 21:26
Unit# 00069 Test 10
Setups: INPUT 1
Type Level (F)
Mode TOC
I.D. 00001
Reference 5.370
Linearity 0.120
Scale factor 20.120
Offset 0.030
Delay mSEC. 50.000
Step 0 01/13 14:49:20
Elapsed Time INPUT 1
------------
0.0000
---------
5.160
0.0033
5.160
0.0066
6.302
0.0100
7.995
0.0133
7.323
0.0166
7.348
0.0200
7.323
0.0233
7.266
0.0266
7.183
0.0300
7.063
0.0333
7.031
0.0366
7.012
0.0400
6.993
0.0433
6.968
0.0466
6.822
0.0500
6.835
0.0533
6.854
0.0566
6.739
0.0600
6.733

Rising Head Slug Test Data
Monitoring Well # 13
Mountaire Farms
Lumber Bridge, North Carolina
0.0633
6.663
0.0666
6.651
0.0700
6.625
0.0733
6.600
0.0766
6.575
0.0800
6.556
0.0833
6.537
0.0866
6.524
0.0900
6.511
0.0933
6.505
0.0966
6.492
0.1000
6.486
0.1033
6.473
0.1066
6.467
0.1100
6.460
0.1133
6.454
0.1166
6.448
0.1200
6.441
- - 0.1233
6.435
0.1266
6.429
0.1300
6.422
0.1333
6.416
0.1366
6.410
0.1400
6.410
0.1433
6.403
0.1466
6.397
0.1500
6.391
0.1533
6.384
0.1566
6.384
0.1600
6.378
0.1633
6.372
0.1666
6.372
0.1700
6.365
0.1733
6.359
0.1766
6.359
0.1800
6.353
0.1833
6.346
0.1866
6.346
0.1900
6.340
0.1933
6.340
0.1966
6.334
0.2000
6.334

Rising Head Slug Test Data
Monitoring Well # 13
Mountaire Farms
Lumber Bridge, North Carolina
0.2033
6.327
0.2066
6.327
0.2100
6.321
0.2133
6.321
0.2166
6.321
0.2200
6.315
0.2233
6.315
0.2266
6.308
0.2300
6.308
0.2333
6.308
0.2366
6.302
0.2400
6.302
0.2433
6.296
0.2466
6.296
0.2500
6.289
0.2533
6.289
0.2566
6.289
0.2600
6.283
�.- 0.2633
6.283
0.2666
6.283
0.2700
6.283
0.2733
6.277
0.2766
6.277
0.2800
6.277
0.2833
6.270
0.2866
6.270
0.2900
6.270
0.2933
6.264.
0.2966
6.264
0.3000
6.264
0.3033
6.264
0.3066
6.257
0.3100
6.257
0.3133
6.251
0.3166
6.251
0.3200
6.251
0.3233
6.251
0.3266
6.245
03300
6.245
0.3333
6.245
0.3500
6.238
0.3666
6.232

- Rising Head Slug Test Data
Monitoring Well #13
Mountaire Farms
Lumber Bridge, North Carolina
0.3833
6.226
0.4000
6.219
0.4166
6.213
0.4333
6.207
0.4500
6.200
0.4666
6.194
0.4833
6.188
0.5000
6.181
0.5166
6.169
0.5333
6.162
0.5500
6.156
0.5666
6.150
0.5833
6.143
0.6000
6.137
0.6166
6.131
0.6333
6.124
0.6500
6.118
0.6666
6.112
- 0.6833
6.105
0.7000
6.099
0.7166
6.086
0.7333
6.080
0.7500
6.074
0.7666
6.067
0.7833
6.061
0.8000
6.055
0.8166
6.055
0.8333
6.042
0.8500
6.035
0.8666
6.029
0.8833
6.029
0.9000
6.017
0.9166
6.017
0.9333
6.010
0.9500
6.004
0.9666
5.997
0.9833
5.991
1.0000
5.985
1.2000
5.915
1.4000
5.858
1.6000
5.814
1.8000
5.769

Rising Head Slug Test Data
Monitoring Well # 13
Mountaire Farms
Lumber Bridge, North Carolina
2.0000 5.737
2.2000 5.699
2.4000 5.655
2.6000 5.617
2.8000 5.585
3.0000 5.553
3.2000 5.528
3.4000 5.515
3.6000 5.496
3.8000 5.477
4.0000 5.471
4.2000 5.458
4.4000 5.452
4.6000 5.446
4.8000 5.439
5.0000 5.439
5.2000 5.433
5.4000 5.427
5.6000 5.427
5.8000 5.420
6.0000 5.420
6.2000 5.414
6.4000 5.414
6.6000 5.414
6.8000 5.414
7.0000 5.408
7.2000 5.408
7.4000 5.408
7.6000 5.408
7.8000 5.408
8.0000 5.401
8.2000 5.401
8.4000 5.401
8.6000 5.401
8.8000 5.401
9.0000 5.401
9.2000 5.401
9.4000 5.401
9.6000 5.395
9.8000 5.395
10.0000 5.395
11.0000 5.395

G. N. Richardson and Associates
Client: Mountaire Farms Proj. No.
Cabe-1
Sheet:
1/1
Project: Infiltration Gallery Date:
1/97
Well:
#24
Reference:
Bouwer, 1989
In[Re/Rw] _ [1.1/ln(Lw/Rw) + A + Bln[(H-Lw)/Rw]/Le/Rw] exp -1
Where: Lw = Height of Water Column in Well =
9.29
Le = Screened Interval Open to Aquifer =
9.29
Rw = Radius of Well Including Sand Pack
0.43
Rc = Radius of Well Casing =
0.083
H = Aquifer Thickness to First Aquitard =
50
Yo = Relative Height of Water at Time Zer
0.24
Yt = Relative Height of Water at Time t =
0.1
n = Porosity =
0.2
Time Tt (in minutes) =
0.25
H -Lw=
40.71
Yo/Yt =
2.4
Lw/Rw =
21.6046512
In(H-Lw)/Rw =
4.55044383
Correction for Sandpack:
Req = [Rc exp2 + n(Rw exp2 + Rc exp2)] exp1/2
Req = 0.045247 -
Req = 0.212713
Evaluation of A and B:
Le/Rw = 21.60465
From Attached Graph of A and B:
A = 2.2
B = 0.32
In Re/Rw = [1.1/in Lw/Rw + A + B In[(H-Lw)/Rw] / Le/Rw] exp-1
In Re/Rw= 2.625367 exp-1
In Re/Rw= 0.380899
K = (Req) exp2 In(Re/Rw)1/Tt In(Yo/Yt) Me
K = 0.003248 Ft/Min or 0.00165 CM/Sec
K = 4.677517 Ft/Day

Mountaire Farms - Well #24 Slug Test
1 /13/97
0.5 1
Time (minutes)
1.5
2

cD � -h 0
(Dr—JZ
I m
00 C)
000 CO -r
I ZOD
0 -<
JNz0
rnDZ
O fC
zD
C>
mCf)
0
14
A 12
and
C 10
Kai
6
m
2
0
B
3.
2
i I I I I 1 11 1 1, 1.1* 1 [-1 11 1 1 1 1 11 1I I I III i I, I t 1 i I I_J0
5 10 50 100 500 1000 5000
LAW
Curves relating coefficients A, -B, and C to L/rW
FROM: BOUWER, H. AND RICE, R.C., 1976: A SLUG TEST FOR DETERMINING HYDRAULIC
CONDUCTIVITY OF UNCONFINED AQUIFERS WITH COMPLETELY OR PARTIALLY PENETRATING
WELLS.

Rising Head Slug Test #24
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
O1/13 21:07
Unit# 00069 Test 3
Setups: INPUT 1
------------ ---------
Type Level (F)
Mode TOC
I.D. 00001
Reference 7.180
Linearity 0.120
Scale factor 20.120
Offset 0.030
Delay mSEC 50.000
Step 0 01/13 11:17:28
Elapsed Time INPUT 1
------------
0.0000
---------
7.891
0.0033
8.500
0.0066
8.704
0.0100
8.354
0.0133
8.735
0.0166
9.072
0.0200
8.583
0.0233
7.910
0.0266
8.380
0.0300
8.183
0.0333
8.304
0.0366
8.291
0.0400
8.158
0.0433
7.992
0.0466
7.846
0.0500
7.719
0.0533
7.643
0.0566
7.561
0.0600
7.472

Rising Head Slug Test #24
Mountaire Farms
Lumber Bridge, North Carolina
0.0633
7.478
0.0666
7.465
0.0700
7.434
0.0733
7.389
0.0766
7.364
0.0800
7.357
0.0833
7.357
0.0866
7.345
0.0900
7.338
0.0933
7.338
0.0966
7.332
0.1000
7.332
0.1033
7.326
0.1066
7.326
0.1100
7.319
0.1133
7.319
0.1166
7.313
0.1200
7.313
0.1233
7.313
0.1266
7.307
0.1300
7.307
0.1333
7.307
0.1366
7.307
0.1400
7.300
0.1433
7.300
0.1466
7.300
0.1500
7.300
0.1533
7.294
0.1566
7.287
. 0.1600
7.287
0.1633
7.281
0.1666
7.275
0.1700
7.275
0.1733
7.275
0.1766
7.268
0.1800
7.268
0.1833
7.268
0.1866
7.262
0.1900
7.262
0.1933
7.262
0.1966
7.256

Rising Head Slug Test #24
Mountaire Farms
Lumber Bridge, North Carolina
0.2000
7.256
0.2033
7.256
0.2066
7.256
0.2100
7.249
0.2133
7.249
0.2166
7.249
0.2200
7.249
0.2233
7.249
0.2266
7.243
0.2300
7.243
0.2333
7.243
0.2366
7.243
0.2400
7.243
0.2433
7.243
0.2466
7.237
0.2500
7.237
0.2533
7.237
0.2566
7.237
0.2600
7.237
0.2633
7.237
0.2666
7.237
0.2700
7.230
0.2733
7.230
0.2766
7.230
0.2800 -
7.230
0.2833
7.230
0.2866
7.230
0.2900
7.230
0.2933
7.230
0.2966
7.230
0.3000
7.230
0.3033
7.230
0.3066
7.230
0.3100
7.224
0.3133
7.224
0.3166
7.224
0.3200
7.224
0.3233
7.224
0.3266
7.224
0.3300
7.224
0.3333
7.224
M

Rising Head Slug Test #24
Mountaire Farms
Lumber Bridge, North Carolina
0.3500
.7.224
0.3666
7.218
0.3833
7.218
0.4000
7.218
0.4166
7.218
0.4333
7.218
0.4500
7.218
0.4666
7.218
0.4833
7.211
0.5000
7.211
0.5166
7.211
0.5333
7.211
0.5500
7.205
0.5666
7.199
0.5833
7.199
0.6000
7.205
0.6166
7.199
0.6333
7.199
0.6500
7.199
0.6666
7.199
0.6833
7.199
0.7000
7.199
0.7166
7.199
0.7333
7.199
0.7500
7.199
0.7666
7.199
0.7833
7.199
0.8000
7.205
0.8166
7.199
0.8333
7.199
0.8500
7.199
0.8666
7.199
0.8833
7.199
0.9000
7.199
0.9166
7.199
0.9333
7.199
0.9500
7.199
0.9666
7.199
- 0.9833
7.199
1.0000
7.199
1.2000
7.199

Rising Head Slug Test #24
Mountaire Farms
Lumber Bridge, North Carolina
1.4000 7.199
1.6000 7.199
1.8000 7.199
2.0000 7.199
2.2000 7.192
2.4000 7.192
2.6000 7.192
2.8000 7.192
3.0000 7.192
3.2000 7.192
3.4000 7.192
3.6000 7.192
3.8000 7.192
4.0000 7.192
4.2000 7.192
4.4000 7.192
4.6000 7.192
4.8000 7.192
5.0000 7.192
5.2000 7.192
5.4000 7.192
5.6000 7.192
5.8000 7.192
6.0000 7.192
6.2000 7.192
6.4000 7.192
6.6000 7.199
6.8000 7.199
7.0000 7.199
7.2000 7.199
7.4000 7.199
7.6000 7.199
7.8000 7.199
8.0000 7.199
8.2000 7.199
8.4000 7.205
8.6000 7.205
8.8000 7.205
9.0000 7.205
9.2000 7.205
9.4000 7.205

Rising Head Slug Test #24
L j Mountaire Farms
Lumber Bridge, North Carolina
9.6000
7.205
9.8000
7.205
10.0000
7.205
11.0000
7.211
12.0000
7.211
t

r- Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
O1115 11:09
Unit# 00069 Test 0
Setups: INPUT 1
------------
Type
---------
Level(F)
Mode
TOC
I.D.
00001
Reference
8.220
Linearity
0.120
Scale factor
20.120
Offset
0.030
Delay mSEC
50.000
Step 0 01/14 09:30:26
Elapsed Time INPUT 1
0.0000
8.232
0.0033
8.226
0.0066
8.226
0.0100
8.226
0.0133
8.226
0.0166
8.226
0.0200
8.226
0.0233
8.226
0.0266
8.226
0.0300
8.226
0.0333
8.226
0.0366
8.226
0.0400
8.226
0.0433
8.226
0.0466
8.226
0.0500
8.226
0.0533
8.226
0.0566
8.226
0.0600
8.226

Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
0.0633
8.226
0.0666
8.226
0.0700
8.226
0.0733
8.226
0.0766
8.226
0.0800
-8.232
0.0833
8.226
0.0866
8.232
0.0900
8.232
0.0933
8.226
0.0966
8.226
0.1000
8.232
0.1033
8.226
0.1066
8.226
0.1100
8.226
0.1133
8.232
0.1166
8.226
0.1200
8.226
r ..,
' 0.1233
8.232
0.1266
8.226
0.1300
8.232
0.1333
8.226
0.1366
8.232
0.1400
8.226
0.1433
8.226
0.1466
8.226
0.1500
8.226
0.1533
8.232
0.1566
8.226
0.1600
8.232
0.1633
8.226
0.1666
8.226
0.1700
8.226
0.1733
8.232
0.1766
8.226
0.1800
8.226
0.1833
8.245
0.1866
8.162
0.1900
8.207
0.1933
8.232
0.1966
8.207

Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
0.2000
8.169
0.2033
8.175
0.2066
8.200
0.2100
8.175
0.2133
8.220
0.2166
8.156
0.2200
8.131
0.2233
8.156
0.2266
8.118
0.2300
8.131
0.2333
8.124
0.2366
8.080
0.2400
8.093
0.2433
8.099
0.2466
8.086
0.2500
8.073
0.2533
8.061
0.2566
8.080
_ 0.2600
8.054
0.2633
8.131
0.2666
8.010
0.2700
8.042
0.2733
8.042
0.2766
8.035
0.2800
8.004
0.2833
8.067
0.2866
8.029
0.2900
8.029
0.2933
8.004
0.2966
7.985
0.3000
7.991
0.3033
8.004
0.3066
7.991
0.3100
8.010
0.3133
7.985
0.3166
7.947
0.3200
7.959
0.3233
7.978
0.3266
7.940
0.3300
7.985
0.3333
7.953

,- Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
0.3500
7.947
0.3666
7.908
0.3833
7.902
0.4000
7.870
0.4166
7.858
0.4333
7.845
0.4500
7.832
0.4666
7.826
0.4833
7.820
0.5000
7.788
0.5166
7.769
0.5333
7.756
0.5500
7.731
0.5666
7.712
0.5833
7.693
0.6000
7.674
0.6166
7.661
0.6333
7.642
0.6500
7.629
` 0.6666
7.610
0.6833
7.597
0.7000
7.578
0.7166
7.566
0.7333
7.547
0.7500
7.534
0.7666
7.515
0.7833
7.496
0.8000
7.477
0.8166
7.464
0.8333
7.445
0.8500
7.432
0.8666
7.413
0.8833
7.401
0.9000
7.382
0.9166
7.369
0.9333
7.350
0.9500
7.337
0.9666
7.324
0.9833
7.305
1.0000
7.293
1.2000
7.096

Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
1.4000
6.943
1.6000
6.804
1.8000
6.677
2.0000
6.569
2.2000
6.461
2.4000
6.366
2.6000
6.277
2.8000
6.169
3.0000
6.029
3.2000
5.915
3.4000
5.819
3.6000
5.743
3.8000
5.680
4.0000
5.635
4.2000
5.591
4.4000
5.552
4.6000
5.527
4.8000
5.502
�i 5.0000
5.483
5.2000
5.464
5.4000
5.445
5.6000
5.432
5.8000
5.419
6.0000
5.406
6.2000
5.400
6.4000
5.387
6.6000
5.381
6.8000
5.375
7.0000
5.368
7.2000
5.362
7.4000
5.349
7.6000
5.343
7.8000
5.337
8.0000
5.330
8.2000
5.324
8.4000
5.311
8.6000
5.305
8.8000
5.298
9.0000
5.292
9.2000
5.286
9.4000
5.324

Infiltration
Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
9.6000
5.394
9.8000
5.362
10.0000
5.337
11.0000
5.286
12.0000
5.260
13.0000
5.241
14.0000
5.229
15.0000
5.222
16.0000
5.216
17.0000
5.209
18.0000
5.209
19.0000
5.209
20.0000
5.203
21.0000
5.203
22.0000
5.209
23.0000
5.209
24.0000
5.209
25.0000
5.209
26.0000
5.209
27.0000
5.209
28.0000
5.216
29.0000
5.222
30.0000
5.235
31.0000
5.241
32.0000
5.248
33.0000
5.254
34.0000
5.260
35.0000
5.267
36.0000
5.273
37.0000
5.305
38.0000
5.311
39.0000 ,
5.317
40.0000
5.324
41.0000
5.337
42.0000
5.330
43.0000
5.330
44.0000
5.337
45.0000
5.330
46.0000
5.337
47.0000
5.343
48.0000
5.343

Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
49.0000
5.337
50.0000
5.343
51.0000
5.343
52.0000
5.337
53.0000
5.337
54.0000
5.343
55.0000
5.343
56.0000
5.343
57.0000
5.356
58.0000
5.368
59.0000
5.381
60.0000
5.387
61.0000
5.400
62.0000
5.400
63.0000
5.400
64.0000
5.413
65.0000
5.413
y 66.0000
5.413
' 67.0000
5.413
68.0000
5.406
69.0000
5.406
70.0000
5.413
71.0000
5.406
72.0000
5.400
73.0000
5.406
74.0000
5.406
75.0000
5.413
76.0000
5.406
77.0000
5.502
78.0000
5.432
79.0000
5.413
80.0000
5.406
81.0000
5.400
82.0000
5.394
83.0000
5.400
84.0000
5.406
85.0000
5.419
86.0000
5.425
87.0000
5.432
88.0000
5.445
89.0000
5.451

Infiltration
Test - 2 gpm
Mountaire
Farms
Lumber Bridge, North Carolina
90.0000
5.464
91.0000
5.470
92.0000
5.483
93.0000
5.489
94.0000
5.502
95.0000
5.502
96.0000
5.508
97.0000
5.514
98.0000
5.514
99.0000
5.514
100.000
5.527
101.000
5.432
102.000
5.260
103.000
5.222
104.000
5.222
105.000
5.222
106.000
5.222
107.000
5.229
108.000
5.229
109.000
5.229
110.000
5.229
111.000
5.229
112.000
5.229
113.000
5.229
114.000
5.229
115.000
5.229
116.000
5.235
117.000
5.235
118.000
5.235
119.000
5.235
120.000
5.229
121.000
5.229
122.000
5.229
123.000
5.229
124.000
5.235
125.000
5.235
126.000
5.235
127.000
5.235
128.000
5.235
129.000
5.235
130.000
5.241

Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
131.000
5.235
132.000
5.241
133.000
5.241
134.000
5.241
135.000
5.248
136.000
5.260
137.000
5.260
13 8.000
5.267
139.000
5.273
140.000
5.279
141.000
5.279
142.000
5.279
143.000
5.286
144.000
5.286
145.000
5.286
146.000
5.286
147.000
5.286
148.000
5.286
` 149.000
5.286
150.000
5.286
151.000
5.286
152.000
5.292
153.000
5.292
154.000
5.292
155.000
5.292
156.000
5.292
157.000
5.292
158.000
5.286
159.000
5.292
160.000
5.292
161.000
5.292
162.000
5.292
163.000
5.286
164.000
5.292
165.000
5.292
166.000
5.292
167.000
5.292
168.000
5.292
169.000
5.292
170.000
5.292
171.000
5.292

Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
172.000
5.292
173.000
5.286
174.000
5.286
175.000
5.286
176.000
5.286
177.000
5.286
178.000
5.292
179.000
5.292
180.000
5.286
181.000
5.286
182.000
5.292
183.000
5.292
184.000
5.298
185.000
5.305
186.000
5.311
187.000
5.311
188.000
5.317
189.000
5.324
} 190.000
5.419
191.000
5.343
192.000
5.311
193.000
5.311
194.000
5.305
195.000
5.305
196.000
5.311
197.000
5.305
198.000
5.305
199.000
5.305
200.000
5.305
201.000
5.305
202.000
5.305
203.000
5.311
204.000
5.311
205.000
5.311
206.000
5.311
207.000
5.311
208.000
5.311
209.000
5.317
210.000
5.317
i' 211.000
5.311
212.000
5.311

i' Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
213.000
5.305
214.000
5.305
215.000
5.305
216.000
5.298
217.000
5.305
218.000
5.305
219.000
5.311
220.000
5.317
221.000
5.305
222.000
5.305
223.000
5.311
224.000
5.305
225.000
5.298
226.000
5.298
227.000
5.305
228.000
5.305
229.000
5.298
230.000
5.292
231.000
5.292
232.000
5.298
233.000
5.298
234.000
5.305
235.000
5.298
236.000
5.292
237.000
5.292
238.000
5.286
239.000
5.286
240.000
5.273
241.000
5.273
f 242.000
5.279
243.000
5.279
244.000
5.286
245.000
5.286
246.000
5.286
247.000
5.286
248.000
5.286
249.000
5.286
250.000
5.286
251.000
5.286
252.000
5.286
253.000
5.305

Infiltration Test - 2 gpm
t Mountaire Farms
Lumber Bridge, North Carolina
254.000
5.298
255.000
5.292
256.000
5.292
257.000
5.286
258.000
5.286
259.000
5.286
260.000
5.286
261.000
5.286
262.000
5.279
263.000
5.279
264.000
5.279
265.000
5.273
266.000
5.260
267.000
5.260
268.000
5.267
269.000
5.273
270.000
5.273
271.000
5.279
272.000
5.279
273.000
5.273
274.000
5.273
275.000
5.273
276.000
5.279
277.000
5.273
278.000
5.273
279.000
5.267
280.000
5.273
281.000
5.267
282.000
5.267
283.000
5.267
284.000
5.267
285.000
5.260
286.000
5.267
287.000
5.267
288.000
5.267
289.000
5.260
290.000
5.260
291.000
5.260
292.000
5.260
293.000
5.260
294.000
5.254

Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
295.000 5.254
296.000 5.254
297.000 5.260
298.000 5.260
299.000 5.260
300.000 5.254
301.000 5.248
302.000 5.241
303.000 5.241
304.000 5.235
305.000 5.235
306.000 5.235
307.000 5.235
308.000 5.229
309.000 5.222
310.000 5.229
311.000 5.229
312.000 5.235
313.000 5.241
314.000 5.241
315.000 5.241
316.000 5.241
317.000 5.248
318.000 5.248
319.000 5.248
320.000 5.248
321.000 5.248
322.000 5.254
323.000 5.254
324.000 5.254
325.000 5.260
326.000 5.267
327.000 5.267
328.000 5.267
329.000 5.267
330.000 5.267
331.000 5.267
332.000 5.267
333.000 5.267
334.000 5.267
335.000 5.267

Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
336.000 5.267
337.000 5.267
338.000 5.267
339.000 5.267
340.000 5.267
341.000 5.260
342.000 5.254
343.000 5.254
344.000 5.254
345.000 5.254
346.000 5.254
347.000 5.248
348.000 5.254
349.000 5.254
350.000 5.254
351.000 5.254
352.000 5.254
353.000 5.248
354.000 5.248
355.000 5.248
356.000 5.248
357.000 5.254
358.000 5.248
359.000 5.248
360.000 5.248
361.000 5.248
362.000 5.248
363.000 5.362
364.000 5.324
365.000 5.267
366.000 5.241
367.000 5.222
368.000 5.209
369.000 5.203
370.000 5.197
371.000 5.184
372.000 5.184
373.000 5.190
374.000 5.190
375.000 5.190
376.000 5.190

Infiltration Test - 2 gpm
Mountaire Farm
Lumber Bridge, North Carolina
377.000
5.190
378.000
5.190
379.000
5.190
380.000
5.190
381.000
5.190
382.000
5.190
383.000
5.197
384.000
5.197
385.000
5.197
386.000
5.197
387.000
5.197
388.000
5.197
389.000
5.197
390.000
5.203
391.000
5.190
392.000
6.003
393.000
6.829
394.000
7.096
395.000
7.299
396.000
7.458
397.000
7.547
398.000
7.578
399.000
7.572
400.000
6.219
401.000
5.788
402.000
5.591
403.000
5.457
404.000
5.387'
465.000
- 5.375
406.000
5.368
407.000
5.375
.408.000
5.375
409.000
5.375
410.000
5.375
411.000
5.387
412.000
5.394
413.000
5.400
414.000
5.406
415.000
5.413
416.000
5.413
417.000
5.425

t Infiltration Test - 2 gpm
Mountaire Farms
Lumber Bridge, North Carolina
418.000
5.432
419.000
5.438
420.000
5.445
421.000
5.451
422.000
5.457
423.000
5.464
424.000
5.464
425.000
5.470
426.000
5.476
427.000
5.502

Infiltration Test - 3 gpm
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
01/15 10:59
Unit# 00069 Test 0
Setups: INPUT 1
Type
Level (F)
Mode
TOC
I.D.
00001
Reference
8.220
Linearity
0.120
Scale factor
20.120
Offset
0.030
--Delay mSEC
50.000
Step 1 01/14 16:37:54
Elapsed Time INPUT 1
------------
0.0000
---------
5.495
0.0033
5.489
0.0066
5.489
0.0100
5.489
0.0133
5.489
• O Q .&*
5.489
` 0-0200
5.489
0.0233
5.489
0.0266
5.489
0.0300
5.489
0.0333
5.489
0.0366
5.489
0.0400
5.489
0.0433
5.489
0.0466
5.489
0.0500
5.489
0.0533
5.489
0.0566
5.489
J 0.0600
5.489

Infiltration Test - 3 gpm
Mountaire Farms
Lumber Bridge, North Carolina
0.0633 5.489
0.0666 5.489
0.0700 5.489
0.0733 5.489
0.0766 5.489
0.0800 5.489
0.0833 5.489
0.0866 5.489
0.0900 5.489
0.0933 5.489
0.0966 5.489
0.1000 5.495
0.1033 5.495
0.1066 5.495
0.1100 5.495
0.1133 5.495
0.1166 5.495
0.1200 5.495
0.1233 5.489
0.1266 5.489
0.1300 5.489
0.1333 5.489
0.1366 5.489
0.1400 5.489
0.1433 5.483
0.1466 5.483
0.1500 5.483
0.1533 5.476
0.1566 5.476
0.1600 5.476
0.1633 5.476
0.1666 5.470
0.1700 5.470
0.1733 5.470
0.1766 5.464
0.1800 5.464
0.1833 5.457
0.1866 5.457
0.1900 5.457
0.1933 5.451
0.1966 5.451

Infiltration Test - 3 gpm
Mountaire Farms
Lumber Bridge, North Carolina
0.2000
5.445
0.2033
5.445
0.2066
5.438
0.2100
5.438
0.2133
5.438
0.2166
5.432
0.2200
5.432
0.2233
5.425
0.2266
5.425
0.2300
5.425
0.2333
5.419
0.2366
5.419
0.2400
5.419
0.2433
5.413
0.2466
5.413
0.2500
5.406
0.2533
5.406
0.2566
5.406
0.2600
5.400
0.2633
5.400
0.2666
5.394
0.2700
5.394
0.2733
5.394
0.2766
5.387
0.2800
5.387
0.2833.._
5.387
0.2866
5.381
0.2900
5.381
0.2933
5.381
0.2966
5.375
0.3000
5.375
0.3033
5.368
0.3066
5.368
0.3100
5.368
0.3133
5.362
0.3166
5.362
0.3200
5.362
0.3233
5.356
0.3266
5.356
0.3300
5.356
0.3333
5.349

Infiltration Test - 3 gpm
Mountaire Farms
Lumber Bridge, North
0.3500
5.343
0.3666
5.330
0.3833
5.324
0.4000
5.311
0.4166
5.298
0.4333
5.286
0.4500
5.279
0.4666
5.267
0.4833
5.260
0.5000
5.248
0.5166
5.241
0.5333
5.229
0.5500
5.222
0.5666
5.216
0.5833
5.203
0.6000
5.197
0.6166
5.184
0.6333
5.178
0.6500
5.171
0.6666
5.165
0.6833
5.159
0.7000
5.152
0.7166
5.140
0.7333
5.133
0.7500
5.127
0.7666
5.121
0.7833
5.114
0.8000
5.108
0.8166
5.101
0.8333
5.095
0.8500
5.089
0.8666
5.082
0.8833 .
5.082
0.9000
5.076
0.9166
5.070
0.9333
5.063
0.9500
5.057
0.9666
5.051
0.9833
5.044
1.0000
5.044
1.2000
4.981
1.4000
4.943

Infiltration Test - 3 gpm
Mountaire Farms
Lumber Bridge, North Carolina
1.6000 4.924
1.8000 4.905
2.0000 4.892
2.2000 4.892
2.4000 4.962
2.6000 5.025
2.8000 5.000
3.0000 4.955
3.2000 4.924
3.4000 4.879
3.6000 4.790
3.8000 4.733
4.0000 4.689
4.2000 4.657
4.4000 4.631
4.6000 4.619
4.8000 4.606
5.0000 4.600
5.2000 4.600
5.4000 4.593
5.6000 4.600
5.8000 4.600
6.0000 4.600
6.2000 4.600
6.4000 4.606
6.6000 4.606
6.8000 4.606
7.0000 4.606
7.2000 -4.606
7.4000 4.612
7.6000 4.619
7.8000 4.625
8.0000 4.625
8.2000 4.631
8.4000 4.631
8.6000 4.631
8.8000 4.638
9.0000 4.638
9.2000 4.644
9.4000 4.644
9.6000 4.650

M
Infiltration Test - 3 gpm
Mountaire Farms
Lumber Bridge, North Carolina
9.8000 4.650
10.0000 4.650
11.0000 4.657
12.0000 4.669
13.0000 4.676
14.0000 4.682
15.0000 4.682
16.0000 4.689
17.0000 4.695
18.0000 4.695
19.0000 4.695
20.0000 4.708
21.0000 4.708
22.0000 4.708
23.0000 4.708
24.0000 4.708
25.0000 4.714
26.0000 4.714
27.0000 4.720
28.0000 4.727
29.0000 4.733
30.0000 4.733
31.0000 4.765
32.0000 4.790
33.0000 4.689
34.0000 4.669
35.0000 4.663
36.0000 4.663
37.0000 4.657
38.0000 4.657
39.0000 4.657
40.0000 4.657
41.0000 4.657
42.0000 4.657
43.0000 4.663
44.0000 4.663
45.0000 4.663
46.0000 4.663
47.0000 4.663
48.0000 4.663
49.0000 4.669

Infiltration Test - 3 gpm
Mountaire Farms
Lumber Bridge, North Carolina
50.0000
4.669
51.0000
4.676
52.0000
4.676
53.0000
4.676
54.0000
4.676
55.0000
4.676
56.0000
4.650
57.0000
4.663
58.0000
4.676
59.0000
4.689
60.0000
4.689
61.0000
4.695
62.0000
4.695
63.0000
4.701
64.0000
4.708
65.0000
4.701
66.0000
4.701
- 67.0000
4.701
68.0000
4.695
69.0000
4.689
70.0000
4.682
71.0000
4.676
72.0000
4.669
73.0000
4.663
74.0000
4.663
75.0000
4.650
76.0000
4.644
77.0000
4.638
78.0000
4.625
79.0000
4.619
80.0000
4.600
81.0000
4.587
82.0000
4.580
83.0000
4.574
84.0000
4.574
85.0000
4.568
86.0000
4.561
87.0000
4.555
88.0000
4.549
89.0000
4.555
90.0000
4.555

Infiltration
Test - 3 gpm
Mountaire
Farms
Lumber Bridge, North Carolina
91.0000
4.549
92.0000
4.542
93.0000
4.536
94.0000
4.498
95.0000
4.441
96.0000
4.403
97.0000
4.390
98.0000
4.384
99.0000
4.377
100.000
4.371
101.000
4.371
102.000
4.371
103.000
4.364
104.000
4.358
105.000
4.358
106.000
4.352
107.000
4.352
108.000
4.345
109.000
4.339
110.000
4.333
111.000
4.326
112.000
4.333
113.000
4.333
114.000
4.352
115.000
4.358
116.000
4.364
117.000
4.364
118.000
4.364
119.000
4.364
120.000
4.269
121.000
4.123
122.000
3.875
123.000
3.824
124.000
3.824
125.000
3.265

Infiltration Test - 4 gpm
Mountaire Farms
Lumber Bridge, North Carolina
SE1000C
Environmental Logger
O1115 10:53
Unit# 00069 Test 0
Setups: INPUT 1
Type Level (F)
Mode TOC
I.D. 00001
Reference 8.220
Linearity 0.120
Scale factor 20.120
Offset 0.030
Delay mSEC 50.000
Step 2 01/14 18:43:28
Elapsed Time INPUT 1
0.0000
3.119
0.0033
3.112
0.0066
3.112
0.0100
3.112
0.0133
3.112
0.0166
3.112
0.0200
3.112
0.0233
3.112
0.0266
3.112
0.0300
3.112
0.0333
3.112
0.0366
3.112
0.0400
3.112
0.0433
3.112
0.0466
3.106
0.0500
3.112
0.0533
3.106
0.0566
3.106
0.0600
3.106

Infiltration Test - 4 gpm
Mountaire Farms
Lumber Bridge, North Carolina
0.0633
3.106
0.0666
3.106
0.0700
3.106
0.0733
3.106
0.0766
3.106
0.0800
3.106
0.0833
3.106
0.0866
3.106
0.0900
3.106
0.0933
3.106
0.0966
3.106
0.1000
3.106
0.1033
3.106
0.1066
3.106
0.1100
3.100
0.1133
3.100*
0.1166
3.100
- 0.1200
3.100
0.1233
3.100
0.1266
3.100
0.1300
3.100
0.1333
3.100
0.1366
3.100
0.1400
3.100
0.1433
3.100
0.1466
3.100
0.1500
3.093
0.1533
3.100
0.1566
3.093
0.1600
3.093
0.1633
3.093
0.1666
3.093
0.1700
3.093
0.1733
3.093
0.1766
3.093
0.1800
3.093
0.1833
3.093
0.1866
3.093'
0.1900
3.093
0.1933
3.093
0.1966
3.093

Infiltration Test - 4 gpm
Mountaire Farms
Lumber Bridge, North Carolina
0.2000
3.093
0.2033
3.093
0.2066
3.093
0.2100
3.087
0.2133
3.093
0.2166
3.087
0.2200
3.093
0.2233
3.087
0.2266
3.093
0.2300
3.087
0.2333
3.087
0.2366
3.087
0.2400
3.087
0.2433
3.087
0.2466
3.087
0.2500
3.087
0.2533
3.087
- 0.2566
3.087
0.2600
3.087
0.2633
3.087
0.2666
3.087
0.2700
3.087
0.2733
3.087
0.2766
3.087
0.2800
3.087
0.2833
3.081
0.2866
3.081
0.2900
3.081
0.2933
3.081
0.2966
3.081 .
0.3000
3.081
0.3033
3.081
0.3066
3.081
0.3100
3.081
0.3133
3.081
0.3166
3.081
0.3200
3.081
0.3233
3.081
0.3266
3.081
-� 0.3300
3.081
0.3333
3.081

Infiltration Test - 4 gpm
Mountaire Farms
Lumber Bridge, North Carolina
0.3500 3.081
0.3666 3.081
0.3833 3.074
0.4000 3.074
0.4166 3.068
0.4333 3.068
0.4500 3.068
0.4666 3.068
0.4833 3.068
0.5000 3.068
0.5166 3.062
0.5333 3.062
0.5500 3.062
0.5666 3.062
0.5833 3.062
0.6000 3.062
0.6166 3.062
0.6333 3.055
0.6500 3.055
0.6666 3.055
0.6833 3.055
0.7000 3.055
0.7166 3.055
0.7333 3.049
0.7500 3.049
0.7666 3.049
0.7833 3.049
0.8000 3.049
0.8166 3.049
0.8333 3.043
0.8500 3.043
0.8666 3.043
0.8833 3.043
0.9000 3.043
0.9166 3.043
0.9333 3.043
0.9500 3.043
0.9666 3.043
0.9833 3.043
1.0000 3.036
1.2000 3.036

Infiltration Test - 4 gpm
Mountaire Farms
Lumber Bridge, North Carolina
49.0000
3.481
50.0000
3.475
51.0000
3.481
52.0000
3.475
53.0000
3.475
54.0000
3.475
55.0000
3.481
56.0000
3.500
57.0000
3.500
58.0000
3.487
59.0000
3.481
60.0000
3.487

Soil & Environmental Consultants, Inc.
244 West Millbrook Road ■ Raleigh, North Carolina 27609 ■ [phone] ■ Fax [phone]
January 30,1997
ULIC CONDUCTIVITY OF VARIOUS SOIL
HORIZONS AND INFILTRATION MEASUREMENT OF THE SURFACE
LAYER AT THE MOUNTAIRE FARMS SITE
G.N. Richardson and Associates
Attn: Mr. G. David Garrett
417 N. Boylan Ave.
Raleigh, NC 27603
In January 1997, Mr. Steven Price evaluated the hydraulic characteristics
at three locations on the property. The purpose of this evaluation was to
determine the saturated hydraulic conductivity of the unsaturated zone so_ that
these figures could be used by David Garrett in the evaluation of the proposed
rapid infiltration basin. The following is a brief report of the methods utilized in
this evaluation and the results obtained.
Methods:
Infiltration
Vertical saturated hydraulic conductivity of the surface zone was
measured using a constant head permeameter and double ring infiltrometer.
The method used in these measurements were similar to those described in
Methods of Soil Analysis, Part 1., Chapter 32 Intake Rate Cylinder Infiltrometer
pp. 825-844.
Hvdraulic Conductivitv
Saturated hydraulic conductivity of the unsaturated zone was pleasured
using a compact constant head permeameter. The method used in these
measurements were similar to those described in Methods of Soil Analysis, Part
1., Chapter 29 - Hydraulic Conductivity of Saturate Soils: Field Methods, 29-3.2
Shallow Well Pump In Method, pp. 758-763 and in the Soil Science Society of
America Journal, Vol. 53, no. 5, Sept.-Oct1989, "A Constant -Head Permeameter
J for Measuring Saturated Hydraulic Conductivity of the Vadose Zone' and
Soil/Site Evaluation ■ Mapping and Physical Analysis 0 Wetlands Mapping and Mitigation ■ Environmental Audits
On -Site Waste Treatment Systems, Evaluation and Design

"Comparison of the Glover Solution with the Simultaneous Equations Approach
for Measuring Hydraulic Conductivity".
Results:
A total of six in -situ conductivity's were measured at the site.
Measurements were made at three locations in the unsaturated zone (see Table
1). A profile description to a depth of seven feet was performed at site 1 (see
Table 2). We strongly recommend comparing the depths measured to Soil
Profile descriptions to determine which horizon(s) were measured. At each site
two measurements were attempted, one in the sandy horizon, and the other
deeper in the sandy loam or sandy clay loam layer. There was no deep
measurement made at site 2 due to water flowing into the hole, so two deep
measurements were made at site 3.
A total of three infiltration measurements were measured at the site.
Measurements were made at three locations in the unsaturated zone (see Table
1). All three sites were marked in the field with pink S&EC flagging.
Please call if you have questions or require further information.
SOIL
Sincerely, C' I�N : ? .� ► a
�L�_✓s4.5A—,
Ov
Kevin C. rSteven M. Price
NC Licen d it SAY'-ertcs;; ? NC Licensed Soil Scientist
#100 �"�="� '`#''� ' #1153

n
1
Table 1
Mountaire Farms
Compact
Constant Head Permeameter Data
Site 1
45-48" Ksat
> 15.9 cm/hr-
— 150.26 in./da —
93.61 pd/sq. ft
63-69" Ksat
> 1.95 cm/hr
— 18.43 in./da —
11.48 pd/sq. ft
Site 2
32-37" Ksat
> 13.1 cm/hr :
— 123.80 in./da —
77.12 pd/sq. ft
Site 3
27-31" Ksat >
7.9
cm/hr —
74.66
in./da —
46.51
pd/sq. ft
50-56" Ksat >
0.064
cm/hr —
0.60
in./da —
0.38
pd/sq. ft
55-61" Ksat >
0.075
cm/hr —
0.71
in./da
0.44
pd/sq. ft
Double Ring
Infiltration Data
Site 1 Infiltration
3.27
cm/hr —
30.90
in./da
2.58
ft./day
Site 2 Infiltration
5.38
cm/hr —
50.84
in./da
4.24
ft./day
Site 3 Infiltration
5.95
cm/hr —
56.23
in./da
4.69
ft./day

0
TABLE 2
Profile Description at Site 1
USDA Soil
Munsell
USDA
Horizon
Depth
Color
Texture
Ap
0-8"
10YR 3/2
Sand
Al
8-30"
2.5Y 6/4
Sand
A2
30-54"
10YR 6/6
Sand
A3
54-63"
2.5Y 7/3
Sand
*Bt
63-72"
10YR 5/8, with 2.5YR 5/8, and
Sandy Loam
10YR 6/2 mottles
Bt2
72-84"
10YR 5/8, with 2.5YR 5/8, and
Loamy Sand
10YR 6/2 mottles
* at sites 2 and 3 the Bt was a sandy clay loam instead of a sandy loans

I aAff
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I LV It I

U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
Mountaire Farms Plan, Infiltration Gallery Model l DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
I/O UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
BAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
BCFl -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
WEL1 -- WELL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM 12
MAXIMUM OF 120 WELLS
480 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8464 ELEMENTS OF X ARRAY USED OUT OF 60000
SIP -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11309 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 1112 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 2
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 12
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 13
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 14
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1

0 15 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 16 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 17 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
019 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0310 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 31 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 32 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
033 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
034 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 35 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 36 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 37 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 38 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
039 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1-1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
043 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99 AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON UNIT 30
OHEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
OHEADS WILL BE SAVED ON UNIT 42 DRAWDOWNS WILL BE SAVED ON UNIT 0
OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
0 COLUMN TO ROW ANISOTROPY = 1.000000
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
50.000
50.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
50.000
50.000
DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
20.000
-------------------------------------------------------------------------------
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000

20.000 20.000
.20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 7.500000 FOR LAYER 1
BOTTOM =-50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE_ .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00 .5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
1 STRESS PERIOD NO. 1, LENGTH = 1.000000
10 WELLS
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
LAYER ROW COL STRESS RATE WELL NO.
---------------------------------------------
1
11
1
.60000
1
1
11
2
.00000
2
1
11
3
.00000
3
1
11
4
385.00
4
1
11
5
.00000
5
1
11
6
.00000
6
1
11
7
.00000
7
1
11
8
.00000
8
1
11
9
.00000
9
1
11
10
.00000
10
3 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
MAXIMUM HEAD CHANGE FOR EACH ITERATION:
HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
--------------------------------------------------------------------------------------------------------------------
.1203 ( 1, 11, 4) .2425E-01 ( 1, 12, 3) .8184E-02 ( 1, 10, 4)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
1 1 1 0

HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
-----------------------------------------------------------------------
1 2
3
4
5 6 7
8
9
10 11 12 13
14
15
..................................................................................................
0 1
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 2
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 3
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 4
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 5
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 6
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
9 3.0
92.7
92.4
92.1
91.8
91.3
90.5
0 7
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 8
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 9
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 31
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 10
96.0
95.3
94.8
94.6
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 11
96.0
95.3
94.8
94.6
94.3
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
012
96.0
95.3
94.8
94.6
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 13
96.0
9 5. 3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 14
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 31
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 15
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.1
92.4
92.1
91.8
91.3
90.5
016
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
9 3. 0
92.7
92.4
92.1
91.8
91.3
90.5
017
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 18
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
019
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
020
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
021
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
022
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 23
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
024
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
025
96.0
9 5. 33
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
026
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
027
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 31
93.0
92.7
92.4
92.1
91.8
91.3
90.5
028
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
029
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 30
96.0
9 5. 3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 31
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 32
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 33
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 34
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 35
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 36
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 37
96.0
95.3
94.8
94.5
94.2
93.9
9 3. 6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 38
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 39
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
040
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 31
93.0
92.7
92.4
92.1
91.8
91.3
90.5
041
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
042
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
i
0 43
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
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044
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
OHEAD WILL BE SAVED ON UNIT
42 AT END OF
TIME STEP 1, STRESS PERIOD 1

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-----------------------------------------------------------------------
£I
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I QOMEd SS3 IS All I JRIS RILL 90 QAIH .Ld I *daAd'I All AIMOQMH2iQ I

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 1 IN STRESS
PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
---- ------------ ------ ----------------
STORAGE = 319.63 STORAGE = 319.63
CONSTANT HEAD = 13716. CONSTANT HEAD = 13716.
WELLS = 385.00 WELLS = 385.00
TOTAL IN = 14421. TOTAL IN = 14421.
OUT: OUT:
STORAGE = 154.68
CONSTANT HEAD = 14339.
WELLS = .00000
TOTAL OUT = 14494.
IN - OUT =-72.990
PERCENT DISCREPANCY = -.50
STORAGE = 154.68
CONSTANT HEAD = 14339.
WELLS = .00000
TOTAL OUT = 14494.
IN - OUT =-72.990
PERCENT DISCREPANCY = -.50
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS - YEARS
---------------------------------------------------------------------------
TIME STEP LENGTH 86400.0
1440.00
24.0000
1.00000
.273785E-02
STRESS PERIOD TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02
TOTAL SIMULATION TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02

1 U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
I/O UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
BAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
BCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
WEL1 -- WELL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
SIP -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
------------------------------------------------------------------------------------------------
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 2
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
03-11111111111111-1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1.1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
012
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
013
-1
1
1
1
1
1
1
1
1
1"
1
1
1
1-1
014
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1

0 15 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 16 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 17 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
019 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1. 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0310 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
032 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
033 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 34 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
035 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
036 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
037 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
038 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
039 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 43 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99 AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON UNIT 30
HEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
HEADS WILL BE SAVED ON UNIT 31 DRAWDOWNS WILL BE SAVED ON UNIT 0
OUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
COLUMN TO ROW ANISOTROPY = 1.000000
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
. 20.000 20.000 20.000 50.000 50.000
t_J

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
------------------------ -------------------------------------------------------
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE _ .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
0 5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700
.0000000E+00
.5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
STRESS PERIOD NO. 1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL STRESS RATE WELL NO.
_
---------------------------------------------
1 3 5 760.00 1
1 3 6 760.00 2.
1 3 7 760.00 3
1 3 8 760.00 4
1 3 9 760.00 5
1 3 10 760.00 6
1 3 11 760.00 7
1 4 5 760.00 8
1 4 6 760.00 9
1 4 7. 760.00 10
1 4 8 760.00 11
1 4 9 760.00 12
1 4 10 760.00 13
1 4 11 760.00 14
1 5 5 760.00 15
1 5 6 760.00 16
1 5 7 760.00 17
1 5 8 760.00 1.8
1 5 9 760.00 19
1 5 10 760.00 20

1
5
11
760.00
21
1
6
5
760.00
22
1
6
6
760.00
23
1
6
7
760.00
24
1
6
8
760.00
25
1
6
9
760.00
26
1
6
10
'760.00
27
1
6
11
760.00
28
1
7
5
760.00
29
1
7
6
760.00
30
1
7
7
760.00
31
1
7
8
760.00
32
1
7
9
760.00
33.
1
7
10
760.00
34
1
7
11
760.00
35
1
8
5
760.00
36
1
8
6
760.00
37
1
8
7
760.00
38
1
8
8
760.00
39
1
8
9
160.00
40
1
8
10
760.00
41
1
8
11
760.00
42
1
9
5
760.00
43
1
9
6
760.00
44
1
9
7
760.00
45
�l
1
9
8
760.00
46
1
9
9
760.00
47
1
9
10
760.00
48
1
9
11
760.00
49
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
MAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
1.953 ( 1, 6, 8) 1.404 ( 1, 6, 8) .7141 ( 1, 6, 8) .2289 ( 1, 5, 8) .3529E-01
( 1, 2, 8)
.1842E-02 ( 1,. 1, 13)
HEAD/DRAWDOWN PRINTOUT FLAG =1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
�< 1 1 1 0
V,i

I HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
-.
1 2
3
4
5 6 7
8
9 10 11 12 13
14
15
..................................................................................................
0 1
96.0
95.5
95.4
95.3
95.3
95.3
95.1
94.9
94.6
94.1
93.6
93.0
92.4
91.5
90.5
0 2
96.0
95.5
95.5
95.5
95.7
95.8
95.7
95.4
95.1
94.6
94.0
93.2
92.5
91.5
90.5
0 3
96.0
95.6
95.6
95.9
96.6
96.9
96.8
96.6
96.3
95.7
94.9
93.5
92.7
91.6
90.5
0 4
96.0
95.6
95.7
96.1
97.1
97.4
97.5
97.3
96.9
96.3
95.3
93.8
92.8
91.6
90.5
0 5
96.0
95.6
95.8
96.3
97.3
97.7
97.8
97.6
97.2
96.6
95.6
93.9
92.9
91.6
90.5
0 6
96.0
95.6
95.8
96.3
97.3
97.8
97.8
97.7
97.3
96.6
95.6
94.0
92.9
91.6
90.5
0 7
96.0
95.6
95.8
96.2
97.2
97.7
97.7
97.5
97.1
96.5
95.5
93.9
92.9
91.6
90.5
0 8
96.0
95.6
95.7
96.1
97.0
97.3
97.4
97.2
96.8
96.2
95.3
93.7
92.8
91.6
90.5
0 9
96.0
95.5
95.5
95.8
96.5
96.7
96.7
96.5
96.1
95.6
94.7
93.4
92.6
91.5
90.5
0 10
96.0
95.5
95.3
95.3
1 2
93
93.0
92.4
91.5
90.5
0 11
96.0
95.4
95.1
95.0
94.9
94.8
94.6
94.3
94.0
9 3.6
93.2
92.7
92.2
91.4
90.5
012
96.0
95.4
95.0
94.8
94.6
94.4
94.2
93.9
93.6
93.2
92.8
92.4
92.0
91.4
90.5
0 13
96.0
95.4
94.9
94.7
94.4
94.2
93.9
93.6
93.3
93.0
92.7
92.3
92.0
91.3
90.5
014
96.0
95.3
94.9
94.6
94.3
94.1
93.8
93.5
93.2
92.9
92.6
92.2
91.9
91.3
90.5
0 15
96.0
9 5. 3
94.8
94.6
94.3
94.0
93.7
93.4
93.1
92.8
92.5
92.2
91.9
91.3
90.5
0 16
96.0
95.3
94.8
94.5
94.3
94.0
93.7
93.4
93.1
92.8
92.5
92.2
91.8
91.3
90.5
017
96.0
95.3
94.8
94.5
94.2
93.9
93.7
93.4
93.1
92.8
92.4
92.1
91.8
91.3
90.5
0 18
96.0
95.3
94.8
94.5
93
0
92.1
91.8
91.3
90.5
0 19
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
020
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
021
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
022
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 23
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
024
96.0
95.3
94.8
94.5
93.9
93.6
93.3
93.0
92.7
92.4
2.1
91.8
91.3
90.5
025
96.0
95.3
94.8
94.5
i94.2
94.2
93.9
93.6
93.3
93.0
92.7
92.4
2.1
91.8
91.3
90.5
026
96.0
9 5. 3
94.8
94.5
92.1
91.8
91.3
90.5
027
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 31
93.0
92.7
92.4
92.1
91.8
91.3
90.5
028
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
'92.1
91.8
91.3
90.5
029
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
�2.1
91.8
91.3
90.5
0 30
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
2.1
91.8
91.3
90.5
031
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
2.1
91.8
91.3
90.5
0 32
96.0
95.3
94.8
94.5
94.2
93.9
93.6
9 3. 3
93.0
92.7
92.4
2.1
91.8
91.3
90.5
0 33
96.0
95.3
94.8
94.5
194.2
93.9
93.6
93.3
93.0
92.7
92.4
2.1
91.8
9 1. 33
90.5
0 34
96.0
95.3
94.8
94.5
92.1
91.8
91.3
90.5
0 35
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 36
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 37
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 38
96.0
95.3
94.8
94.5
194.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
0 39
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
2.1
91.8
91.3
90.5
040
96.0
95.3
94.8
94.5
:94.2
93.9
93.6
93.3
93.0
92.7
92.4
2.1
91.8
91.3
90.5
041
96.0
95.3
94.8
94.5
i 94.2
93.9
93.6
93.3
93.0
92.7
92.4
2.1
91.8
91.3
90.5
042
96.0
95.3
94.8
94.5
94.2
93.9
9 3. 6
93.3
93.0
92.7
92.4
'92.1
91.8
91.3
90.5
0 43
96.0
95.3
94'.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
044
96.0
95.3
94.8
94.5
94.2
93.9
93.6
93.3
93.0
92.7
92.4
92.1
91.8
91.3
90.5
OHEAD WILL BE SAVED ON UNIT
31 AT END OF
TIME STEP
1, STRESS PERIOD 1

1 DRAWDOWN IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
-----------------------------------------------------------------------
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1 .0 -.2 -.6 -.8 -1.1 -1.4 -1.5 -1.6 -1.5 -1.4 -1.2 -.9 -.6 -.2 .0
0 2 .0 -.3 -.7 -1.0 - - -7 0 - -2 1 - -1 5-1.1 -.7 -.3 .0
0 3 .0 -.3 -.8 -1.4 -2.4 -2.9 -3.2 -3.3 -3.2 -3.0 -2.5 1.4 -.8 -.3 .0
0 4 .0 -.3-1.0 -1.6 -2.9 -3.5 -3.8 -3.9 -3.9 -3.6 -2.9 1.7 -1.0 -.3 .0
0 5 .0 -.3-1.0 -1.8 -3.1 -3.8 -4.1 -4.3 -4.2 -3.8 -3.1 1.8 -1.1 -.3 .0
0 6 .0 -.3-1.1 -1.8 -3.1 -3.9 -4.2 -4.3 -4.2 -3.9 -3.2 1.9 -1.1 -.3 .0
0 7 .0 -.3-1.0 -1.8 -3.0 -3.7 -4.1 -4.2 -4.1 -3.8 -3.1 1.8 -1.0 -.3 .0
0 8 .0 -.3 -.9 -1.6 -2.8 -3.4 -3.8 -3.9 -3.8 -3.5 -2.9 1.6 -.9 -.3 .0
0 9 .0 -.2. -.8 -1.3 -2.3 -2.8 -3.6 -3.1 -3.1 -2.8 -2.3 1.3 -.8 -.2 .0
010 .0 -.2 -.5 -.8 - - - - - - -.9 -.5 -.2 .0
011 .0` -.1 -.4 -.5 -.7 -.9 -1.0 -1.0 -1.0 -.9 -.7 -.5 -.4 -.1 .0
012 .0 -.1 -.2 -.3 -.4 -.5 -.6 -.6 -.6 -.5 -.4 -.3 -.2 -.1 .0
013 .0 -.1 -.1 -.2 -.2 -.3 -.3 -.3 -.3 -.3 -.2 -.2 -.1 -.1 .0
014 .0 .0 -.1 -.1 -.1 -.2 -.2 -.2 -.2 -.2 -.1 -.1 -.1 .0 .0
015 .0 .0 -.1 -.1 -.1 -.1 -.1 -.1 -.1 -.1 -.1 -.1 -.1 .0 .0
016 .0 .0 .0 .0 .0 -.1 -.1 -.1 -.1 -.1 .0 - .0 .0 .0 .0
017 .0 '.0 .0 .0 .0 .0 .0 .0. .0 .0 .0 t .0 .0 .0
0 1 8 .0 .0 .0 .0 .0 .0 .0 .0
0 19 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
020 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
021 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
--' 022 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
023 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
024 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
025 .0 .0 .0 .0 .0 .0 .0 '.0 .0 .0 .0 .0 .0 .0 .0
0.26 .0 .0 .0 .0 .0 .0 .0 .0
027 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
028 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
029 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
0310 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
0 3 1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
0 32 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
033 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
0 34 .0 .0 .0 .0 .0 .0 .0 .0
035 .0 .0 .0 .0 .0 .0 .0 .0 .0 ..0 .0 .0 .0 .0 .0
0 3 6 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
0 37 .0 .0 .0 .0 ' .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
0 3 8 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
039 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
040 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
041 .0 .0 .0 .0 ..0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
042 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
043 .0 ..0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
044 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
0

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP
1 IN STRESS PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
Ih0
STORAGE = .00000
CONSTANT HEAD = 5396.3
WELLS = 37240.
TOTAL IN = 42636.
OUT:
STORAGE = 36185.
CONSTANT HEAD = 6417.0
WELLS = .00000
TOTAL OUT = 42602.
IN - OUT = 33.816
PERCENT DISCREPANCY =
IN:
STORAGE = .00000
CONSTANT HEAD = 5396.3
WELLS = 37240.
TOTAL IN = 42636.
OUT:
STORAGE = 36185.
CONSTANT HEAD = 6417.0
WELLS = .00000
TOTAL OUT = 42602.
IN - OUT = 33.816
.08 PERCENT DISCREPANCY = .08
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS YEARS
TIME STEP LENGTH 86400.0 1440.00 24.0000 1.00000 .273785E-02
STRESS PERIOD TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02
TOTAL SIMULATION TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02

U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
OI/O UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
OBCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM
UNIT 11 .
TRANSIENT SIMULATION
LAYER. AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97 _
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 2
-1
1
1
1.
1
1
1
1
1
1
1
1
1
1-1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
012
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
013
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 14
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1

015 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
016 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 17 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
019 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 32 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
033 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 34 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
035 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
036 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
037 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 38 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
�- 039 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
043 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99 AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON UNIT 31
HEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
HEADS WILL BE SAVED ON UNIT 32 DRAWDOWNS WILL BE SAVED ON UNIT 0
OUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
COLUMN TO ROW ANISOTROPY = 1.000000
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 50.000 50.000

DELC WILL BE READ ON UNIT 11 USING FORMAT: (IOF7.0)
---------------------- ;
20.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE = .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00 .5960094E+00 .83 67915E+00 .9340653E+00 .973 3 63 0E+00
1 STRESS PERIOD NO. 1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL STRESS RATE WELL NO.
---------------------------------------------
1 19 5 760.00 1
1 19 6 760.00 2
1 19 7 760.00 3
1 19 8 760.00 4
1 19 9 760.00 5
1 19 10 760.00 6
1 19 11 760.00 7
1 20 5 760.00 8
1 20 6 760.00 9
1 20 7 760.00 10
1 20 8 760.00 11
1 20 9 760.00 12
1 20 10 760.00 13
1 20 11 760.00 14
1 21 5 760.00 15
1 21 6 760.00 16
1 21 7 760.00 17
1 21 8 760.00 18
1 21 9 760.00 19

1 21
10
760.00
20
1 21
11
760.00
21
1 22
5
760.00
22
1 22
6
760.00
23
1 22
7
760.00
24
1 22
8
760.00
25
1 22
9
760.00
26
1 22
10
760.00
27
1 22
11
760.00
28
1 23
5
760.00
29
1 23
6
760.00
30
1 23
7
760.00
31
1 23
8
760.00
32
1 23
9
760.00
33
1 23
10
760.00
34
1 23
11
760.00
35
1 24
5
760.00
36
1 24
6
760.00
37
1 24
7
760.00
38
1 24
8
760.00
39
1 24
9
760.00
40
1 24
10
760.00
41
1 24
11
760.00
42
1 25
5
760.00
43
1 25
6
760.00
44
1 25
7
760.00
45
1 25
8
760.00
46
1 25
9
760.00
47
1 25
10
760.00
48
1 25
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
OMAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
1.953 ( 1, 22, 8) 1.401 ( 1, 22, 8) .7036 ( 1, 22, 8) .2175 ( 1, 22, 8)
3027E-01 ( 1, 22, 8)
.1277E-02 ( 1, 16, 13 )
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
1 1 1 0

HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
..................................................................................................
0 1 96.0 95.7 95.7 95.7 95.7 95.7 95.5 95.3 95.0 94.5 94.0 93.4 92.7 91.7 90.5
0 2 96.0 95.7 95.8 95.8 95.9 95.9 95.8 95.5 95.2 94.7 94.1 93.5 92.8 91.7 90.5
0 3 96.0 95.8 95.9 96.0 96.1 96.2 96.1 95.9 95.5 95.0 94.4 93.6 92.9 91.8 90.5
0 4 96.0 95.8 95.9 96.1 96.3 96.4 96.4 96.2 95.8 95.3 94.6 93.8 93.0 91.8 90.5
0 5 96.0 95.8 96.0 96.2 96.5 96.6 96.6 96.4 96.0 95.5 94.7 93.9 93.1 91.8 90.5
0 6 96.0 95.8 96.0 96.2 96.5 96.6 96.6 96.4 96.0 95.5 94.8 93.9 93.1 91.8 90.5
0 7 96.0 95.8 96.0 96.1 96.4 96.5 96.5 96.3 95.9 95.4 94.7 93.8 93.0 91.8 90.5
0 8 96.0 95.8 95.8 96.0 96.2 96.3 96.2 96.0 95.7 95.1 94.5 93.7 92.9 91.8 90.5
0 9 96.0 95.7 95.7 95.8 95.9 95.9 95.8 95.6 95.2 94.7 94.1 93.4 92.8 91.7 90.5
010 96.0 95.6 95.5 95.5 93.1 92.6 91.6 90.5
0 11 96.0 95.6 95.3 95.2 95.1 95.0 94.8 94.6 94.2 93.8 93.4 92.9 92.4 91.5 90.5
0 12 96.0 95.5 95.2 95.0 94.9 94.7 94.5 942 93.9 93.5 93.1 92.7 92.2 91.5 90.5
0 13 96.0 95.5 95.1 94.9 94.7 94.5 94.2 94.0 93.6 93.3 92.9 92.5 92.1 91.4 90.5
0 14 96.0 95.4 95.1 94.8 94.6 94.4 94.1 93.9 93.5 93.2 92.8 92.5 92.1 91.4 90.5
0 15 96.0 95.4 95.0 94.8 94.6 94.4 94.2 93.9 93.6 93.2 92.8 92.5 92.1 91.4 90.5
0 16 96.0 95.4 95.1 94.9 94.7 94.5 94.3 94.0 93.7 93.4 93.0 92.5 92.1 91.4 90.5
0 17 96.0 95.5 95.2 95.11 95.0 94.9 94.7 94.4 94.1 93.7 93.2 92.7 92.2 91.4 90.5
0 18 96.0 95.5 95.4 95.4 93.0 92.4 91.5 90.5
0 19 96.0 95.5 95.6 95.8 96.5 96.7 96.7 96.5 96.1 95.6 94.8 93.4 92.6 91.5 90.5
020 96.0 95.6 95.7 96.1 97.0 97.4 97.4 97.2 96.8 96.2 95.3 93.7 92.8 91.6 90.5
021 96.0 95.6 95.8 96.2 97.2 97.7 97.7 97.5 97.1 96.5 95.5 9 3. 9 92.9 91.6 90.5
022 96.0 95.6 95.8 96.3 97.3 97.7 97.8 97.6 97.2 96.6 95.6 94.0 92.9 91.6 90.5
0 23 96.0 95.6 95.8 96.2 97.2 97.6 97.7 97.5 97.1 96.5 95.5 93.9 92.9 91.6 90.5
024 96.0 95.6 95.7 96.1 97.0 97.3 97.4 97.2 96.8 96.2 95.3 193.7 92.7 91.6 90.5
025 96.0 95.5 95.5 95.81 96.5 96.7 96.7 96.4 96.1 95.6 94.7 93.4 92.6 91.5 90.5
026 96.0 95.5 95.3 95.3 +93.0 92.4 91.5 90.5
027 96.0 95.4 95.1 95.0 94.9 94.8 94.6 94.3 94.0 93.6 93.2 92.7 92.2 91.4 90.5
028 96.0 95.4 95.0 94.8 94.6 94.4 94.2 93.9 93.6 93.2 92.8 92.4 92.0 91.4 90.5
029 96.0 95.4 94.9 94.7 94.4 94.2 93.9 93.6 9 3. 3 93.0 92.7 92.3 92.0 91.3 90.5
0 30 96.0 95.3 94.9 94.6 94.3 94.1 93.8 93.5 93.2 92.9 92.6 92.2 91.9 91.3 90.5
0 31 96.0 95.3 94.8 94.6 94.3 94.0 93.7 93.4 93.1 92.8 92.5 92.2 91.9 9 1. 31 90.5
0 32 96.0 95.3 94.8 94.5 94.3 94.0 93.7 93.4 93.1 92.8 92.5 92.2 91.8 91.3 90.5
0 33 96.0 95.3 94.8 94.5I 94.2 93.9 93.7 93.4 93.1 92.8 92.5 92.1 91.8 91.3 90.5
0 34 96.0 95.3 94.8 94.5 92.1 91.8 91.3 90.5
0 35 96.0 95.3 94.8 94.5 94.2 93.9 93.6 93.3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
0 36 96.0 95.3 94.8 94.5 94.2 93.9 93.6 93.3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
0 37 96.0 95.3 94.8 94.5 94.2 93.9 93.6 93.3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
0 38 96.0 95.3 94.8 94.5 94.2 93.9 93.6 9 3. 3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
0 39 96.0 95.3 94.8 94.5 94.2 93.9 93.6 93.3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
040 96.0 95.3 94.8 94.5 94.2 93.9 93.6 9 3. 3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
041 96.0 95.3 94.8 .94.5 94.2 93.9 93.6 93.3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
042 96.0 95.3 94.8 94.5 94.2 93.9 93.6 93.3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
0 43 96.0 95.3 94.8 94.5 94.2 93.9 93.6 93.3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
044 96.0 95.3 94.8 94.5 94.2 93.9 93.6 93.3 93.0 92.7 92.4 92.1 91.8 91.3 90.5
OHEAD WILL BE SAVED ON UNIT 32 AT END OF TIME STEP 1. STRESS PERIOD 1

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LA

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 1 IN STRESS
PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
------------------
IN:
STORAGE = 6102.3
CONSTANT HEAD = 4335.5
WELLS = 37240.
0 TOTAL IN = 47678.
0 OUT:
STORAGE = 40235.
CONSTANT HEAD = 7408.9
WELLS = .00000
TOTAL OUT = 47644.
IN - OUT = 33.734
PERCENT DISCREPANCY = .07
------------------------
IN:
STORAGE = 6102.3
CONSTANT HEAD = 4335.5
WELLS = 37240.
TOTAL IN = 47678.
OUT:
STORAGE = 40235.
CONSTANT HEAD = 7408.9
WELLS = .00000
TOTAL OUT = 47644.
IN - OUT = 33.734
PERCENT DISCREPANCY = .07
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS YEARS
---------------------------------------------------------------------------
TIME STEP LENGTH 86400.0
1440.00
24.0000
1.00000
.273785E-02
STRESS PERIOD TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02
TOTAL SIMULATION TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02

I U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
OMountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run
2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
0I/0 UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS 1 -- BASIC MODEL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
0BCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/l/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 2
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
- 0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
012
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 13
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1

014 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 15 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
016 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 17 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
018 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 19 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 32 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
033 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 34 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
035 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
036 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 37 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
038 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0319 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 43 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99 AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON UNIT 32
HEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
HEADS WILL BE SAVED ON UNIT 33 DRAWDOWNS WILL BE SAVED ON UNIT 0
OUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
COLUMN TO ROW ANISOTROPY = 1.000000
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 50.000 50.000
0

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000
20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE =. .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00 .5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
1
STRESS PERIOD NO. 1, LENGTH = 1.000000
T----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL STRESS RATE WELL NO.
------------------- -------------------------
1 35 5 760.00 1
1 35 6 760.00 2
1 35 7 760.00 3
1 35 8 760.00 4
1 35 9 760.00 5
1 35 10 760.00 6
1 35 .11 760.00 7
1 36 5 760.00 8
1 36 6 760.00 9
1 36 7 760.00 10
1 36 8 760.00 11
1 3 6 9 760.00 12
1 36 10 760.00 13
1 36 11 760.00 14
l
1 37 5 760.00 15
1 37 6 760.00 16
1 37 7 760.00 17
1 37 8 760.00 18
1 37 9 760.00 19

1
37
10
760.00
20
1
37
11
760.00
21
1
38
5
760.00
22
1
38
6
760.00
23
1
38
7
760.00
24
1
38
8
760.00
25
1
38
9
760.00
26
1
38
10
760.00
27
1
38
11
760.00
28
1
39
5
760.00
29
1
39
6
760.00
30
1
39
7
760.00
31
1
39
8
760.00
32
1
39
9
760.00
33
1
39
10
760.00
34
1
39
11
760.00
35
1
40
5
760.00
36
1
40
6
760.00
37
1
40
7
760.00
38
1
40
8
760.00
39
1
40
9
760.00
40
1
40
10
760.00
41
1
40
11
760.00
42
1
41
5
760.00
43
1
41
6
760.00
44
1
41
7
760.00
45
1
41
8
760.00
46
1
41
9
760.00
47
1
41
10
760.00
48
1
41
11
760.00
49
a
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
MAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
-------------------------------------------------------------------------------------------------------------------
1.954 ( 1, 38, 8) 1.401 ( 1, 38, 8) .7074 ( 1, 38, 8) .2216 ( 1, 38, 8)
.3607E-01 ( 1, 44, 9)
.1434E-02 ( 1, 41, 12)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
----------------------------------
1 1 1 0

HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
-,
1 2 3
4
5
6 7
8
9
10 11 12 13
14
15
..................................................................................................
0 1
96.0
95.8
95.8
95.8
95.7
95.7
95.5
95.3
94.9
94.5
94.0
93.5
92.9
91.8
90.5
0 2
96.0
95.8
95.8
95.8
95.8
95.7
95.6
95.3
95.0
94.6
94.1
93.5
92.9
91.9
90.5
0 3
96.0
95.9
95.9
95.9
95.9
95.8
95.7
95.5
95.1
94.7
94.2
933.6
93.0
91.9
90.5
0 4
96.0
95.9
95.9
96.0
96.0
95.9
95.8
95.6
95.2
94.8
94.3
93.6
93.0
91.9
90.5
0 5
96.0
95.9
95.9
96.0
96.0
96.0
95.9
95.7
95.3
94.9
94.3
93.7
93.0
91.9
90.5
0 6
96.0
95.9
95.9
96.0
96.0
96.0
95.9
95.6
95.3
94.8
94.3
93.7
93.0
91.9
90.5
0 7
96.0
95.8
95.9
95.9
95.9
95.9
95.8
95.6
95.2
94.8
94.2
93.6
93.0
91.9
90.5
0 8
96.0
95.8
95.8
95.8
95.8
95.7
95.6
95.4
95.0
94.6
94.1
193.5
92.9
91.8
90.5
0 9
96.0
95.8
95.7
95.6
95.6
95.5
95.4
95.1
94.8
94.4
93.9193.3
92.8
91.8
90.5
0 10
96.0
95.7
95.5
95.5
1
193.1
92.6
91.7
90.5
0 11
96.0
95.6
95.4
95.3
95.2
95.0
94.8
94.5
94.2
93.8
93.4
93.0
92.5
91.6
90.5
012
96.0
95.6
95.3
95.2
95.0
94.8
94.6
9 4. 3
94.0
93.6
93.2
92.8
92.4
91.6
90.5
0 13
96.0
95.5
95.2
95.1
94.9
94.7
94.4
94.2
93.9
93.5
93.1
92.7
92.3
91.5
90.5
014
96.0
95.5
95.2
95.0
94.8
94.6
94.4
94.1
93.8
93.4
93.1
92.7
92.3
91.5
90.5
015
96.0
95.5
95.2
95.1
94.9
94.7
94.4
94.2
93.9
9 3. 5
93.1
92.7
92.3
91.5
90.5
016
96.0
95.5
95.3
95.2
95.0
94.8
94.6
94.3
94.0
93.6
93.2
92.8
92.3
91.5
90.5
0 17
96.0
95.6
95.4
95.31
95.2
95.1
94.9
94.7
94.3
93.9
93.5
93.0
92.4
91.6
90.5
0 18
96.0
95.6
95.6
95.5
33
3'
93.2
92.6
91.6
90.5
0 19
96.0
95.7
95.7
95.8
95.9
95.9
95.8
95.6
95.3
94.8
94.2
93.5
92.8
91.7
90.5
020
96.0
95.8
95.9
96.0
96.2
96.3
96.2
96.0
95.7
95.1
94.5
93.7
92.9
91.8
90.5
\` 021
96.0
95.8
95.9
96.1
96.4
96.5
96.5
96.3
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95.4
94.6
93.8
93.0
91.8
90.5
022
96.0
95.8
96.0
96.2
96.4
96.6
96.5
96.3
96.0
95.4
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93.9
93.0
91.8
90.5
0 23
96.0
95.8
95.9
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96.4
96.5
96.4
96.3
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95.3
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93.8
93.0
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024
96.0
95.7
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96.2
9 6. 3
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1 93.7
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025
96.0
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95.7
95.8'
95.9
95.9
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911
92.6
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96.0
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9 5. 3
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9 3. 8
93.4
92.9
92.4
91.5
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028
96.0
95.5
95.2
95.0
94.9
94.7
94.5
94.2
93.9
93.5
93. 1
92.7
92.2
91.5
90.5
029
96.0
95.5
95.1
94.9
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94.5
94.2
94.0
9 3. 6
93.3
92.9
92.5
92.1
91.4
90.5
0 30
96.0
95.4
95.1
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94.6
94.4
94.1
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93.2
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91.4
90.5
0 31
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95.4
95.0
94.8
94.6
94.4
94.2
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93.6
93.2
92.8
92.5
92.1
91.4
90.5
0 32
96.0
95.4
95.1
94.9
94.7
94.5
94.3
94.0
93.7
93.4
93.0
92.5
92.1
91.4
90.5
0 33
96.0
95.5
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95.11
95.0
94.9
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93.7
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0 34
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94
28
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91.5
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0 35
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96.7
96.7
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96.1
95.6
94.8
93.5
92.6
91.5
90.5
0 36
96.0
95.6
95.7
96.1
97.0
97.4
97.4
97.2
96.8
96.2
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93.7
92.8
91.6
90.5
0 37
96.0
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95.8
9 6. 31
97.3
97.7
97.7
97.5
97.1
96.5
95.5
93.9
92.9
91.6
90.5
0 38
96.0
95.6
95.8
96.3
97.3
97.8
97.8
97.6
97.3
96.6
95.6
94.0
92.9
91.6
90.5
0 39
96.0
95.6
95.8
96.3
9 7. 3)
97.7
97.7
97.5
97.2
96.5
95.5
93.9
92.9
91.6
90.5
040
96.0
95.6
95.7
96.1
97.0
97.4
97.4
97.2
96.8
96.2
95.3
; 93.8
92.8
91.6
90.5
041
96.0
95.6
95.6
95.81
96.5
96.8
96.7
96.5
96.1
95.6
94.8
s93.5
92.6
91.5
90.5
042
96.0
95.5
95.4
95.4
95.6
95.6
95.5
95.2
94.9
94.4
93.8
93.0
92.4
91.5
90.5
0 43
96.0
95.5
95.2
95.1
95.1
95.0
94.8
94.5
94.2
93.8
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92.8
92.3
91.5
90.5
044
96.0
95.4
95.2
95.0
94.9
94.7
94.5
94.2
93.9
93.5
93.1
92.6
92.2
91.4
90.5
OHEAD WILL BE SAVED ON UNIT
33 AT END OF
TIME STEP
1, STRESS
PERIOD 1

1 DRAWDOWN IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
-----------------------------------------------------------------------
0 3
.0
-.1
.0
.1
0 4
.0
-.1
.0
.2
0 5
.0
-.1
.1
.2
0 6
.0
-.1
.1
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0 7
.0
-.1
.1
.2
0 8
.0
-.1
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0 9
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0 10
.0
-.1
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.0
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.0
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012
.0
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-.I
-.1
-.1
-.1
-.1
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0 13
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-.1
-.1
-.2
-.2
-.2
-.2
-.2
-.2
-.2
-.2
-.2
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.0
-.1
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-.3
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-.2
-.2
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0 15
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0 16
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017
.0
-.1
-.2
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-.2
-.2
-.2
-.2
-.2
-.2
-.2
-.2
-.1
0 18
.0
-.1
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-.2
-.2
-.2
-.2
0 19
.0
-.2
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.6
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-.2
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.0
-.2
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1.2
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1
-.2
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.0
-.2
-.1
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1.2
1.2
1.3
1.2
1.2
.9
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-.2
-.2
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.0
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-. l
1
.9
1.2
1.3
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.0
-.1
-.2
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-.3
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-.3
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-.3-.3
-.3
-.2
-.2
-.1
0 30
.0
-.1
-.2
-.2
-.3
-.3
-.3
-.3
-.3
-.3
-.3
-.2
-.2
-.1
031
.0
-.1
-.2
-.3
-.3
-.4
-.4
-.4
-.4
-.4
-.3
-.3
-.2
-.1
032
.0
-.1
-.3
-.4
-.5
-.6
-.6
-.7
-.6
-.6
-.5
-.4
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0 33
.0
-.2
-.4
-.6
-.8
-.9 -1.0 -1.1 -1.0
-.9
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-.4
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0 34
.0
-.2 -.6 -.
0 35
.0
-.3 -.8 -1.
0 36
.0
-.3 -.9-1.
0 37
.0
=.3 -1.0 -1.
0 38
.0
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039
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040
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041
.0
-.3 -.8-1.
9 -.6 -.
.3 -.8 -.
.6 -.9 -.
.8-1.0 -.
.8-1.1 -.
.8-1.0 -.
.6-1.0 -.
.3 -.8 -.
042 .0 -.2 -.6 -.9 -1.4 -1.7 -1.8 -1.9 -1.8 -1.7 -1.4 -.9 -.6 -.
0 4") .0 -.2 -.4 -.6 -.9 -1.1 -1.2 -1.2 -1.2 -1.1 -.9 -.6 -.4 -.
0 44 .0 -.2 -.4 -.5 -.7 -.8 -.9 -.9 -.9 -.8 -.7 -.5 -.4 -.
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
..................................................................................................
0 1 .0 -.1 -.1 -.1 .0 .0 .0 .0 .0 .0 .0 -.1 -.1 -.1 .0
0 2 .0 -.1 -.1 .0 .1 .1 .2 .2 .2 .1 .1 .0 -.1 -.1 .0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0.
.0
.0
.0
.0
.0
.0
.0
2 .0
2 .0
3 .0
3 .0
3 .0
3 .0
3 .0
3 .0
3 .0
2 .0
2 .0
2 .0

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP
1 IN STRESS PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
------------------
IN:
STORAGE = 10395.
CONSTANT HEAD = 3077.1
WELLS = 37240.
TOTAL IN = 50712.
OUT:
IN:
STORAGE = 10395.
CONSTANT HEAD = 3077.1
WELLS = 37240.
TOTAL IN = 50712.
OUT:
STORAGE = 42082. STORAGE = 42082.
CONSTANT HEAD = 8607.8 CONSTANT HEAD = 8607.8
WELLS = .00000 WELLS = .00000
0 TOTAL OUT = 50689. TOTAL OUT = 50689.
0 IN - OUT = 22.746 IN - OUT = 22.746
PERCENT DISCREPANCY = .04 PERCENT DISCREPANCY = .04
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS YEARS
---------------------------------------------------------------------------
TIME STEP LENGTH 86400.0 1440.00 24.0000 1.00000 .273785E-02
STRESS PERIOD TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02
TOTAL SIMULATION TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02

I U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
OI/O UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
OBCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWELI -- WELL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/l/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
01-11111111111111-1
0 2
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
012
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 13
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
014
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1

0 15 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 16 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 17 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1.1 1 1 1 1 1 1 1 1 1 1 -1
019 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 32 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 33 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 34 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 35 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 36 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
037 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
038-111111111111114
r-
0 39 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 43 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99
0
UNIT 33
AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON
OHEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
OHEADS WILL BE SAVED ON UNIT 34 _ DRAWDOWNS WILL BE SAVED ON UNIT 0
OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
0 COLUMN TO ROW ANISOTROPY = 1.000000
0
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 50.000 50.000
0

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
_ 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000
20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 . FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE = .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00
.5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
1
STRESS PERIOD NO. 1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL STRESS RATE WELL NO.
----- 7------------------------ ---------------
1 11 5 760.00 1
1 11 6 760.00 2
1 11 7 760.00 3
1 11 8 760.00 4
1 11 9 760.00 5
1 11 10 760.00 6
1 11 11 760.00 7
1 12 5 760.00 8
1 12 6 760.00 9
1 12 7 760.00 10
1 12 8 760.00 11
1 12 9 760.00 12
1 12 10 760.00 13
1 12 11 760.00 14
1 13 5 760.00 15
1 13 6 760.00 16
1- . 13 7 760.00 17
1 13 8 760.00 18
1 13 9 760.00 19
1 13 10 760.00 20

1 13
11
760.00
21
1 14
5
760.00
22
1 14
6
760.00
23
1 14
7
760.00
24
1 14
8
760.00
25
1 14
9
760.00
26
1 14
10
760.00
27
1 14
11
760.00
28
1 15
5
760.00
29
1 15
6
760.00
30
1 15
7
760.00
31
1 15
8
760.00
32
1 15
9
760.00
33
1 15
10
760.00
34
1 15
11
760.00
35
1 16
5
760.00
36
1 16
6
760.00
37
1 16
7
760.00
38
1 16
8
760.00
39
1 16
9
760.00
40
1 16
10
760.00
41
1 16
11
760.00
42
1 17
5
760.00
43
1 17
6
760.00
44
1 17
7
760.00
45
1 17
8
760.00
46
1 17
9
760.00
47
1 17
10
760.00
48
1 17
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
MAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
2.002 ( 1, 14, 8) 1.436 ( 1, 14, 8) .7195 ( 1, 14, 8) .2206 ( 1, 14, 8)
.2969E-01 ( 1, 14, 8)
.1159E-02 ( 1, 9,13)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
1 1 1 0

I HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
1 2 3
4
5 6 7
8
9
10 11 12 13
14
15
..................................................................................................
0 1
96.0
95.9
95.8
95.8
95.7
95.6
95.4
95.1
94.8
94.4
93.9
93.4
92.9
91.9
90.5
0 2
96.0
95.9
95.8
95.8
95.7
95.6
95.4
95.2
94.8
94.4
94.0
93.5
92.9
91.9
90.5
0 3
96.0
95.9
95.8
95.8
95.7
95.6
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OHEAD WILL BE SAVED ON UNIT
34 AT END OF TIME STEP
1, STRESS
PERIOD 1

1 DRAWDOWN IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
-----------------------------------------------------------------------
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
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0

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 1 IN STRESS
PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
IN:
STORAGE = 10067.
CONSTANT HEAD = 1756.4
WELLS = 37240.
TOTAL IN = 49064.
OUT:
STORAGE = 39147.
CONSTANT HEAD = 9887.6
WELLS = .00000
TOTAL OUT = 49035.
IN OUT = 29.234
PERCENT DISCREPANCY = .06
------------------------
IN:
STORAGE = 10067.
CONSTANT HEAD = 1756.4
WELLS = 37240.
TOTAL IN = 49064.
OUT:
STORAGE = 39147.
CONSTANT HEAD = 9887.6
WELLS = .00000
TOTAL OUT = 49035.
IN - OUT = 29.234
PERCENT DISCREPANCY = .06
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS YEARS
---------------------------------------------------------------------------
TIME STEP LENGTH 86400.0 1440.00 24.0000 1.00000 .273785E-02
STRESS PERIOD TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02
TOTAL SIMULATION TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02

1 U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
OMountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
0I/0 UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
OBCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM 12
MAXIMUM OF, 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/l/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X' ARRAY USED OUT OF 60000
1 Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
02-11111111111111-1
0 3-1
1.
1
1
1
1
1
1
1
1
1
1
1
1 -_1
0 4
-1
1.1
1
1
1
1
1
1
1
1
1
1
1-1
0 5
-1
1
1
1
1
1
1
1.
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1-
1
1
1
1
1
1
1
1-1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1.1
1-1
0 9--1
1
1
1
1
1
1
1
1
1
1
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1
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-1
1
11
1
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1
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1
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1
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0 13
-1
1
1
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1
1
1
1
1
1
1
1
1
1-1
014
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1

0 15 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
016 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
017 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
018 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 19 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
032 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
033 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
034 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0,35 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
036 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 37 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
038 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 39 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
043 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99
0
UNIT 34
AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER- 1 WILL BE READ UNFORMATTED ON
OHEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
OHEADS WILL BE SAVED ON UNIT 35 DRAWDOWNS WILL BE SAVED ON UNIT 0
OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
0 COLUMN TO ROW ANISOTROPY = 1.000000
0
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000. 20.000 50.000 50.000
0

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7:0)
-------------------------------------------------------------------------------
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20:000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000.
20.000
20.000 20.000 20.000 20.000 20.000' 20.000
20.000
20.000,
20.000
20.000
20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE =. .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 ':
.0000000E+00 .5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
1
STRESS PERIOD NO. 1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL STRESS RATE WELL NO.
-
---------------------------------------------
1 27 5 760:00 1
1 27 6 760.00 2
1 27 7 760.00 3
1 27 8 760.00 4
1 27 9 760.00 5
1 27 10 760.00 6
1 .27 11 760.00 7
1 28 5 760.00 8
1 28 6 760.00 9
1 28 7 760.00 10
1 28 8 760.00 11
1 28 9 760.00 12
1 28 10 760.00 13
1 28 11 760.00 14
1 29 5 760.00 15
1 29 6 760.00 16
1 29 7 760.00 17
1 29 8 760.00 18
1 29 9 760.00 19

1
29
10
760.00
20
1
29
11
760.00
21
1
30
5
760.00
22
1
30
6
760.00
23
1
30
7
760.00
24
1
30
8
760.00
25
1
30
9
760.00
26
1
30
10
760.00
27
1
30
11
760.00
28
1
31
5
760.00
29
1
31
6
760.00
30
1
31 .
7
760.00
31
1
31
8
760.00
32
1
31
9
760.00
33
1
31
10
760.00
34
1
31
11
760.00
35
1
32
5
760.00
36
1
32
6
760.00
37
1
32
7
760.00
38
1
32
8
760.00
39
1
32
9
760.00
40
1
32
10
760.00
41
1
32
11
760.00
42
1
33
5
760.00
43
1
33
6
760.00
44
1
33
7
760.00
45
1
33
8
760.00
46
1
33
9
760.00
47
1
33
10
760.00
48
1
33
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
MAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
--------------------------------------------------------------------------------------------------=----------------
2.002 ( 1, 30, 8) 1.437 ( 1, 30, 8) .7209 ( 1, 30, 8) .2217 ( 1, 30, 8)
.3004E-01 ( 1, 30, 8)
.1277E-02 ( 1, 24, 13)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
----------------------------------
1 1 1 0

I HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
1 2
3
4
5 6 7
8
9 10 11 12 13
14
15
..................................................................................................
0 1
96.0
95.9
95.8
95.7
95.6
95.4
95.2
95.0
94.7
94.3
93.8
93.4
92.9
91.9
90.5
0 2
96.0
95.9
95.8
95.7
95.6
95.4
95.3
95.0
94.7
94.3
9 3. 9
3.4
92.9
91.9
90.5
0 3
96.0
95.9
95.8
95.7
95.6
95.5
95.3
95.0
94.7
94.3
93.9
3.4
92.9
91.9
90.5
0 4
96.0
95.9
95.8
95.8
95.7
95.5
95.3
95.1
94.8
94.4
93.9
3.4
92.9
91.9
90.5
0 5
96.0
95.9
95.8
95.8
95.7
95.6
95.4
95.1
94.8
94.4
94.0
3.5
92.9
91.9
90.5
0 6
96.0
95.9
95.9
95.8
95.8
95.7
95.5
95.2
94.9
94.5
94.0
93.5
93.0
92.0
90.5
0 7
96.0.
95.9
95.9
95.9
95.9
95.8
95.6
95.4
95.0
94.6
94.1
93.6
93.0
92.0
90.5
0 8
96.0
96.0
96.0
96.0
96.0
95.9
95.8
95.5
95.2
94.8
9 4. 31
93.7
93.1
92.0
90.5
0 9
96.0
96.0
96.1
96.1
96.2
96.2
96.0
95.8
95.5
95.0
94.5
93.8
93.2
92.0
90.5
0 10
96.0
96.0
96.2
96.3
- ''
94.0
93.3
92.1
90.5
011
96.0
96.1
96.3
96.5
96.7
96.9
96.8
96.6
96.3
95.7
95.0
94.2
93.4
92.1
90.5
012
96.0
96.1
96.4
96.7
97.0
97.2
97.1
97.0
96.6
96.0
95.3
94.4
93.5
92.1
90.5
0 13
96.0
96.1
96.5
96.8
97.1
97.3
97.4
97.2
96.8
96.2
95.4
94.5
93.6
92.2
90.5
0 14
96.0
96.1
96.5
96.8
97.2
97.4
97.4
97.3
96.9
96.3
95.5
94.6
93.6
92.2
90.5
0 15
96.0
96.1
96.5
96.81
97.2
97.4
97.4
97.2
96.8
96.2
95.5
94.5
93.6
92.2
90.5
0 16
96.0
96.1
96.5
96.7
97.0
97.2
97.2
97.0
96.7
96.1
95.3
194.4
1
93.6
92.1
90.5
017
96.0
96.1
96.4
96.6I
96.8
97.0
96.9
96.7
96.4
95.8
95.1
94.3
9 3. 5
92.1
90.5
0 18
96.0
96.1
96.3
96.4.
94.1
93.4
92.1
90.5
019
96.0
96.0
96.2
9 6. 33
9 6. 3
96.3
96.2
96.0
95.7
95.2
94.6
94.0
93.3
92.1
90.5
020
96.0
96.0
96.1
96.2
96.2
96.2
96.0
95.8
95.5
95.0
94.5
93.8
93.2
92.0
90.5
021
96.0
96.0
96.0
96.1
96.1
96.0
95.9
95.7
95.3
94.9
94.4
93.8
93.1
92.0
90.5
�- 022
96.0
, 96.0
96.0
96.0
96.0
96.0
95.8
95.6
95.2
94.8
94.3
93.7
93.1
92.0
90.5
0 23
96.0
95.9
96.0
96.0
96.0
95.9
95.8
95.6
95.2
94.8
94.3
93.7
93.1
92.0
90.5
024
96.0
95.9
96.0
96.0
96.0
96.0
95.9
95.6
95.3
94.8
9 4. 3
93.7
93.1
91.9
90.5
025
96.0
95.9
96.0
96.1
96.2
96.2
96.1
95.9
95.5
95.1
94.5
1933.8
93.1
91.9
90.5
026
96.0
95.9
96.1
96.3r06
6-96.7-96,"6:5-9
1- .
94.0
93.2
91.9
90.5
027
96.0
95.9
96.2
96.6
97.4
97.8
97.8
97.6
97.2
96.6
95.7
9 4. 31
93.3
91.9
90.5
028
96.0
95.9
96.3
96.8
97.8
98.3
98.3
98.2
97.8
97.1
96.1
94.5
93.4
91.9
90.5
029
96.0
95.9
96.4
96.9
98.0
98.5
98.6
98.4
98.0
97.4
96.3
94.6
93.4
91.9
90.5
0 30
96.0
95.9
96.4
96.9
98.1
98.6
98.7
98.5
98.1
97.4
96.4
94.6
93.4
91.9
90.5
0 31
96.0
95.9
96.4
96.9
98.0
98.5
98.6
98.5
98.1
97.4
96.3
94.6
93.4
91.9
90.5
0 32
96.0
95.9
96.3
96.8
97.9
98.3
98.4
98.2
97.8
97.2
96.2
94.5
93.4
91.9
90.5
0 33
96.0
95.9
96.2
96.7
97.5
97.9
97.9
97.7
97.3
96.7
95.8
94.3
9 3. 3
91.9
90.5
0 34
96.0
95.9
96.1
96.4
.
94.0
93.2
91.9
90.5
0 35
96.0
95.9
96.1
96.2
96.4
96.4
96.4
96.2
95.8
95.3
94.6
93.9
93.1
91.9
90.5
0 36
96.0
95.9
96.0
96.1
96.2
9 6. 31
96.2
96.0
95.6
95.1
94.5
93.8
93.1
91.9
90.5
0 37
96.0
95.9
96.0
96.1
96.2
96.2
96.1
95.9
95.5
95.0
94.4
93.8
93.1
91.9
90.5
0 38
96.0
95.9
96.0
96.1
196.1
96.1
96.0
95.8
95.4
95.0
94.4
F3.7
93.1
91.9
90.5
0 39
96.0
95.9
95.9
96.0
�96.0
96.0
95.9
95.7
95.3
94.9
94.3
:93.7
93.0
91.9
90.5
040
96.0
95.8
95.9
95.9
i95.9
95.9
95.7
95.5
95.2
94.7
94.2
93.6
93.0
91.9
90.5
041
96.0
95.8
95.8
95.8
i95.7
95.7
95.5
95.3
95.0
94.5
94.
3.4
92.9
91.8
90.5
042
96.0
95.8
95.7
95.6
95.6
95.5
95.3
95.1
94.7
94.3
93.8
93.3
92.8
91.8
90.5
043
96.0
95.7
95.6
95.5
95.5
95.3
95.1
94.9
94.6
94.2
93.7
93.2
92.7
91.7
90.5
044
96.0
95.7
95.6
95.5
95.4
95.2
95.0
94.8
94.5
94.1
93.6
93.1
92.6
91.7
90.5
OHEAD WILL BE SAVED ON UNIT
35 AT END OF
TIME STEP 1,
STRESS PERIOD

I
DRAWDOWN IN LAYER 1 AT END OF TIME STEP 1 IN STRESS' PERIOD 1
01
02
03
04
05
06
07
08
09
010
Oil
012
013
014
015
016
017
018
0 19
020
021
022
023
024
025
026
027
028
029
030
031
032
0 33
0 34
035
036
037
038
039
040
041
042
043
044
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
.0 .0 .0 :1 .1 .1 .1 .1 .1 .1 .1 .1 .0
.0 .0 .0 .1 1 1 .2 .2 .2 1 1 .1 .0
.0 .0 .0 .1 .1 .1 .2 .2 .2 .1 .1 1 .0
.0 .0 .0 .1 ,1 .2 .2 .2 .2 .2 .1 1 .0
.0 .0 .0 .1 .1 .1 .2 .2 .2 .1 .1 1 .0
.0 .0 .0 .0 .1 .1 .1 .1 .1 .1 .1 0 .0
.0 .0 .0 .0 .0 .1 .1 .1 .1 .1 .0 0 .0
.0 -.1 -.1 -.1 .0 .0 .0 .0 .0 ..0 0 .1 -.1
.0 -.1 -.1 -.1 .0 .0 .0 .0 .0 .0 .0 1.1 -.1
.0 -.1 -.1 -.1 2 - - 1 -.2
.0 -.2 -.1 .1 .7 .9 1.0 1.0 .9 .9 .7 0 -.2
.0 -.2 -:1 .1 .8 1.1 1.2 1.2 1.2 1.1 .8 .1 -.2
.0 -.2 -.2 .1 .9 1.2 1.2 1.3 1.2 1.1 .9 1 -.2
.0 -.2 -.2 .1 .9 1.2-1.2 1.3 1.2 1.1 .9 :1 -.2
:0 -.2 -.2 .1 .9 1.1 1.2 1.3 1.2 J. 1 .8 .1 -.2
.0 -.2 -.2 .1 .8 1.1 1.2 1.2 1.2 1.1 .8 .1 -.2
.0 -.2 -.1 .0: .7 .9 1.0 1.0 1.0 .9 .7 .0 -.2
.0 -.2 -.1 -.1 -.1 -.2
.0 -.1 -.1 -.1 .0 .1 .1 .1 .1 .1 .0 .1- -.1
.0 -.1 -.1 .0 .0 .1 .1 .1 .1 .1 .0 0 -:1
.0 -.1 -.1 .0 .1 .1 .1 .2 .1 .1 .1 11 0 -.1
.0 -.1 .0 .0 .0 .1 .1 .1 .1 .1 .l .0
.0 -.1 -.1 -.1 .0 .0 .0 .0 .0 .0 .0 1 -.1
.0 .1 -.2 -.2 -.2 -.2 -.2 -.3 -.2 -.2 -.2 -.2
.0 -.2 -.3 -.4.' -.6 -.7 -.7 -.8 -.7 -.7 -.6 -.4 -.
.0 -.2 -.5 -.8 - - - - - - -.8 -.
.0 -.3 -.8 -1.3 -2.3 -2.7 -3.0 -3.1 -3.0 -2.8 -2.3 -1.3 -..
.0 -.3 -1.0 -1.6 -2.8 -3.5 -3.8 -3.9 -3.8 -3.5 -2.9 1.7 -1.
.0 -.4 -1.1 -1.8 -3.1 -3.8 -4.2 -4.3 -4.2 -3.9 -3.2 1.9 -1.
0 4-1.2-1.9-3.2-3.9-4.3-4.4-4.3-4.0-3.3 2.0-1.
.0 -.4 -1.1 -1.9 -3.1 -3.8 -4.2 -4.3 -4.2 3.9 -3.2 1.9 -1.
.0 7.4 -1.0 -1.7 -2.9 -3.5 -3.8 -3.9 -3.8 -3.5 -2.9 1.7 -1.
.0 -.3 -.8 -1.3 -2.3 -2.8 -3.0 -3.1 -3.0 -2.8 -2.3 11.4 -.
.0 -.3 -.6 -.8 - - - - - - - -.8 -
.0 -.2 -.3 -.4 -.5 -.5 -.5 -.5 -.5 =.5 -.5 -.4 -.
.0 -.1 -.2 -.1 .0 .0 .1 .1 .1 .0 .0 - 1 -.2
.0 -.1 -.1 .0 '.2 .3 .4 .4 .4 .3 .2 -.1
.0 -.1 .0 .1 .31 .5 .6 .6 .6 .5 .3 .0
.0 -.1 .0 .2 .4 .5 .6 .6 .6 .5 .4 .0
e
.0 -.1 .0 .1 .3 .5 .5 .6 .5 .5 .3 .0
.0 =.1 .0 .1 .2 .3 .4 .4 .4 .3 .2 .0
.0 7.1 -.1 .0 .0 .1 .1 � .2 .1 .1 .0 .0 -.1
.0 -.1 -.1 -.1 -.1 -.1 .0 .0 .0 -.1 -.1 -.1 -.1
.0 -.1 -.1 -.1 -.1 -.1 -.1 -.1 -.1 -.1 -.2 -.2 -.2
.0 .0
.0 .0
.0 .0
.0 .0
.0 .0
.0 .0
.0 .0
-.1 .0
-.1 .0
-.1 .0
-.2 .0
-.2 .0
-.2 .0
-.2 .0
-.2 .0
-.2 .0
-.2 .0
-.2 .0
-.1 .0
-.1 .0
-.1 .0
-.1 .0
1 .0
2 -.1 .0
3 -.2 .0
6 -.2 .0
8 -.3 .0
0 -.4 .0
1 -.4 .0
2 -.4 .0
2 -.4 .0
1 -.4 .0
9 -.3 .0
6 -.3 .0
4 . -.2 .0
-.2 .0
-.1 .0
-.1 .0
-.1 .0
-.1 .0
-.1 .0
-.1 .0
-.1 .0
-.1 .0

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 1 IN STRESS
PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
IN:
STORAGE = 10388.
CONSTANT HEAD = 639.10
WELLS = 37240.
TOTAL IN = 48267.
OUT:
STORAGE = 36908.
CONSTANT HEAD = 11333.
WELLS = .00000
TOTAL OUT = 48241.
IN - OUT = 25.805
PERCENT DISCREPANCY = .05
------------------------
IN:
STORAGE = 10388.
CONSTANT HEAD = 639.10
WELLS = 37240.
TOTAL IN = 48267.
OUT:
STORAGE = 36908.
CONSTANT HEAD = 11333.
WELLS = .00000
TOTAL OUT = 48241.
IN - OUT = 25.805
PERCENT DISCREPANCY = .05
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS YEARS
---------------------------------------------------------------------------
TIME STEP LENGTH 86400.0 1440.00 24.0000 1.00000 .273785E-02
STRESS PERIOD TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02
TOTAL SIMULATION TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02

I U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
OMountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
0I/0 UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS 1 -- BASIC MODEL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
OBCFl -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIPI -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 1112 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 2
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
07-11111111111111-1
0 8
- 1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
` Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 12
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 13
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
014
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1

0 15 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1 .
016 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 17 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
019 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1' 1 1 -1
023 -1 1 1 1 1 1 1.1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 l 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1-1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1, 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
032 -1 1 1 1 1 1 1 1 1. 1 1 1.1 1 -1
0 33 -1 1 1 1 1 1 1 1 1 1 1 1 1 1-1
034 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
035 -1 1 1 1 1 1 1 1 1 1 1 1.1 1 -1
036 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
037 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
038 -1 1 1 1 1 1 1 .1 1 1 1 1, 1 1 -1
039 --1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1.1 1 1 1, 1 1 1 1 1 1 -1
043 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1' 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99 AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON UNIT 35
----------------------- =-------------------------------------- -----------
HEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
HEADS WILL BE SAVED ON UNIT 36 DRAWDOWNS WILL BE SAVED ON UNIT 0
OUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
COLUMN'TO ROW ANISOTROPY = 1.000000
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 ' 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 -20.000 20.000 50.000 50.000
0

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
20.000
-------------------------------------------------------------------------------
20.000
20.000
20.000
20.000
20.000
20.000 20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000 20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000 20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000 20.000
20.000
20.000
20.000
20.000
20.000
20.000
9
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE = .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00 .5960094E+00 .8367915E+00
.9340653E+00 .9733630E+00
1 STRESS PERIOD NO.
1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL
STRESS RATE WELL NO.
---------------------------------------------
1 3 5 760.00
1
1 3 6 760.00
2
1 3 7 760.00
3
1 3 8 760.00
4
1 3 9 760.00
5
1 3 10 760.00
6
1 3 11 760.00
7
1 4 5 760.00
8
1 4 6 760.00
9
1 4 7 760.00
10
1 4 8 760.00
11
1 4 9 760.00
12
1 4 10 760.00
13
1 4 11 760.00
14
1 5 5 760.00
15
1 5 6 760.00
16
1 5 7 760.00
17
1 5 8 760.00
18
1 5 9 760.00
19

1
5
10
760.00
20
1
5
11
760.00
21
1
6
5
760.00
22
1
6
6
760.00
23
1
6
7
760.00
24
1
6
8
760.00
25
1
6
9
760.00
26
1
6
10
760.00
27
1
6
11
160.00
28
1
7
5
760.00
29
1
7
6
760.00
30
1
7
7
760.00
31
1
7
8
'760.00
32
1
7
9
760.00
33
1
7
10
760.00
34
1
7
11
760.00
35
1
8
5
760.00
36
1
8
6
760.00
37
1
8
7
760.00
38
1
8
-8
160.00
39
1
8
9
760.00
40
1
8
10
760.00
41
1
8
11
760.00
42
1
9
5
760.00
43
1
9
6
760.00
44
1
9
7
760.00
45
1
9
8
760.00
46
1
9
9
760.00
47
1
9
10
760.00
48
1
9
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
MAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
---------------------------------------------------------------------------------------------------------------------
1.852 ( 1, 6, 8) 1.354 ( 1, 6, 8) .6963 ( 1, 6, 8) .2276 ( 1, 5, 8) .3588E-01
( 1, 2, 8)
.1938E-02 ( 1, 1,13)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
--------------------------
1 1 1 0

I HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
1 2
3
4
5 6 7
8
9 10 11 12 13
14
15
..................................................................................................
0 1
96.0
96.1
96.3
96.5
96.6
96.7
96.7
96.4
96.1
95.6
94.9
94.2
93.4
92.1
90.5
0 2
96.0
96.1
96.4
96.7
97.0
97.2
97.2
97.0
96.6
96.1
95.3
94.4
93.5
92.2
90.5
0 3
96.0
96.2
96.6
97.1
97.9
98.3
98.3
98.2
97.8
97.2
96.2
94.8
93.7
92.2
90.5
0 4
96.0
96.2
96.7
97.3
98.4
98.9
99.0
98.9
98.5
97.8
96.7
95.1
93.9
92.2
90.5
0 5
96.0
96.2
96.9
97.5
98.7
99.2
99.4
99.2
98.8
98.1
97.0
95.2
94.0
92.3
90.5
0 6
96.0
96.3
96.9
97.6�
98.8
99.4
99.5
99.4
99.0
98.3
97.1
95.3
94.0
92.3
90.5
0 7
96.0
96.3
96.9
97.6
98.8
99.4
99.5
99.4
99.0
98.3
97.1
195.3
94.1
92.3
90.5
0 8
96.0
96.3
96.9
97.5198.7
99.2
99.3
99.2
98.8
98.1
97.0
195.3
94.0
92.3
90.5
0 9
96.0
96.3
96.8
97.4198.3
98.7
98.8
98.7
98.3
97.6
96.6
195.1
93.9
92.3
90.5
0 10
96.0
96.3
96.7
97.1
6.6
95.8
94.8
93.8
92.3
90.5
.2
011
96.0
96.3
96.6
96.9
97.1
9 7. 3'
97.3
97.1
96.7
96.1
95.4
94.6
93.7
92.3
90.5
0 12
96.0
96.2
96.6
96.8
97.0
97.1
97.0
96.8
96.5
95.9
95.3
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92.3
90.5
0 13
96.0
96.2
96.5
96.7
96.9
97.0
96.9
96.7
96.3
95.8
95.2
94.4
93.7
92.3
90.5
0 14
96.0
96.2
96.5
96.7
96.8
96.9
96.8
96.6
96.3
95.8
95.1
94.4
93.6
92.3
90.5
0 15
96.0
96.2
96.5
96.6
96.7
96.8
96.7
96.5
96.2
95.7
95.1
94.3
93.6
92.3
90.5
016
96.0
96.2
96.4
96.5
96.6
96.7
96.6
96.4
96.0
95.5
94.9
94.3
93.5
92.2
90.5
017
96.0
96.1
96.3
96.41
96.5
96.5
96.4
96.2
95.8
95.4
94.8
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93.4
92.2
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0 18
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96.3
96.3
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6.3
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96.0
96.1
96.2
96.2
96.2
96.2
96.0
95.8
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93.9
93.3
92.1
90.5
020
96.0
96.0
96.1
96.1
96.1
96.0
95.9
95.7
95.3
94.9
94.4
93.8
93.2
92.1
90.5
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96.0
96.0
96.1
96.1
96.0
95.9
95.8
95.6
95.2
94.8
94.3
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96.0
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0 23
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96.0
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, 93.8
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96.0
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96.3
96.2
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93.2
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96.0
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96.0
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96.0
96.1
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97.4
97.4
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0 30
96.0
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0 33
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96.8
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OHEAD WILL BE SAVED
ON UNIT
36 AT END OF
TIME STEP 1, STRESS
PERIOD 1

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In
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d

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 1 IN STRESS
PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES - L**3 RATES FOR THIS TIME STEP
IN:
STORAGE = 11538.
CONSTANT HEAD = 208.85
WELLS = 37240.
TOTAL IN = 48987.
OUT:
STORAGE = 35612.
CONSTANT HEAD = 13355.
WELLS = .00000
TOTAL OUT = 48966.
IN - OUT = 20.168
PERCENT DISCREPANCY =
------------------------
IN:
STORAGE = 11538.
CONSTANT HEAD =
WELLS = 37240.
TOTAL IN = 48987.
OUT:
L**3/T
208.85
STORAGE = 35612.
CONSTANT HEAD = 13355.
WELLS = .00000
TOTAL OUT = 48966.
IN - OUT = 20.168
04 PERCENT DISCREPANCY = .04
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS YEARS
TIME STEP LENGTH 86400.0
1440.00
24.0000
1.00000
.273785E-02
STRESS PERIOD TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02
TOTAL SIMULATION TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02

1 U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
0I/0 UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
OBCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM 12
MAXIMUM OF -49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
-1
1
1.1
1
1
1
1
1
1
1
1
1
1-1
0 2
-1
1
1.
1
1
1
1
1
1
1
1
1
1
1-1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 5
-1
1
1
1
1
1
1.
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1.1
1
1
1
1
1
1
1
1-1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 11'
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
012
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
013
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
014
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1

0 15 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
016 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
017 -1 1- 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
019 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 .1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 'l 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1,1-1
028 -1 1 1 1 1 1 1 1 1 1 1 1, 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1. 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
032 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
033 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
034 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 35 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
036 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
037 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
038 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
039 -1 1 1 1 1 1 1. 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
043 -1 1 1 1 1 1 1.1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BESET TO 999.99 AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON UNIT 36
OHEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
OHEADS WILL BE SAVED ON UNIT 37 DRAWDOWNS WILL BE SAVED ON UNIT 0
OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
COLUMN TO ROW ANISOTROPY = 1.000000
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 26.000
20.000 20.000
20.000 20.000 20.000 50.000 50.000
0

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE = .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00 .5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
1
STRESS PERIOD NO.
1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT
= 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL
STRESS RATE WELL NO.
---------------------------------------------
1
19 5 760.00
1
1
19 6 760.00
2
1
19 7 760.00
3
1
19 8 760.00
4
1
19 9 760.00
5
1
19 10 760.00
6
1
19 11 760.00
7
1
20 5 760.00
8
1
20 6 760.00
9
1
20 7 760.00
10
1
20 8 760.00
11
1
20 9 760.00
12
1
20 10 760.00
13
1
20 11 760.00
14
-. 1
21 5 760.00
15
1
21 6 760.00
16
1
21 7 760.00
17
1
21 8 760.00
18
1
21 9 760.00
19
1
21 10 760.00
20

1 21
11
760.00
21
1 22
5
760.00
22
1 22
6
760.00
23
1 22
7
760.00
24
1 22
8
760.00
25
1 22
9
760.00
26
1 22
10
760.00
27
1 22
11
760.00
28
1 23
5
760.00
29
1 23
6
760.00
30
1 23
7
760.00
31
1 23
8
760.00
32
1 23
9
760.00
33
1 23
10
760.00
34
1 23
11
760.00
35
1 24
5
760.00
36
1 24
6
760.00
37
1 24
7
760.00
38
1 24
8
760.00
39
1 24
9
760.00
40
1 24
10
760.00
41
1 24
11
760.00
42
1 25
5
760.00
43
1 25
6
760.00
44
1 25
7
760.00
45
1 25
8
760.00
46
1 25
9
760.00
47
1 25
10
760.00
48
1 25
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
OMAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
1.863 ( 1, 22, 8) 1.356 ( 1, 22, 8) .6873 ( 1, 22, 8) .2133 ( 1, 22, 8)
.2894E-01 ( 1, 22, 8)
.1278E-02 ( 1, 16, 13)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
1 1 1 0

1 HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
1 2
3
4
5 6 7
8
9 10 11 12 13
14
15
..................................................................................................
0 1
96.0
96.3
96.6
96.8
96.9
97.0
96.9
96.7
96.4
95.9
95.2
94.5
93.7
92.3
90.5
0 2
96.0
96.3
96.7
96.9
97.1
97.2
97.1
96.9
96.6
95.4
94.6
93.8
92.4
90.5
0 3
96.0
96.3
96.8
97.1
97.4
97.5
97.5
97.3
97.0
_96.1
96.4 "
5.7
94.8
93.9
92.4
90.5
0 4
96.0
96.4
96.9
97.2
97.6
97.8
97.8
97.7
97.3
96.7
95.9
95.0
94.0
92.4
90.5
0 5
96.0
96.4
97.0
97.4
97.8
98.0
98.1
97.9
97.5
96.9
96.1
95.1
94.1
92.5
90.5
0 6
96.0
96.4
97.0
97.4
97.8
98.1
98.2
98.0
97.6
97.0
96.2
95.2
94.2
92.5
90.5
0 7
96.0
96.5
97.0
97.4
97.8
98.1
98.2
98.0
97.6
97.0
96.2
95.2
94.2
92.5
90.5
0 8
96.0
96.4
97.0
97.4
97.7
98.0
98.0
97.8
97.5
96.9
96.1
95.1
94.1
92.5
90.5
0 9
96.0
96.4
96.9
97.2
97.5
97.7
97.7
97.6
97.2
96.6
95.9
95.0
94.0
92.5
90.5
0 10
96.0
96.4
96.8
97.0
'�
94.8
93.9
92.4
90.5
0 11
96.0
96.4
96.7
96.9
97.0
97.1
97.1
96.9
96.5
96.0
95.4
94.6
93.8
92.4
90.5
0 12
96.0
96.3
96.6
96.8
96.9
96.9
96.8
96.6
96.3
95.8
95.2
94.5
93.8
92.4
90.5
0 13
96.0
96.3
96.6
96.7
96.8
96.8
96.7
96.5
96.1
95.7
95.1
94.4
93.7
92.4
90.5
014
96.0
96.3
96.5
96.7
96.7
96.7
96.6
96.4
96.1
95.6
95.0
94.4
93.7
92.3
90.5
0 15
96.0
96.3
96.5
96.7
96.7
96.7
96.7
96.4
96.1
95.6
95.0
94.4
93.7
92.3
90.5
0 16
96.0
96.3
96.6
96.71
96.8
96.8
96.8
96.6
96.2
95.7
95.1
94.4
93.7
92.3
90.5
0 17
96.0
96.3
96.6
96.8197.0
97.1
97.1
96.9
96.5
96.0
95.3
94.5
93.7
92.3
90.5
0 18
96.0
96.3
96.7
97.1
`
97''
G' 5-97-1-96.5--A-.
94.8
9 3. 9
92.4
90.5
0 19
96.0
96.3
96.9
97.4
98.3
98.7
98.8
98.7
98.3
97.6
96.7
95.1
94.0
92.4
90.5
020
96.0
96.4
97.0
97.6
98.8
99.3
99.4
99.3
98.9
98.2
97.1
95.4
94.1
92.4
90.5
021
96.0
96.4
97.1
97.81
99.0
99.5
99.7
99.6
99.2
98.4
97.3
95.5
94.2
92.4
90.5
022
96.0
96.4
97.1
97.81
99.0
99.6
99.8
99.7
99.3
98.5
97.4
95.5
94.2
92.4
90.5
0 23
96.0
96.4
97.1
97.84
99.0
99.6
99.7
99.6
99.2
98.5
97.3
95.5
94.2
92.4
90.5
024
96.0
96.3
97.0
97.7i
98.8
99.3
99.5
99.3
98.9
98.2
97.1
95.4
94.1
92.4
90.5
025
96.0
96.3
96.9
97.4'.- 98.4
98.8
98.9
98.8
98.4
97.7
96.7
95.2
94.0
92.4
90.5
026
96.0
96.3
96.8
97.1
6
""7 .
-7-3--96-z-95-.9-
94.8
93.9
9 2. 31
90.5
027
96.0
96.3
96.7
96.9
97.2
97.3
97.3
97.1
96.7
96.2
95.5
94.6
93.8
92.3
90.5
028
96.0
96.3
96.6
96.8
97.0
97.1
97.1
96.9
96.5
96.0
95.3
94.5
93.7
92.3
90.5
029
96.0
96.2
96.6
96.7
96.9
97.0
96.9
96.7
96.4
95.9
95.2
94.5
93.7
92.3
90.5
0 30
96.0
96.2
96.5
96.7
96.8
96.9
96.8
96.6
96.3
95.8
95.1
94.4
93.6
92.3
90.5
0 31
96.0
96.2
96.5
96.6
96.8
96.8
96.7
96.5
96.2
95.7
95.1
94.3
93.6
92.3
90.5
0 32
96.0
96.2
96.4
96.5
96.6
96.7
96.6
96.4
96.0
95.5
94.9
' 94.3
93.5
92.2
90.5
0 33
96.0
96.1
96.3
96.4
96.5
96.5
96.4
96.2
95.8
95.4
94.8
94.1
93.4
92.2
90.5
0 34
96.0
96.1
96.2
96.3�
wz.-2-94.
-
94.0
93.3
92.1
90.5
0 35
96.0
96.1
96.1
96.2
96.2
96.1
96.0
95.7
95.4
95.0
94.5
93.9
9 3. 2
92.1
90.5
0 36
96.0
96.0
96.1
96.1
96.0
96.0
95.8
95.6
95.2
94.8
94.3
93.8
93.2
92.1
90.5
0 37
96.0
96.0
96.0
96.0
95.9
95.8
95.6
95.4
95.1
94.7
94.2
93.7
93.1
92.0
90.5
0 38
96.0
95.9
95.9
95.9
95.8
95.7
95.5
95.3
94.9
94.5
94.1
93.6
93.0
92.0
90.5
0 39
96.0
95.9
95.8
95.8
95.7
95.6
95.4
95.1
94.8
94.4
94.0
93.5
92.9
91.9
90.5
040
96.0
95.9
95.8
95.7
95.6
95.5
95.3
95.0
94.7
94.3
93.9
93.4
92.9
91.9
90.5
041
96.0
95.8
95.7
95.6
95.5
95.4
95.2
94.9
94.6
94.2
93.8
93.3
92.8
91.9
90.5
042
96.0
95.8
95.7
9 5.6
9 5.5
95.3
95.194:$`S4.
-947.1 93.
93.3
92.8
91.8
90.5
0 43
96.0
95.8
95.6
95.5
95.4
95.2
95.0
94.8
94.4
94.1
93.7
93.2
92.7
91.8
90.5
044
96.0
95.8
95.6
95.5
95.4
95.2
95.0
94.7
94.4
94.0
93.6
93.2
92.7
91.8
90.5
OHEAD WILL BE SAVED
ON UNIT
37 AT END OF
TIME STEP 1, STRESS PERIOD 1

0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0'
0
0' 0' 0' 0' 0' I' I' T' 0' 0' 0' 0' 0' 0' tt 0
0' 0' 0' 0' I' I' I' I' I' 0' 0' 0' 0' 0' £t 0
0' 0' 0' TT' T' T' I' I' I' 0' 0' 0' 0' Zt 0
0' 0' I' I' I' I' Z' T' T' I' T' 0' 0' 0' It 0
0' 0' T' I' Z' Z' Z' Z' Z' I' I' 0' 0' 0' Ot 0
0' 0' T' T' Z' Z' Z' Z• Z' I' T' 0' 0' 0' 6 £ 0
0' 0' T' T' Z' Z' Z' Z' Z' i' I' 0' 0' 0' 8 £ 0
0' 0' I' T' Z' Z' Z' Z' Z' T' I' 0' 0' 0' LE 0
0' 0' T' I' Z' Z' Z' Z' Z' T' I' 0' 0' 0' 9 £ 0
0' .0' i' Z. Z. £' £' £' Z' Z' T' 0' 0' 0' S£ 0
i'- 0' I' I' 0' 0' 0' t£ 0
T'- 0' Z' £' S' S' 9' 9' S' £' Z' I' I'- 0' £ £ 0
I'- 0' Z' t' 9' 9' L' 9' 9' t' Z' I' I'- 0' Z£ 0
I'- 0' Z' t' 9' L' L' L' 9' t' Z' T' I'- 0' I £ 0
I'- 0' Z' t' 9' 9' 9' 9' 9' t' Z' 0' I'- 0' 0£ 0
I' Z' t' t' S' t' t' Z' T' 0' T'- 0' 6Z 0
Z'- Z'- I'- 0' T' I' I' T' T' 0' I'- T'- I'- 0' 8 Z 0
Z•- £' t'- t'- t'- 9' S' S' t'- t'- t'- £'- Z'- 0' LZ 0
£'- S'- 8'- - - - - - - -.8'- 9'- Z'- 0' 9Z 0
£'- 8'- £'I- Z'Z- 9 7- 87- 67- 87- 9 7- Z'Z- Z'I- 8'- £'- 0' 9Z 0
£' O' T - 9' T - 8' Z- £' £- 9' £- L' £- 9' £- £' £- L' Z- 9-T- 6'- 0' tZ 0
t'- T ' I - 8' T - 0' £- L' £- O't- 0't- 6' £- 9' £- WE- L' I - O' I - t' - 0' £Z 0
t'- I'I- 8'T- I'£- 8'£- I't- I't- O't- L'£- 0'£- 8'T- T'I- t'- 0' ZZ 0
t'- O' T - L' I - WE` 9' £- 6' £- 0't- 6' £- 9' £- 6 Z- L' T - 0' I - £'- 0' T Z 0
£'- 6'- 9'I- L'Z- £'£- 9'£- 9'£- S'£- £'£- L'Z- S'I- 6'- £'- 0' OZ 0
£'- L'- Z'I- Z'Z- 97- 87- 67- 87- 97- I'Z- Z* I- L'- £'- 0' 61 0
Z•- S'- 8'- 1 1- L I- - - 9 1- 7 1- - L'- S' Z'- 0' 81 0
Z'- t'- 9' 9'- L'- L'- L'- 9'- 9' t'- £'- T'- 0' LIO
T'- I'- Z'- Z'- Z'- Z'- Z'- Z'- Z'- Z'- Z'- I'- I'- 0' 910
I'- I'- 0' 0' 0' I' T' I' 0' 0' 0' I'- T'- 0' 910
V- 0' 0' I' T' Z' Z' Z' I' T' 0' 0' I'- 0' tI0
I'- 0' 0' T' Z' Z' Z' Z' Z' T' 0' 0' T'- 0' El
I'- I'- 0' I' T' Z' Z' Z' I' T' 0' 0' I'- 0' ZI0
T'- I'- 0' T' T' Z' Z' Z' Z' T' 0' I'- T'- 0' 11 0
I'- F- 0' 0' T'- T'- 0' 01 0
Z'- V- I' 8' 0' I I' I I' I FT O' T 8' I' I'- T'- 0' 6 0
Z'- I'- Z' 6' Z' I £' I £' I £' I Z' T 6' Z' I'- Z'- 0' 8 0
Z'- I'- Z' 0'T £'I t'I t'T VI £'T 0'I Z' I'- Z'- 0' L 0
Z'- I'- Z' 0'T £'I t'I VT t'I £'I 0'I Z' I'- Z'- 0' 9 0
Z'- I'- I' 6' Z'T £'I £'T £'I Z'I 6' Z' I'- Z'- 0' 9 0
Z'- Z'- I' 8' I'T Z'I Z'I Z'T I'I 8' I' I'- Z'- 0' t 0
Z'- Z'- 0' 8' 0' Z'- Z'- 0' £ 0
Z'- £'- Z'- I'- 0' 0' 0' 0' 0' F- Z'- Z'- Z'- 0' Z 0
Z'- £'- £'- £'- £'- CI I" £'- £'- £'- £'- £'- Z'- 0' T 0
..................................................................................................
SI tT £T ZI 11 OT 6 8 L 9 9 t £ Z I
---------------------- =------------------------------------------------
I QORI3d SSH2I.LS NI I dHIS 3INI.L 30 QNH Zd 12TF[,kV I NI NMOQMH2TQ T

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP
1 IN STRESS PERIOD 1
-----------------------------------------------------------------------------
_ CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**31T
------------------
IN:
STORAGE = 12259.
CONSTANT HEAD = 193.93
WELLS = 37240.
TOTAL IN = 49693.
OUT:
STORAGE = 34038.
CONSTANT HEAD = 15632.
WELLS = .00000
TOTAL OUT = 49669.
IN - OUT = 23.809
PERCENT DISCREPANCY = .05
IN:
STORAGE = 12259.
CONSTANT HEAD = 193.93
WELLS = 37240.
TOTAL IN = 49693.
OUT:
STORAGE = 34038.
CONSTANT HEAD = 15632.
WELLS = .00000
TOTAL OUT = 49669.
IN - OUT = 23.809
PERCENT DISCREPANCY = .05
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES
HOURS
DAYS
YEARS
---------------------------------------------------------------------------
TIME STEP LENGTH 86400.0 1440.00
24.0000
1.00000
.273785E-02
STRESS PERIOD TIME 86400.0 1440.00
24.0000
1.00000
.273785E-02
TOTAL SIMULATION TIME 86400.0 1440.00
24.0000
1.00000
.273785E-02

I U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
0I/0 UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
0BCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/l/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 2
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
04-11111111111111-1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 12
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 13
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
014
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1

0 15 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 16 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 17 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 19 -1 1 1. 11 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1111 1 1 1 1 1, 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 .1 -1
032 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
033 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
034 -1 1 1 1 1 1 1 1 1 1 1 -1 1 1 -1
035 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 36 -1 1 1 1 1 1 1 1 1 1 1 '1 1 1 -1
037 -1 1 '1 1 1 1 1 1 1 1 1 1 1 1 -1
038 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
039 -1 1 1 1 1 1 1 1 1 1 1 1.1 .1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1. 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 43 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99
0
UNIT 37
AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON
OHEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER, -8
OHEADS WILL BE SAVED ON UNIT 38 DRAWDOWNS WILL BE SAVED ON UNIT 0
OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
0 COLUMN TO ROW ANISOTROPY = 1.000000
0
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 50.000 50.000
0

DELC WILL BE READ ON UNIT 11 USING FORMAT: (IOF7.0)
-------------------------------------------------------------------------------
20.000 20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
0
1
0
1
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20.000
20000
20.000
20.000
20.000
20.000
20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER
0 BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE = .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
0
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00 .5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
STRESS PERIOD NO. 1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000 ,
49 WELLS
LAYER ROW COL STRESS RATE WELL NO.
---------------------------------------
1 35 5 760.00 1
1 35 6 760.00 2
1 35 7 760.00 3
1 35 8 760.00 4
1 35 9 760.00 5
1 35 10 .760.00 6
1 35- 11 760.00 7
1 36 5 760.00 8
1 36 6 760.00 9
1 36 7 760.00 10
1 36 8 760.00 11
1 36 9 760.00 12
1 36 10 760.00 13
1 36 11 760.00 14
1 37 5 760.00 15
1 37 6 760.00 16

1 37
7
760.00
17
1 37
8
760.00
18
1 37
9
760.00
19
1 37
10
760.00
20
1 37
11
760.00
21
1 38
5
760.00
22
1 3 &
6
760.00
23
1 38
7
760.00,
24
1 '38
8
760.00
25
1 38
9
760.00
26
1 38
10
760.00
27
1 38
11
760.00
28
1 39
-5
760.00
29
1 39
6
760.00
30
1 39
7
760.00
31
1 39
8
760.00
32
1 39
9
760.00
33
1 39
10
760.00
34
1 39
11
760.00
35
1 40
5
760.00
36
1 40
6
760.00
.37
1 40
7
760.00
38
1 40
8
760.00
39
1 40
9
760.00
40
1 40
10
'760.00
41
1 40
11
760.00
42
1 41
5
760.00
43
1 41
6
760.00
44
1 41
7
760.00
45
1 41
8
760.00
46
1 41
9
760.00
47
1 41
10
760.00
48
1 41
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
OMAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
------------------------------------------------------------------------------------------------------------------
1.826 ( 1, 38, 8) 1.332 ( 1, 38, 8) .6803 ( 1, 38, 8) .2160 ( 1, 38, 8)
.3663E-01 ( 1, 44, 9)
.1492E-02 ( 1, 41, 12)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG =1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
1 1 1 0

1 HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
-----------------------------------------------------------------------
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
..................................................................................................
0 1
96.0
96.4
96.6
96.8
96.9
96.9
96.8
96.6
96.2
95.8
95.2
94.5
93.8
92.4
90.5
0 2
96.0
96.4
96.7
96.8
96.9
97.0
96.9
96.7
96.3
95.8
95.2
94.6
93.8
92.4
90.5
0 3
96.0
96.4
96.7
96.9
97.0
97.1
97.0
96.8
96.5
96.0
95.4 4.6
93.9
92.5
90.5
0 4
96.0
96.4
96.8
97.0
97.2
97.2
97.2
97.0
96.6
96.1
95.5 1
94.7
93.9
92.5
90.5
0 5
96.0
96.5
96.9
97.1
97.2
97.3
97.3
97.1
96.7
96.2
95.6
94.8
94.0
92.5
90.5
0 6
96.0
96.5
96.9
97.1
97.3
97.4
97.3
97.1
96.8
96.3
95.6
94.9
94.0
92.5
90.5
0 7
96.0
96.5
96.9
97.1
97.3
97.4
97.3
97.1
96.8
96.3
95.6
94.9
94.0
92.5
90.5
0 8
96.0
96.5
96.8
97.1
97.2
97.3
97.2
97.0
96.7
96.2
95.5
94.8
94.0
92.5
90.5
0 9
96.0
96.4
96.8
97.0
97.1
97.2
97.1
96.9
96.5
96.0
95.4
94.7
93.9
92.5
90.5
0 10
96.0
96.4
96.7
96.9
-96s3-96:7 96:4-9-5-9
.:
94.6
93.9
92.5
90.5
011
96.0
96.4
96.6
96.8
96.9
96.9
96.8
96.5
96.2
95.7
95.2
94.5
93.8
92.4
90.5
012
96.0
96.4
96.6
96.7
96.8
96.7
96.6
96.4
96.1
95.6
95.1
94.4
93.7
92.4
90.5
0 13
96.0
96.3
96.6
96.6
96.7
96.7
96.5
96.3
96.0
95.5
95.0
94.4
9 3. 7
92.4
90.5
014
96.0
96.3
96.5
96.6
96.7
96.6
96.5
96.3
96.0
95.5
95.0
94.4
93.7
92.4
90.5
0 15
96.0
96.3
96.6
96.7
96.7
96.7
96.6
96.4
96.0
95.6
95.0
94.4
93.7
92.4
90.5
0 16
96.0
9 6. 31
96.6
96.7
96.8
96.8
96.7
96.5
96.2
95.7
95.1
94.5
93.7
92.4
90.5
0 17
96.0
96.4
96.7
96.91
97.0
97.0
97.0
96.8
96.4
95.9
95.3
; 94.6
93.8
92.4
90.5
0 18
96.0
96.4
96.8
97.1
3�-7-1-96:8--96-3-9-5-
94.8
94.0
92.5
90.5
0 19
96.0
9.6.5
97.0
97.3
97.6
97.8
97.8
97.6
97.2
96.7
95.9
95.0
94.1
92.5
90.5
020
96.0
96.5
97.1
97.4
97.8
98.1
98.1
97.9
97.6
97.0
96.2
95.2
94.2
92.6
90.5
021
96.0
96.5
97.1
97.61
98.0
98.3
98.3
'98.2
97.8
97.2
96.3
95.3
94.3
92.6
90.5
022
96.0
96.5
97.2
97.61
98.0
98.3
98.4
98.2
97.8
97.2
96.4
95.4
94.3
92.6
90.5
0 23
96.0
96.5
97.2
97.61 98.0
98.3
98.3
98.2
97.8
97.2
96.395.3
9 4. 3
92.6
90.5
024
96.0
96.5
97.1
97.51 97.9
98.1
98.2
98.0
97.6
97.0
96.2195.2
94.2
92.6
90.5
025
96.0
96.5
97.0
97.31 97.6
97.8
97.8
97.7
97.3
96.7
96.0
195.1
94.1
92.5
90.5
026
96.0
96.4
96.9
97.1j 7-3 96 9-96t4. 951
94.8
94.0
92.5
90.5
027
96.0
96.4
96.7
96.9 97.1
97.2
97.1
96.9
96.6
96.1
95.4
94.7
93.9
92.4
90.5
028
96.0
96.3
96.6
96.8 96.9
97.0
96.9
96.7
96.3
95.8
95.2
94.5
93.8
92.4
90.5
029
96.0
96.3
96.6
96.7 96.8
96..8
96.7
96.5
96.2
95.7
95.1
94.4
93.7
92.4
90.5
0 30
96.0
96.3
96.5
96.71, 96.7
96.8
96.7
96.4
96.1
95.6
95.1
94.4
93.7
92.4
90.5
0 31
96.0
96.3
96.5
96.1 96.7
96.7
96.7
96.4
96.1
95.6
95.0
94.4
9 3. 7
92.3
90.5
0 32
96.0
96.3
96.5
96.7, 96.8
96.8
96.8
96.5
96.2
95.7
95.1
94.4
93.7
92.3
90.5
0 33
96.0
96.3
96.6
96.8l' 97.0
97.1
97.0
96.8
96.5
95.9
95.3
194.5
93.7
92.3
90.5
0 34
96.0
96.3
96.7
97.0
0 35
96.0
96.3
96.8
97.3
0 36
96.0
96.3
96.9
97.5
0 37
96.0
9 6. 31
96.9
97.6
0 38
96.0
96.3
96.9
97.6
0 39
96.0
96.2
96.8
97.5
040
96.0
96.2
96.7
97.2
041
96.0
96.1
96.5
96.9
94.7
93.8
92.3
90.5
95.1
93.9
92.4
90.5
95.3
94.0
92.4
90.5
95.3
94.1
92.3
90.5
9 5. 3
94.0
92.3
90.5
95.2
93.9
92.3
90.5
95.0
9 3. 8
92.2
90.5
94.6
93.6
92.1
90.5
0 42 96.0 96.0 96.2 96.5 96.7 96.9 96.8 96.6 96.3 95.7 95.0 94.1 93.3 92.1 90.5
0 43 96.0 96.0 96.1 96.1 96.2 96.2 96.1 95.9 95.5 95.1 94.5 93.8 93.2 92.0 90.5
0 44 96.0 96.0 96.0 96.0 96.0 95.9 95.8 95.6 95.2 94.8 94.3 93.7 93.1 92.0 90.5
OHEAD WILL BE SAVED ON UNIT 38 AT END OF TIME STEP 1, STRESS PERIOD 1

11
DRAWDOWN IN LAYER 1 AT END OF TIME STEP I IN STRESS PERIOD 1
-----------------------------------------------------------------------
01
02
03
04
05
06
07
08
09
010
Oil
012
013
014
0 15
0 16
017
0 18
0 19
020
021
022
023
024
025
026
027
029
029
030
031
032
0 33
034
0 35
0 36
0 37
0 38
039
040
041
042
043
044
0
1 2 3
4
5 6
7
8
9
10 .11 12 13 14 15
...........................................................................................
.0
-.1
-<1
.0
.1
.1
.1
.2
.1 .1 .0 .0 -.1 -.1 .0
.0
-.1
.0
.1
.1
.2
.3
.3
.3 .2 .1 :0 .0- -.1 .0
.0
-.1
.0
.1
.1 .0 . -.1 .0
.0'
.0
.1
.2
.4
.6
.7
.7
.7 .6 .4
.2 .1 -.1 .0
.0
.0
.1
.3
.5
.7
.8
.8
.8 .7 .5
.3 .1 .0 0
.0"
.0
.1
.3
.6
.7
.8
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-.8 -.7 -.6 -.5 -.4 -.2 .0

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 1 IN STRESS
PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
IN:
STORAGE = 14862.
CONSTANT HEAD = 11.960
WELLS = 37240.
TOTAL IN = 52114.
OUT:
STORAGE = 34562.
CONSTANT HEAD = 17540.
WELLS = .00000
TOTAL OUT = 52102.
IN - OUT = 12.008
PERCENT DISCREPANCY = .02
------------------------
IN:
STORAGE = 14862.
CONSTANT HEAD = 11.960
WELLS = 37240.
TOTAL- IN = 52114.
OUT:
STORAGE = 34562.
CONSTANT HEAD = 17540.
WELLS = .00600
TOTAL OUT = 52102.
IN - OUT = 12.008
PERCENT DISCREPANCY = .02
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES - HOURS DAYS YEARS
---------------------------------------------------------------------------
TIME STEP LENGTH 86400.0 1440.00 24.0000 1.00000 .273785E-02
STRESS PERIOD TIME 86400.0 1440.00 24.0000 1.00000 .273785E-02
TOTAL SIMULATION TIME . 86400.0 1440.00 24.0000 1.00000 .273785E-02
J

I U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
OMountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
0I/0 UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
1/0 UNIT: 11 12 0 0 0 *0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
OBCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
i' 8180 ELEMENTS OF X ARRAY USED OUT OF 60000 .
` OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS.
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
IMountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run
2/20/97 '
0-
- BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1
USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0
1
-1
1
1 1
1 1
1 1
1
1 1
1 1
1-1
0
2
-1
1
1 1
1 1
1 1
1
1 1
1 1
1 -1
03-11111111111111-1
0
4
-1
1
1 1
1 1'
1 1
1
1 1
1 1
1 -1
0
5
-1
1
1 1
1 1
1 1
1
1 1
1 1
1-1
0
6
-1
1
1 1
1 1
1 1
1
1 1
1 1
14
0
7
-1
1
1 1
1 1
1 1
1
1 1
1 1
1-1

08-11111111111111-1
0 9 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 10 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 11 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 12 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 13 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 14 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
015 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 16 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 17 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 19 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1' 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0111 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
032 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 33 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 34 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 35 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 36 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
037 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 38 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
039 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
043 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99 AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON UNIT 38
-------------------------------------------------------------------------
HEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
HEADS WILL BE SAVED ON UNIT 39 DRAWDOWNS WILL BE SAVED ON UNIT 0
OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
COLUMN TO ROW ANISOTROPY = 1.000000
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
J 50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 50.000 50.000

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
h 20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE = .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00
.5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
1
STRESS PERIOD NO. 1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL STRESS RATE WELL NO.
---------------------------------------------
1 11 5 760.00 1
1 11 6 760.00 2
1 11 7 760.00 3
1 11 8 760.00 4
1 11 9 760.00 5
1 11 10 760.00 6
1 11 11 760.00 7
1 12 5 760.00 8
1 12 6 760.00 9
1 12 7 760.00 10
1 12 8 760.00 11
1 12 9 760.00 12
1 12 10 760.00 13
1 12 11 760.00 14
1 13 5 760.00 15
1 13 6 760.00 16
1 13 7 760.00 17
1 13 8 760.00 18
1 13 9 760.00 19

1
13
10
760.00
20
1
13
-11
760.00
21
1
14
5
760.00
22
1
14
6
760.00
23
1
14
7
760.00
24
1
14
8
760.00
25
1
14
9
760.00
26
1
14
10
760.00
27
1
14
11
760.00
28
1
15
5
760.00
29
1
15
6
760.00
30
1
15
7
760.00
31
1
15
8
760.00
32
1
15
9
760.00
33
1
15
10
760.00
34
1
15
11
760.00
35
1
16
5
760.00
36
1
16
6
760.00'
37
1
16
7
760.00
38
1
16
8
160.00
39
1
16
9
760.00
40
1
16
10
760.00
41
1
16
11
760.00
42
1
17
5
760.00
43
1
17
6
760.00
44
1
17
7
760.00
45
1
17
8
760.00
46
1
17
9
760.00
47
1
17
10
760.00
48
1
17
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
MAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
-------------------------------------------------------------------------------------------------------------------
1.817 ( 1, 14, 8) 1.328 ( 1, 14, 8) .6734 ( 1, 14, 8) .2089 ( 1, 14, 8)
.2804E-01 ( 1,.14, 8)
..1162E-02 ( 1, 12, 14)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
----------------------------------
1 1 1 0

I HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
1 2
3
4
5 6 7
8
9
10 11 12 13
14 15
..................................................................................................
0 1
96.0
96.4
96.6
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90.5
0 34
96.0
96.4
96.8
97.0
- • ..
-- .:7 -9 .2---935 .7
93.9
91.4
90.5
0 35
96.0
96.4
96.9
97.2
97.5
97.6
97.6
97.5
97.1
96.5
95.8
�94.9
94.0
92.5
90.5
0 36
96.0
96.4
97.0
97.3
97.7
97.9
97.9
97.8
97.4
96.8
96.0
1 59
94.1
92.5
90.5
0 37
96.0
96.4
97.0
97.4
97.8
98.0
98.1
97.9
97.5
96.9
96.1
95.1
94.1
92.5
90.5
0 38
96.0
96.4
97.0
97.4
97.8
98.0
98.1
97.9
97.5
96.9
96.1
95.1
94.1
92.5
90.5
039
96.0
96.4
96.9
97.3
97.6
97.9
97.9
97.8
97.4
96.8
96.0
i95.0
94.0
92.4
90.5
040
96.0
96.3
96.8
97.1
97.4
97.6
97.6
97.5
97.1
96.5
95.7
�94.8
93.9
92.4
90.5
041
96.0
96.3
96.6
96.9
97.1
97.2
97.2
97.0
96.7
96.'1
95.4
,94.6
93.7
92.3
90.5
042
96.0
96.2
96.4
96.6
96.7
96.8
96.7
96.5
96.2
95.7
95.0
94.3
93.6
92.2
90.5
0 43
96.0
96.1
96.3
96.4
96.5
96.5
96.4
96.1
95.8
95.3
94.7
94.1
93.4
92.2
90.5
044
96.0
96.1
96.2
96.3
96.3
96.3
96.2
95.9
95.6
95.1
94.6
94.0
9 3. 3)
92.1
90.5
OHEAD WILL
BE SAVED
ON UNIT
39 AT END OF TIME STEP 1, STRESS PERIOD 1

CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O p O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-A •P -P 41. •A W W w w w w w w w w N tJ N N N tJ N N N IQ �,D oo --1 ON vi -A. w N
.p w N — O *,D 00 �1 ON vi -A W N O � 00 -1 CN t-A .p. U-) N O �,D .00 4 ON 4�A -P W N O
O O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .'
IQ IQ IQ IQ IQ tJ - F -` .-` r �-` .- O O O O O O O O O O �- • IJ tJ U,) uj w w w w N (J -° O O O O O O O O
N N N �- • , r , i-+ O , , r r O O O O O O �- '- • • O �• N lei �1 �o O CD O 00 .1 .A. O �- • �- • .� �--. .
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IJIJwI,iw�wwIJIJ'
O O O O O O O O O O O O O O O O O O O O O O p p O CD
O 'O O CD CD OCD Cl Cl

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP 1 IN STRESS
PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
------------------
IN:
STORAGE = 14407.
CONSTANT HEAD = .00000
WELLS = 37240.
TOTAL IN = 51647.
OUT:
STORAGE = 32172.
CONSTANT HEAD = 19455.
WELLS = .00000
TOTAL OUT = 51627.
IN - OUT = 20.547
PERCENT DISCREPANCY = .04
IN:
STORAGE = 14407.
CONSTANT HEAD = .00000
WELLS = 37240.
TOTAL IN = 51647.
OUT:
STORAGE = 32172.
CONSTANT HEAD = 19455.
WELLS = .00000
TOTAL OUT = 51627.
IN - OUT = 20.547
PERCENT DISCREPANCY = .04
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS YEARS
--------------------=------------------------------------------------------
TIME STEP LENGTH 86400.0
1440.00
24.0000
1.00000
.273785E-02
STRESS PERIOD TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02
TOTAL SIMULATION TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02

I U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
Mountaire Farms Plan, Infiltration Gallery Model I DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
01/0 UNITS:
ELEMENT OF IUNIT: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
1/0 UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS 1 -- BASIC MODEL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
OBCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/l/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
IMountaire. Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (1512)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 2
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
'. 010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
012
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 13
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
014
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 15
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1

I
0 16 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
017 -1 1 1 .1 1 1 1 1 1 1, 1 1 1 1 -1
018 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
019 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
032 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
033 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
034 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 35 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
036 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
037 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
038 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
039 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
043 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99
0
UNIT 39
AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON
OHEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
OHEADS WILL BE SAVED ON UNIT 40 DRAWDOWNS WILL BE SAVED ON UNIT 0
OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
0 COLUMN TO ROW ANISOTROPY = 1.000000
0
DELR WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 50.000 50.000
0

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
20.000 20.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
0
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
--------------------------------=----------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE = .10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00 .5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
1 STRESS PERIOD NO. 1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49 WELLS
LAYER ROW COL STRESS RATE WELL NO.
---------------------------------------------
1 27 5 760.00 1
1 27 6 760.00 2
1 27 7 760.00 3
1 27 8 760.00 4
1 27 9 760.00 5
1 27 10 760.00 6
1 27 11 760.00 7
1 28 5 760.00 8
1 28 6 760.00 9
1 28 7 760.00 10
1 28 8 760.00 11
1 28 9 760.00 12
1 28 10 760.00 13
1 28 11 760.00 14
1 29 5 760.00 15
1 29 6 760.00 16
1 29 7 760.00 17
1 29 8 760.00 18

1
29
9
760.00
19
1
29
10
760.00
20
1
29
11
760.00
21
1
30
5
760.00
22
1
30
6
760.00
23
1
30
7
760.00
24
1
30
8
760.00
25
1
30
9
760.00
26
1
30
10
760.00
27
1
30
11
760.00
28
1
31
5
760.00
29
1
31
6
760.00
30
1
31
7
760.00
31
1
31
8
760.00
32
1
31
9
760.00
33
1
31
10
760.00
34
1
31
11
760.00
35
1
32
5
760.00
36
1
32
6
760.00
37
1
32
7
760.00
38
1
32
8
160.00
39
1
32
9
760.00
40
1
32
10
760.00
41
1
32
11
760.00
42
1
33
5
760.00
43
1
33
6
760.00
44
1
33
7
760.00
45
1
33
8
760.00
46
1
33
9
760.00
47
1
33
10
760.00
48
1
33
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
OMAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
--------------
1.816 ( 1, 30, 8) 1.327 ( 1, 30, 8) .6738 ( 1, 30, 8) .2095 ( 1, 30, 8)
.2831E-01 ( 1, 29, 7)
.1280E-02 ( 1, 24, 13)
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = 1
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
, HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
1 1 1 0

HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
1 2
3
4
5 6 7
8
9
10 11 12 13
14
15
..................................................................................................
0 1
96.0
96.3
96.5
96.5 96.5
96.5
96.3
96.1
95.8
95.4
94.9
94.3
93.6
92.4
90.5
0 2
96.0
96.3
96.5
96.6 96.6
96.5
96.4
96.1
95.8
95.4
94.9
94.3
93.7
92.4
90.5
0 3
96.0
96.4
96.5
96.6
96.6
96.6
96.4
96.2
95.9
95.4
94.9
94.3
93.7
92.4
90.5
0 4
96.0
96.4
96.6
96.7
96.7
96.6
96.5
96.3
95.9
95.5
95.0
94.4
93.7
92.5
90.5
0 5
96.0
96.4
96.6
96.7
96.8
96.7
96.6
96.4
96.0
95.6
95.1
94.5
93.8
92.5
90.5
0 6
96.0
96.4
96.7
96.8
96.9
96.8
96.7
96.5
96.2
95.7
95.2
94.6
93.9
92.5
90.5
0 7
96.0
96.5
96.8
96.9
97.0
97.0
96.9
96.7
96.3
95.9
95.3
94.7
93.9
92.6
90.5
0 8
96.0
96.5
96.9
97.1
97.2
97.2
97.1
96.9
96.6
96.1
95.5
94.8
94.0
92.6
90.5
0 9
96.0
96.6
97.0
97.2
97.4
97.5
97.4
97.2
96.9
96.4
95.7
95.0
94.2
92.7
90.5
0 10
96.0
96.6
97.2
97.5 ,
9- .;z
°''�T8
97.7-97,22-9
.
.
95.2
94.3
92.7
90.5
011
96.0
96.7
97.3
97.7198.1
98.3
98.3
98.1
97.8
97.2
96.4
95.5
94.5
92.8
90.5
012
96.0
96.7
97.4
97.9
98.3
98.6
98.7
98.5
98.1
97.5
96.7
95.7
94.6
92.8
90.5
0 13
96.0
96.8
97.5
98.0
98.5
98.8
98.9
98.7
98.4
97.7
96.9
95.8
94.7
92.9
90.5
0 14
96.0
96.8
97.6
98.1
98.6
98.9
99.0
98.8
98.5
97.8
96.9
95.9
94.8
92.9
90.5
0 15
96.0
96.8
97.6
98.1
98.6
98.9
99.0
98.8
98.4
97.8
96.9
95.9
94.8
92.9
90.5
0 16
96.0
96.8
97.5
98.0
98.4
98.7
98.8
98.6
98.3
97.6
96.8
95.8
94.7
92.9
90.5
0 17
96.0
96.8
97.4
97.8
98.2
98.5
98.5
98.4
98.0
97.4
96.6
95.6
94.6
92.8
90.5
0 18
96.0
96.7
97.3
97.7
198.1 98-0
94 6-
2TQ
96.9
j95.4
94.5
92.8
90.5
0 19
96.0
96.7
97.2
97.5
97.7
97.9
97.8
97.6
97.3
96.8
96.1
95.3
94.4
92.8
90.5
020
96.0
96.7
97.1
97.4
97.6
97.7
97.6
97.4
97.1
96.6
95.9
95.1
94.3
92.7
90.5
021
96.0
96.6
97.1
97.3
97.5
97.5
97.5
9 7. 31
96.9
96.4
95.8
05.1
94.2
92.7
90.5
022
96.0
96.6
97.0
97.3
97.4
97.5
97.4
97.2
96.9
96.4
95.7
;95.0
94.2
92.7
90.5
0 23
96.0
96.6
97.0
97.2
i97.4
97.5
97.4
97.2
96.9
96.4
95.7
195.0
94.2
92.7
90.5
024
96.0
96.6
97.1
97.3
!97 5
97.6
97.5
97.3
97.0
96.5
95.8
95.0
94.2
92.7
90.5
025
96.0
96.6
97.1
97.4
197.7
97.8
97.8
97.6
97.2
96.7
96.0
95.2
94.3
92.7
90.5
026
96.0
96.6
97.2
97.6
98. - 98. 4-98.4 -9-9.'
5.4
94.4
92.7
90.5
027
96.0
96.6
97.4
98.0
199.0
99.4
99.5
99.4
99.0
98.3
97.3
5.7
94.5
92.7
90.5
028
96.0
96.7
97.5
98.2
99.4
100.0 100.1
100.0
99.6 98.9 97. 96.0
94.6
92.7 90.5
029
96.0
96.7
97.5
98.3
199.6
100.2
100.4
100.3
99.9 99.1 97. 96.1
94.7
92.7 90.5
0 30
96.0
96.7
97.6
98.4
:99.6
100.3 100.5
100.4
99.9 99.2 98. 96.1
94.7
92.7 90.5
0 31
96.0
96.7
97.5
98.3
199 * 6
100.2 100.4 100.3 99.9 99.1 98. 96.1
94.7
92.7 90.5
0 32
96.0
96.6
97.5
98.2
j99.4
96.0
100.0 100.2 100.0 99.6 98.9 97.1.5.8
94.6
92.7 90.5
0 33
96.0
96.6
97.4
98.0 99.0
99.5
99.6
99.5
99.1
98.4
97.4
94.5
92.7
90.5
0 34
96.0
96.6
97.2
97.7
98.5
98.4
98.0
�
9.n5.4
19.5
94.4
92.7
90.5
0 35
96.0
96.6
97.1
97.4
97.8
98.0
98.0
97.8
97.4
96.9
96.1
5.2
94.3
92.6
90.5
0 36
96.0
96.5
97.0
97.3
197.6
97.7
97.7
97.5
97.1
96.6
95.9
5.1
94.2
92.6
90.5
0 37
96.0
96.5
97.0
97.2
97.4
97.5
97.5
97.3
97.0
96.4
95.8
5.0
94.1
92.6
90.5
0 38
96.0
96.5
96.9
97.1
97.4
97.4
97.2
96.8
96.3
95.6
4.9
94.0
92.5
90.5
0 39
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96.4
96.8
97.0
i97.3
97.3
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97.0
96.7
96.1
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4.8
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92.5
90.5
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96.0
96.4
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96.0
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96.6
96.7196.8
96.8
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96.2
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4.4
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r 042
96.0
96.3
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96.0
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96.4 96.4
96.3
96.2
96.0
95.6
95.2
94.7
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93.4
92.2
90.5
OHEAD WILL BE SAVED ON UNIT
40 AT END OF
TIME STEP 1, STRESS
PERIOD 1

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O O O O O O O O O O O O O

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP
1 IN STRESS PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
IN:
STORAGE = 15185.
CONSTANT HEAD = .00000
WELLS = 37240.
TOTAL IN = 52425.
OUT:
STORAGE = 31197.
CONSTANT HEAD = 21211.
WELLS = .00000
TOTAL OUT = 52407.
IN - OUT = 17.891
PERCENT DISCREPANCY = .03
------------------------
IN:
STORAGE = 15185.
CONSTANT HEAD = .00000
WELLS = 37240.
TOTAL IN = 52425.
OUT:
STORAGE = 31197.
CONSTANT HEAD = 21211.
WELLS = .00000
TOTAL OUT = 52407.
IN - OUT = 17.891
PERCENT DISCREPANCY = .03
TIME SUMMARY AT END OF TIME STEP 1 IN STRESS PERIOD 1
SECONDS MINUTES HOURS DAYS YEARS
TIME STEP LENGTH 86400.0
1440.00
24.0000
1.00000
.273785E-02
STRESS PERIOD TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02
TOTAL SIMULATION TIME 86400.0
1440.00
24.0000
1.00000
.273785E-02

U.S. GEOLOGICAL SURVEY MODULAR FINITE -DIFFERENCE
GROUND -WATER MODEL
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
1 LAYERS 44 ROWS 15 COLUMNS
1 STRESS PERIOD(S) IN SIMULATION
MODEL TIME UNIT IS DAYS
0I/0 UNITS:
ELEMENT OF IUNIT: 1 2 3' 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24
I/O UNIT: 11 12 0 0 0 0 0 0 19 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0
OBAS1 -- BASIC MODEL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM UNIT 1
ARRAYS RHS AND BUFF WILL SHARE MEMORY.
START HEAD WILL BE .SAVED
6003 ELEMENTS IN X ARRAY ARE USED BY BAS
6003 ELEMENTS OF X ARRAY USED OUT OF 60000
OBCF1 -- BLOCK -CENTERED FLOW PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM
UNIT 11
TRANSIENT SIMULATION
LAYER AQUIFER TYPE
1 1
1981 ELEMENTS IN X ARRAY ARE USED BY BCF
7984 ELEMENTS OF X ARRAY USED OUT OF 60000
OWEL1 -- WELL PACKAGE, VERSION 1, 9/1/87 INPUT READ FROM 12
MAXIMUM OF 49 WELLS
196 ELEMENTS IN X ARRAY ARE USED FOR WELLS
8180 ELEMENTS OF X ARRAY USED OUT OF 60000
OSIP1 -- STRONGLY IMPLICIT PROCEDURE SOLUTION PACKAGE, VERSION 1, 9/1/87
INPUT READ FROM UNIT 19
MAXIMUM OF 50 ITERATIONS ALLOWED FOR CLOSURE
5 ITERATION PARAMETERS
2845 ELEMENTS IN X ARRAY ARE USED BY SIP
11025 ELEMENTS OF X ARRAY USED OUT OF 60000
Mountaire Farms Plan, Infiltration Gallery Model 1 DAY Transient Run 2/20/97
BOUNDARY ARRAY FOR LAYER 1 WILL BE READ ON UNIT 1 USING FORMAT: (15I2)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
0 1
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 2
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 3
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 4
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 5
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 6
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 7
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 8
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
0 9
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
010
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
Oil
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
012
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
0 13
-1
1
1
1
1
1
1
1
1
1
1
1
1
1 -1
014
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1
015
-1
1
1
1
1
1
1
1
1
1
1
1
1
1-1

016 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
017 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 18 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
019 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
020 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
021 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
022 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
023 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
024 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
025 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
026 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
027 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
028 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
029 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
030 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
031 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
032 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 33 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 34 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
035 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
036 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
037 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 38 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 39 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
040 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
041 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
042 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
0 43 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
044 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1
OAQUIFER HEAD WILL BE SET TO 999.99 AT ALL NO -FLOW NODES (IBOUND=O).
INITIAL HEAD, LAYER 1 WILL BE READ UNFORMATTED ON UNIT 40
OHEAD PRINT FORMAT IS FORMAT NUMBER -8 DRAWDOWN PRINT FORMAT IS
FORMAT NUMBER -8
OHEADS WILL BE SAVED ON UNIT 41 DRAWDOWNS WILL BE SAVED ON UNIT 0
OOUTPUT CONTROL IS SPECIFIED EVERY TIME STEP
0 COLUMN TO ROW ANISOTROPY = 1.000000
DELR WILL BE READ ON UNIT 11 USING FORMAT: (1 OF7.0)
---------------------------------------- ---------------------------------------
50.000 50.000 20.000 20.000 20.000 20.000 20.000 20.000
20.000 20.000
20.000 20.000 20.000 50.000 50.000
0

DELC WILL BE READ ON UNIT 11 USING FORMAT: (10F7.0)
-------------------------------------------------------------------------------
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000 20.000 20.000 20.000 20.000
20.000
20.000
20.000
20.000
20.000 20.000
PRIMARY STORAGE COEF = .3200000 FOR LAYER 1
HYD. COND. ALONG ROWS = 10.50000 FOR LAYER 1
BOTTOM = 50.00000 FOR LAYER 1
SOLUTION BY THE STRONGLY IMPLICIT PROCEDURE
-------------------------------------------
MAXIMUM ITERATIONS ALLOWED FOR CLOSURE = 50
ACCELERATION PARAMETER = 1.0000
HEAD CHANGE CRITERION FOR CLOSURE _ ..10000E-01
SIP HEAD CHANGE PRINTOUT INTERVAL = 999
5 ITERATION PARAMETERS CALCULATED FROM SPECIFIED WSEED = .02663700 :
.0000000E+00
.5960094E+00 .8367915E+00 .9340653E+00 .9733630E+00
1
STRESS PERIOD NO. 1, LENGTH = 1.000000
----------------------------------------------
NUMBER OF TIME STEPS = 1
MULTIPLIER FOR DELT = 1.000
INITIAL TIME STEP SIZE = 1.000000
49
WELLS
:4v
LAYER ROW COL STRESS RATE WELL NO.
---------------------------------------------
1 3 5 760.00 1
1 3 6 760.00 2
1 3 7 760.00 3
1 3 8 760.00 4
1 3 9 760.00 5
1 3 10 760.00 6
1 3 11 760.00 7
1 4 5 760.00 8
1 4 6 760.00 9
1 4 7 760.00 10
1 4 8 760.00 11
1 4 9 760.00 12
1 4 10 760.00 13
1 4 11 760.00 14
1 5 5 760.00 15
'
1 5 6 760.00 16
1 5 7 760.00 17
1 5 8 760.00 18
1 5 9 760.00 19

1
5
10
760.00
20
1
5
11
760.00
21
1
6
5
760.00
22
1
6
6
760.00
23
1
6
7
760.00
24
1
6
8
760.00
25
1
6
9
760.00
26
1
6
10
760.00
27
1
6
11
760.00
28
1
7
5
760.00
29
1
7
6
760.00
30
1
7
7
760.00
31
1
7
8.
760.00
32
1
7
9
760.00
33
1
7
10
760.00
34
1
7
11
760.00
35
1
8
5
760.00
36
1
8
6
760.00
37
1
8
7
760.00
38
1
8
8
760.00
39
1
8
9
760.00
40
1
8
10
760.00
41
1
8
11
760.00
42
1
9
5
760.00
43
1
9
6
760.00
44
1
9
7
760.00
45
1
9
8
760.00
46
1
9
9
760.00
47
1
9
1.0
760.00
48
1
9
11
760.00
49
0
6 ITERATIONS FOR TIME STEP 1 IN STRESS PERIOD 1
OMAXIMUM HEAD CHANGE FOR EACH ITERATION:
0 HEAD CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD
CHANGE LAYER,ROW,COL HEAD CHANGE LAYER,ROW,COL HEAD CHANGE
LAYER,ROW,COL
--------------
1.779 ( 1, 6, 8) 1.310 ( 1, 6, 8) .6781
( 1, 2, 8)
.1970E-02 ( 1, 1, 13)
( 1, 6, 8) .2244 ( 1, 5, 8) .3590E-01
0
OHEAD/DRAWDOWN PRINTOUT FLAG = 1 TOTAL BUDGET PRINTOUT FLAG = I
CELL -BY -CELL FLOW TERM FLAG = 0
OOUTPUT FLAGS FOR ALL LAYERS ARE THE SAME:
HEAD DRAWDOWN HEAD DRAWDOWN
PRINTOUT PRINTOUT SAVE SAVE
----------------------------------
1 1 1 0

I HEAD IN LAYER 1 AT END OF TIME STEP 1 IN STRESS PERIOD 1
1 2 3
4
5 6 7
8
9
10 11 12 13
14
15
..................................................................................................
0 1
96.0
96.5
97.0
97.3 97.6
97.7
97.7
97.5
97.1
96.6
95.9
95.0
94.1
92.6
90.5
0 2
96.0
96.6
97.1
97.5 97.9
98.2
98.2
98.0
97.7
97.1
96.3
95.2
94.3
92.6
90.5
0 3
96.0
96.6
97.3
97.9
98.8
99.3
99.4
99.2
98.8
98.2
97.2
95.6
94.5
92.7
90.5
0 4
96.0
96.7
97.5
98.2
99.3
99.9 100.1
99.9
99.5
98.8
97.7
5.9
94.6
92.7
90.5
0 5
96.0
96.7
97.6
98.4
99.6 100.2
100.4 100.3 99.9 99.2 98.0
96.1
94.8 92.8 90.5
0 6
96.0
96.8
97.7
98.5
99.8 100.4
100.6 100.5 100.1
99.4
98.21
96.3 94.9
92.8 90.5
0 7
96.0
96.8
97.7
98.5
99.8 100.5
100.7 100.6 100.1
99.4
98.
96.3 94.9
92.9 90.5
0 8
96.0
96.8
97.7
98.5
9 9. 7 100.3
100.5
100.4 100.0
99.2
98.
96.3 94.9
92.9 90.5
0 9
96.0
96.8
97.7
98.3
99.4
99.9 100.0
99.9
99.5
98.8
97.8
6.1
94.8
92.9
90.5
0 10
96.0
96.8
97.6
98.1'
.0 98.9--98-5-9-7:9
917.0
5.9
94.8
92.9
90.5
0 11
96.0
96.8
97.5
97.9
98.3
98.5
98.6
98.4
98.0
97.4
96.6
95.7
94.7
92.9
90.5
012
96.0
96.8
97.5
97.8
98.2
98.3
98.4
98.2
97.8
97.3
96.5
95.6
94.7
92.9
90.5
0 13
96.0
96.8
97.5
97.8
98.1
98.3
98.3
98.1
97.7
97.2
96.5
95.6
94.7
92.9
90.5
014
96.0
96.8
97.4
97.8,
98.0
98.2
98.2
98.0
97.7
97.1
96.4
95.6
94.6
92.9
90.5
015
96.0
96.8
97.4
97.7
98.0
98.1
98.1
97.9
97.6
97.0
96.3
95.5
94.6
92.9
90.5
016
96.0
96.8
97.4
97.7;
97.9
98.0
98.0
97.8
97.5
96.9
96.2
95.4
94.5
92.9
90.5
017
96.0
96.8
97.3
97.6 97.8
97.9
97.8
97.6
97.3
96.8
96.1
95.3
94.5
92.9
90.5
0 18
96.0
96.7
97.2
97.4
95.2
94.4
92.8
90.5
.
0 19
96.0
96.7
97.1
97.3
97.5
97.5
97.5
97.3
96.9
96.4
95.8
95.1
94.3
92.8
90.5
020
96.0
96.6
97.1
97.2
97.4
97.4
97.3
97.1
96.8
96.3
95.7
95.0
94.2
92.7
90.5
�) 021
96.0
96.6
97.0
97.2
97.3
97.3
97.2
97.0
96.7
96.2
95.6
94.9
94.2
92.7
90.5
022
96.0
96.6
97.0
97.2
97.3
97.3
97.2
97.0
96.7
96.2
95.6
94.9
94.2
92.7
90.5
0 23
96.0
96.6
97.0
97.2
97.3
97.3
97.3
97.1
96.7
96.2
95.6
95.0
94.2
92.7
90.5
024
96.0
96.6
97.1
9 7. 3
97.4
97.5
97.4
97.2
96.8
96.4
95.7
95.0
94.2
92.7
90.5
025
96.0
96.7
97.1
97.4
97.6
97.7
97.6
97.4
97.1
96.6
95.9
195.2
94.3
92.8
90.5
026
96.0
96.7
97.3
97.6
0--97-8-9-7...4-96-9.-96.
9 5. 3
94.4
92.8
90.5
027
96.0
96.7
97.4
97.8 ;198.1
98.4
98.4
98.2
97.9
97.3
96.5
95.5
94.6
92.8
90.5
028
96.0
96.8
97.5
97.9 98.4
98.7
98.7
98.6
98.2
97.6
96.7
95.7
94.7
92.9
90.5
029
96.0
96.8
97.6
98.1 98.5
98.8
98.9
98.8
98.4
97.8
96.9
95.8
94.8
92.9
90.5
0 30
96.0
96.8
97.6
98.1 198.6
98.9
99.0
98.9
98.5
97.8
97.0
95.9
94.8
92.9
90.5
0 31
96.0
96.8
97.6
98.1 198.5
98.9
98.9
98.8
98.4
97.8
96.9
95.8
94.8
92.9
90.5
0 32
96.0
96.8
97.5
98.0::98.4
98.7
98.8
98.6
98.2
97.6
96.8
95.7
94.7
92.9
90.5
0 33
96.0
96.7
97.4
97.8 198.2
98.4
98.4
98.3
97.9
97.3
96.5
95.6
94.6
92.8
90.5
0 34
96.0
96.7
97.2
97.6
97�7r-5-96-94 ._
95.3
94.4
92.8
90.5
0 35
96.0
96.6
97.1
97.4
97.6
97.7
97.7
97.5
97.1
96.6
95.9
95.1
94.3
92.7
90'.5
036
96.0
96.6
97.0
97.2
97.4
97.4
97.4
97.2
96.8
96.3
95.7
95.0
94.2
92.7
90.5
0 37
96.0
96.5
96.9
97.1
97.2
97.2
97.2
96.9
96.6
96.1
95.5
94.8
94.0
92.6
90.5
0 38
96.0
96.5
96.8
96.9
97.0
97.1
97.0
96.8
96.4
95.9
95.4
94.7
93.9
92.5
90.5
0 39
96.0
96.4
96.7
96.8
96.9
96.9
96.8
96.6
96.2
95.8
95.2
94.6
93.8
92.5
90.5
040
96.0
96.4
96.6
96.7
96.7
96.7
96.6
96.4
96.1
95.6
95.1
94.4
93.7
92.4
90.5
041
96.0
96.3
96.5
96.6196.6
96.6
96.4
96.2
95.9
95.4
94.9
94.3
93.6
92.4
90.5
042
96.0
96.3
96.4
96.5'96.5
96.4
96.3
96.1
95.7
95.3
94.8
94.2
93.6-
92.3
90.5
1 0 43
96.0
96.2
96.4
96.4 96.4
96.3
96.2
95.9
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94.7
94.1
93.5
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96.0
96.2
96.3
96.4 96.3
96.3
96.1
95.9
95.6
95.1
94.6
94.1
93.5
92.3
90.5
OHEAD WILL BE SAVED ON UNIT
41 AT END OF
TIME STEP 1, STRESS
PERIOD 1

O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
P P P P -P W W W W W W W W W W N N N. N N N N N tJ �A
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O O O O O O O O O
Ul

VOLUMETRIC BUDGET FOR ENTIRE MODEL AT END OF TIME STEP
1 IN STRESS PERIOD 1
-----------------------------------------------------------------------------
CUMULATIVE VOLUMES L**3 RATES FOR THIS TIME STEP L**3/T
------------------
IN.
STORAGE = 17234.
CONSTANT HEAD = .00000
WELLS = 37240.
TOTAL IN = 54474.
OUT:
STORAGE = 17234.
CONSTANT HEAD = .00000
WELLS = 37240.
TOTAL IN = 54474.
OUT:
STORAGE = 31661.
STORAGE = 31661.
CONSTANT HEAD = 22801.
CONSTANT HEAD = 22801.
WELLS = .00000
WELLS = .00000
TOTAL OUT = 54463.
TOTAL OUT = 54463.
IN - OUT = 11.258
IN - OUT = 11.258
PERCENT DISCREPANCY = .02
PERCENT DISCREPANCY = .02
TIME SUMMARY AT END OF TIME STEP
1 IN STRESS PERIOD 1
SECONDS MINUTES
HOURS DAYS YEARS
---------------------------------------------------------------------------
TIME STEP LENGTH 86400.0 1440.00
24.0000 1.00000 .273785E-02
STRESS PERIOD TIME 86400.0 1440.00
24.0000 1.00000 .273785E-02
TOTAL SIMULATION TIME 86400.0 1440.00
24.0000 1.00000 .273785E-02