WQ0044604_More Information (Received)_20240410

Initial Review
Reviewer
nathaniel.thornburg
Is this submittal an application? (Excluding additional information.) *
Yes No
If not an application what is the submittal type?* Annual Report
Residual Annual Report
Additional Information
Other
Permit Number (IR) * W00044604
Applicant/Permittee The Conservancy Real Estate Group, LLC
Email Notifications
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
..................................................................................................................................................................................................................................................................................... ... ... ... ... ... .. ... ... ... ... ..
Name* Mark Ashness
Email Address*
[e-mail]
Project Information
.........................
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
919 367-8790 x 101
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edoes.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number:*
WQ0044604
Has Current Existing permit number
Applicant/Permittee Address*
4201 Taylor Hall Place
Facility Name*
The Conservancy at Jordan Lake WWTP
Please provide comments/notes on your current submittal below.
Response to AIR # 2
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
2024 04 10 Combined Files for Upload WQ0044604.pdf 125.55MB
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has
been received by the Non -Discharge Branch. Application fees must be submitted by check or money order and made payable to the
North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, INC 27699-1617
Signature
Mark P Ashoess
Submission Date 4/10/2024

CE GROUP
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
Phone: [phone]
E-Mail. [e-mail]
April 10, 2024
Zachary J. Mega, Engineer III
NCDEQ, Division of Water Quality
Aquifer Protection Section
512 N. Salisbury Street
6' Floor 4640K
1636 Mail Service Center
Raleigh, North Carolina 27699-1636
AIR Response # 2 to comments dated 3/11/2024 WQ0044604
The Conservancy at Jordan Lake WWTP Reclaimed Water Generation And Dedicated
Utilization System, Chatham County, NC
Dear Mr. Mega:
Please find attached our response to comments along with supporting information
A. Overall
The comments from Ms. Leah H. W. Parente and Mr. Michael Hall's review
of the revised Hydrogeologic Report are listed in Section J. Both have
continued concerns about the overall data resolution of the conceptual
groundwater model and its applicability to the proposed site.
To satisfy their specific concerns related to accurately modeling the
seasonal high water table (SHWT), groundwater mounding, and the
potential for irrigation runoff, please complete one of the following options:
Provide a more detailed groundwater model based on empirical
data from the project site that takes an individualized approach
to each proposed irrigation zone while satisfying the
requirements of Instructions E and F of Form: RWNC 06-16,
15A NCAC 02U .0202(c), 02U .0202(e), and the Hydrogeologic
Investigation and Reporting Policy. The Division included this
as Comments 1.2.a and 1.2.d in the Additional Information
Request #1 sent on October 5, 2023.
• Revise the application contents to provide soil moisture sensors for each
irrigation zone linked to the proposed weather station to prevent irrigation
during wet conditions. The Permittee shall install the soil moisture sensors at
a consistent depth that is shallow enough to accurately reflect the moisture
level of the ground surface without normal operations disturbing them (i.e.,
mowing, soil aeration, etc.) This real -world approach is based on the Raleigh

April 10, 2024
Regional Office's (RRO's) observation of irrigation system performance at
comparable existing facilities.
[15A NCAC 02T .0108(c), 02U .0108]
The applicant has agreed to install soil moisture monitoring equipment in three of the irrigation areas so
that the operator can use soil moisture conditions in conjunction with data from the site weather station
to manage the timing of irrigation events.
Based upon the mounding analyses we have recommended these be installed at the three locations
shown on Figure 1. At each location the following equipment is recommended.
• (1) Meter Corp ZL6 Cellular Data Logger for Verizon 4G networks
• (1) Meter Corp ZENTRA Cloud Standard Plan
• (2) Meter Corp TEROS 22 Water Potential and Temp Sensors installed at 30 cm 60 cm
depths
• (1) Meter Corp TEROS 54 Soil Moisture Profile Probe (15, 30, 45, and 60 cm
depths)
The weather station we recommend includes the following:
• (1) (1) Meter Corp ZL6 Cellular Data Logger for Verizon 4G networks
• (1) Meter Corp ZENTRA Cloud Standard Plan
• (1) Meter Corp ATMOS-41 MicroEnvironment Monitor sensor suite
for the equipment have been added along with locations on the plan set
3
L
Figure 1.-- Recommended locations for soil moisture monitoring and weather station.

April 10, 2024
It is recommended that undisturbed soil cores be collected at 15, 30, 45, and 60 cm depths at each
monitoring location where the soil moisture profile probes and moisture tension probes are installed and
submitted to the NC State University Soils Laboratory to determine the moisture release curves using
soil moisture tensions of 0, 0.1 bar, 0.33 bar, 1 bar, and 15 bar. These data will be used to assess soil
water conditions to assist in interpreting the data from the sensors as an aid to irrigation timing.
B. Cover Letter: No comment
C. Application
Fee: No comment
D. Application
(Form: RWPI 06-16): No comment
E. Application
(Form: RWG 06-16): No comment
F. Application
(Form: RWNC 06-16):
1. Item VI.8 —
a. The response to Comment E.5.d says that CE Group, Inc. included
supporting calculations to clarify the designed hourly loading
(precipitation) rates for the proposed irrigation zones. The
Engineering Calculations do not show how CE Group, Inc. obtained
the values listed under Item VI.8. Per Instruction I of Form: RWNC 06-
16 and 15A NCAC 02U .0201(c)(3), please revise the Engineering
Calculations to show how CE Group, Inc. obtained the designed hourly
loading rates for each proposed irrigation zone. The Division
included this as Comment E.5.d in the Additional Information
Request #1 sent on October 5, 2023.
The design hourly precipitation rate is the gallons per dose divided by the
zones surface area. In the calculations a run time is specified to achieve a
0.2" irrigation dosing rate for any specific zone. This calculation is simply the
sum total of all heads (gpm rate) divided by the zones surface area. The soil
scientist has recommended a maximum dose of 0.3" per hour and we have
selected maximum run times to not exceed 0.2" dose perhour which provides
further cushion. Our highest precipitation rate is 0.42'%hr (Field 17B). The Soil
Scientist recommends the precip rate not exceed 0.45'%hr. See attached table
(also included in our calculations)

April 10, 2024
The Conservancy Runtime Summaries Per Single Dose
Zone V
Total Runtime
(Minutes)
Total Gal. Used
Total GPM
Head Used
Intantaneous
Precip. Rate
1
16
13,709
857
Toro FLX35 (40.8 GPM)
0.22
2A
19
10,853
571
Toro FLX35 (40.8 GPM)
0.19
2B
16
11,098
694
Toro FLX35 (40.8 GPM)
0.31
3
15
5,508
367
Toro FLX35 40.8 GPM
0.31
4
18
11,016
612
Toro FLX35 (40.8 GPM)
0.25
5A
15
7,956
530
Toro FLX35 (40.8 GPM)
0.21
5B
13
5,834
449
Toro FLX35 (40.8 GPM)
0.19
6A
21
23,134
1,102
Toro FLX35 (40.8 GPM)
0.24
66
16
15,014
938
Toro FLX35 (40.8 GPM)
0.30
6C
17
12,485
734
Toro FLX35 (40.8 GPM)
0.27
6D
19
14,729
775
Toro FLX35 (40.8 GPM)
0.23
6E
17
15,953
938
Toro FLX35 (40.8 GPM)
0.25
6F
14
3,427
245
Toro FLX35 (40.8 GPM)
0.32
7
15
6,120
408
Toro FLX35 (40.8 GPM)
0.26
8
16
3,264
204
Toro FLX35 (40.8 GPM)
0.27
9A
20
17,952
898
Toro FLX35 (40.8 GPM)
0.37
9B
20
19,584
979
Toro FLX35 (40.8 GPM)
0.26
10
19
17,830
938
Toro FLX35 (40.8 GPM)
0.22
11A
21
13,709
653
Toro FLX35 (40.8 GPM)
0.14
11B
20
22,032
1,102
Toro FLX35 (40.8 GPM)
0.38
12
20
17,136
857
Toro FLX35 (40.8 GPM)
0.23
13
18
8,078
449
Toro FLX35 (40.8 GPM)
0.25
14
17
11,098
653
Toro FLX35 (40.8 GPM)
0.25
16
16
5,222
326
Toro FLX35 (40.8 GPM)
0.29
17A
19
10,853
571
Toro FLX35 (40.8 GPM)
0.15
17B
18
17,626
979
Toro FLX35 (40.8 GPM)
0.42
18
19
9,302
490
Toro FLX35 (40.8 GPM)
0.24
19
17
6,242
367
Toro FLX35 (40.8 GPM)
0.25
20
18
21,298
1,183
Toro FLX35 (40.8 GPM)
0.24
21
17
14,566
857
Toro FLX35 (40.8 GPM)
0.25
22
14
4,570
326
Toro FLX35 (40.8 GPM)
0.31
23
17
3,468
204
Toro FLX35 (40.8 GPM)
0.23
24
26
12,708
518
Rain Bird Eagle 351E (3.6 GPM)
0.30
25
25
10,176
492
Rain Bird Eagle 351E (3.6 GPM), Toro 590GF-6E (0.56 GPM)
0.35
26
15
7,956
530
Toro FLX35 (40.8 GPM)
0.27
27
24
1,686
82
Rain Bird Eagle 351E (3.6 GPM), Toro 590GF-6E (0.56 GPM)
0.36
28
27
7,441
313
Rain Bird Eagle 351E (3.6 GPM)
0.38
29
24
3,567
149
Rain Bird Eagle 351E (3.6 GPM), Toro 590GF-6E (0.56 GPM)
0.37
30
27
6,070
270
Rain Bird Eagle 351E (3.6 GPM)
0.40
31
24
6,998
337
Rain Bird Eagle 3518 (3.6 GPM), Toro 590GF-6E (0.56 GPM)
0.39
32
17
2,203
130
Rain Bird Eagle 351B (3.6 GPM)
0.29
33
27
16,538
711
Rain Bird Eagle 351E (3.6 GPM), Toro 590GF-6E (0.56 GPM)
0.40
34
19
684
36
Rain Bird Eagle 351E (3.6 GPM)
0.40
35
24
7,067
310
Rain Bird Eagle 351E (3.6 GPM)
0.40
36
27
12,107
494
Rain Bird Eagle 3518 (3.6 GPM), Toro 590GF-6E (0.56 GPM)
0.40
37
25
5,868
245
Rain Bird Eagle 351E (3.6 GPM)
0.34
38
24
2,659
141
Rain Bird Eagle 351E (3.6 GPM), Toro 590GF-6E (0.34 GPM)
0.35
Total Gal Used 484,394
b. The response to Comment E.5.e from CE Group, Inc. explains that the
Operator in Responsible Charge (ORC) will have the ability to match
the recommended annual loading rates when possible and the
proposed design matches these recommended rates. The reviewer
has determined that the designed annual loading rates exceed the

April 10, 2024
recommended rates for many of the irrigation zones based on the
information provided in the Engineering Calculations. Per Instruction
I of Form: RWNC 06-16 and 15A NCAC 02U .0201(c)(3), please revise
the Engineering Calculations to show how CE Group, Inc. obtained
the designed annual loading rates for each proposed irrigation zone
and ensure that they are equal to or less than the recommended rates
in the Soil Evaluation. The Division included this as Comment
E.5.e in the Additional Information Request #1 sent on October 5,
2023.
Our calculations show plenty of spray capacity available. When you remove the required
wet weather storage of 121 days we have over 244 equivalent spray days. A single 0.2"
dose on all fields provides for 484,394 GPD per dose. That dose can be achieved with just
(94) equivalent run times. Specifically the low spray area reaches the annual limit after 76
doses while the mid and high areas can accommodate more spray days beyond 76 doses.
In the warm season we would expect the mid and high to have multiple dosing days as
warranted. The following calculation reflects available spray versus need.
Spray Area Type
Maximum Loading Rate
Gallons Avalable
Gallons Avalable
(AC)
(Inches -Yearly)
(Yearly)
(Daily)
High
9.8
27.77
7389417
30284
Mid
57.2
20.20
31372969
128578
Low
146.4
15.21
60461444
247793
99223830 406,655 GPD Available for Spray
Sans Storage Days
Max Wastewater Genrerated
256169 x 365 93501685 484,394 GPD per Single Dose
5722145 193 Full Doses per Year Reqd
Excess Spray Capacity Over 244 Sprayable Days
G. Property Ownership Documentation: No comment
H. Soil Evaluation:
1 Ms. Dorothy Robson of the Raleigh Regional Office (RRO) reviewed the
revised Soil Evaluation and provided the following comments:
a. The review of the KSAT data indicates that Mr. Murray only modified some tests
to be satisfactory. The Division considers the following KsAT data acceptable:
• High -Rate (Mayodan): HR 2(Bt) & HR 3(C)
• Intermediate -Rate (Brickhaven/Carbonton): IR 1, IR 2, IR 3,
IR4&IR5

April 10, 2024
• Low -Rate (CreedmooNWhite Store): LR 1(13t), LR 2(13C), LR
3(13t), LR 4(13t) & LR 5(13t)
Based on the acceptable KSAT data, the Soil Evaluation does not
sufficiently evaluate the Mayodan soil series. Per Section l.c.v of the Soil
Scientist Evaluation Policy, there must be a minimum of three (3) valid
KSAT data points conducted in the most restrictive horizon for each soil
series. Please revise the Soil Evaluation to ensure the Mayodan soil series
meets this requirement.
The Mayodan series has been retested per this comment and Mr. Murray's
conversation with Ms. Robson on 3(18/24. These revised Ksat values for the
Mayodan series necessitated the modification to water budget calculations for this
soil series. Please see the accompanying revised report from Eagle Resources,
P.A. for details.
b. Some of the calculated averages for individual KSAT tests are incorrect.
Please revise.
These averages have been revised in the attached report per the conversation with
Ms. Robson on 3118124.
c. The summary of geometric means indicates that the C horizon of the
Brickhaven/Carbonton soil series is more restrictive than the Bt horizon of
the Creedmoor/White Store soil series. The Soil Evaluation does not
include an evaluation of the C horizon for the Creedmoor/White Store soil
series for comparison. However, based on the values for the most
restrictive horizon in each soil series, the Brickhaven/Carbonton soil series
appears to be the low -rate soil and the Creedmoor/White Store soil series
appears to be the intermediate -rate soil. Please explain the reasoning for
each determination.
We have had several discussions with the division regarding the variability of Ksat
testing. While in theory one would expect the least restrictive horizons of each soil
series to go in the order of Creedmoor, Brickhaven/Carbonton and Mayodan (least
to highest in irrigation), this is not the case for our data set, especially affer the many
replications of tests that have been conducted over a multi -year period. We think
it is a more sound approach to use the Ksat data to justify irrigation rates that make
sense for each soil series based on years of collective wisdom from our team and
the Division. In this case, our irrigation rates follow this logic even if the least
restrictive geometric mean Ksat for each series do not.
d. Please explain, in detail, the areas that would require additional fill
material (locations, acreage, depths, etc.) and add this to the approved
procedures listed in the Soil Evaluation.
A proposed fill procedure has been added to the revised soil report. Each soil
polygon requiring fill material (Creedmoor Amended Low Rate) has been
numbered on the map exhibits of the revised soil report. A table has been added
to the report detailing the size of each area and the approximate material needed
to amend each zone. As stated in the revised report, the fill material will be provided
via topsoil from clearing activities on site.

April 10, 2024
e. Page 3 of the Soil Evaluation under "Hydraulic Conductivity Analysis",
states that "A maximum dosing rate of 0.3 inches per dose is
recommended for the soil zones of this project with a minimum 2 hour
`soak period' between irrigation events." Please explain, in detail, how
Mr. Murray determined that two hours is sufficient between irrigation
events. Although there is a weather station proposed at the wet weather
storage pond, the winter months do not allow as much evapotranspiration
compared to the summer months. Will the ORC adjust the "soak period"
based on the season? This also differs from the Engineering Calculations,
which show a dose of 0.2 inches, instead of 0.3. Please verify and revise,
if necessary.
We believe that a dose of 0.3 inches could be assimilated based on surface texture
data. Since only 0.2 inches is required from a design aspect, we hope this provides
some level of conservatism. The recommended soak period has been changed to
4 hours in the attached revised report to address concerns during wetter months.
f. The soil boring log is incomplete and hard to follow. Please explain what
"Depth of Usable" means. What do the dashes represent? Please provide
a definition/legend to explain the soil boring log.
Some of the soil profiles for the KSAT nest locations are missing the depth
to the SHWT but indicate each layer as moist. Please provide reasoning
and/or details for determining the SHWT.
Calls of SHWT were based on redoximorphic indicators via soil colors on the Ksat
profile descriptions. Moist is used in reference to soil moisture condition at the time
of evaluation. This is a commonly reported parameter when providing a detailed
soil profile description. (See USDA's "Field Book for Describing and Sampling
Soils" Version 3.0 p1-14 and 1-15 for additional details).
h. Based on the figures in the Hydrogeologic Report, the proposed irrigation
zones also overlap the Chewacla/Wehadkee (ChA) soil series. The Soil
Evaluation does not include any KSAT data, soil borings, or soil profiles for
this soil series. Please provide data for all soil series located within and
adjacent to the proposed irrigation zones or an explanation per Section
1.b.11 of the Soil Scientist Evaluation Policy for why the Soil Evaluation
excludes the ChA soil series.
This soil survey data from the Hydrogeologists report is stock data generated
from a modeling software and is not based on our actual field
investigation/classification of the soils of this site. We did not encounter the
Chewacla/Wehadkee (ChA) soil series in any of our evaluated areas. A
statement has been added to the revised Hydrogeologists report indicating
the non -site -specific nature of the data reported there.
The Soil Evaluation states that there are different loading rates for each soil series,
however, it is unclear whether there are different -sized spray nozzles or irrigation
frequencies based on the soil series. Please provide details on how the ORC will
manage the irrigation for each zone. Each zone has a recommended run time to
achieve a 0.2" dose. Those run times are prescribed in the calculations and will be
provided to the Operator to ensure that the dosing rate is well below the 0.3" that is
recommended as the maximum.

April 10, 2024
The irrigation control system allows the operator to set the run time for each zone independently
and even dial back the run time if desired in any given zone (providing an even lower dosing
rate should the Operator desire). The daily output from the control system identifies each run
time for a zone and if a 2nd or 3rd run is scheduled the soak time between each run.
Furthermore, each zone only includes soils areas of the same loading rate.
Please refer to the accompanying response from CE Group for further details.
I. Agronomist Evaluation:
1. Ms. Dorothy Robson of the RRO reviewed the revised Agronomist Evaluation and provided the
following comments:
a. The Realistic Yield Expectation (RYE) values in the North Carolina Realistic Yield
Database differ based on the soil series and slope the cover crop is planted in. Although
the high -rate soil will have the most conservative nutrient uptake rate, the Agronomist
Evaluation must evaluate all combinations of soil series, slopes, and proposed cover crops
per Instruction D of Form: RWNC 06-16. Please provide RYE and nutrient uptake
analyses (nitrogen and phosphorous) for the intermediate -rate and low -rate soil using their
respective annual loading rates to provide a comprehensive evaluation of the site
agronomy.
The attached revised agronomist report had been edited to provide N and P update analysis
for all three soil units.
The provided soil fertility analyses indicate areas with higher levels of iron (Fe) and
manganese (Mn). Please provide details on how the facility will compensate for and
manage these parameters. For example, high iron levels in soil can be detrimental to plant
growth leading to nutrient deficiency, stunted growth, and chlorosis.
While we acknowledge that some of the soil samples contain elevated levels of Fe and Mn, we
do not expect this to be of concern. The literature suggests that liming will stabilize the effects
of excess iron in soils. All the collected soil samples show the need for lime amendment to
optimize plant growth. A statement has been added to the revised report calling for the need
to monitor both soil pH, and all nutrient levels over the life of the drain fields.
J. Hydrogeologic Report:
The Hydrogeologic Report is unclear about the mounding analysis results. On
Page 19 below Table 5, there are contradicting statements concerning water table
depths within one foot of the irrigation surface. The Hydrogeologic Report states
that "No areas within the boundaries of the modeled sprayfields have a depth to
watertable of less than 1 foot for any month of the year" and "The mounding
analysis also determined that no irri[g]ation should occur during the [month of]
January to avoid the development areas within the sprayfields where the modeled
depth to the watertable was less than one foot during that month."

April 10, 2024
As stated in the text referred to above and in Table 5 no irrigation was applied in January to
any of the soil areas. The statement in the Conclusion was a typographical error.
However, the water balance and irrigation rates have been updated to use the most recent
value of the geometric mean Ksat for the High Rate zone from Piedmont Environmental of
0.079 inches/hour instead of the previous value of 0.082 inches/hour that was used previously.
The mounding analyses were recomputed using these rates and also resulted in eliminating
irrigation in the low zone during December as shown below in the revised Table 5 of the
Hydrogeologic Report.
RE-
CHARGE
HR(9.8 Acres)
I R(57.2 Acres)
LR(146.4 Acres)
s
Orororo
2
80%Wet
v
u
ar
o
o
nn
-
Q
U
v
U
ar
o
o
nn
-
Q
U
v
U
ar
o
o
nn
-
Q
U
_
°
Yo Q
U
inches
inches
GPD
inches
GPD
inches
GPD
GPD
1
0.35
0.00%
0.00
-
0.00%
0.00
-
0.00%
0.00
-
-
2
0.44
2.00%
1.07
10,153
2.00%
0.55
30,188
2.00%
0.46
64,415
104,755
3
0.70
3.00%
1.76
15,229
4.00%
1.21
60,376
2.00%
0.50
64,415
140,019
4
0.67
4.00%
2.28
20,305
5.00%
1.46
75,470
5.00%
1.22
161,037
256,812
5
0.43
5.00%
2.94
25,381
10.00%
3.02
150,939
8.00%
2.01
257,659
433,979
6
0.23
7.00%
3.98
35,534
10.00%
2.92
150,939
9.50%
2.31
305,970
492,443
7
0.14
7.00%
4.11
35,534
10.00%
3.02
150,939
9.50%
2.39
305,970
492,443
8
0.11
7.00%
4.11
35,534
10.00%
3.02
150,939
9.50%
2.39
305,970
492,443
9
0.11
5.00%
2.84
25,381
8.00%
2.33
120,751
8.00%
1.95
257,659
403,792
10
0.14
4.00%
2.35
20,305
4.00%
1.21
60,376
5.00%
1.26
161,037
241,718
11
0.17
2.00%
1.14
10,153
3.00%
0.88
45,282
3.00%
0.73
96,622
152,056
12
0.25
2.00%
1.18
10,153
2.00%
0.60
30,188
0.00%
0.00
-
40,340
Year
3.73
27.77
1 1
20.20
15.21
Table 5 (Revised 03129124). Drainage Coefficients, Irrigation Rates, and Irrigation Capacity
Values used for the Mounding Analysis and Water Balance.
The revised water balance summary is shown below in the revised Table 6 of the Hydrogeologic Report.
This revision resulted in a change in the irritation capacity of the spray areas from 283,508 gallons/day
to 271,415 gallons/day and a change in the wastewater flow from 268,333 gallons/day to 256,169
gallons/day after accounting for the balance of precipitation on and evaporation from the wet weather
storage ponds. The required wet weather storage volume also changed from 29.52 million gallons to
31.06 million gallons, which is still less than the designed capacity of 33.36 million gallons.

April 10, 2024
Final Water Balance from Mounding Analysis 32924
Maximum Net
Wastewater Flaw Not
Constrained by
Irn ation Ca a ity of S ra
fields
Prorated
Available Storage
Net Precip -
Evap on
Area.
Average
Storage
Average
Area or Soil Category
Acres
in/wk
in/ r
ac-ft/ r
al/da
ac-ft/ r
al/da
ac-ft/ r
High
9.8
0.53
27.77
22.7
20,258
1.30
19,100
21.4
Mid
57.2
0.39
20.20
96.3
85,618
5.50
80,989
90.8
Low
146.4
0.29
15.21
185.6
165,539
10.60
156,079
175.0
Totals
213.4
304.6
271,415 17.40
256,169 287.2
Wastewater Flow Constrained by Available Storage
256,169 GPD
Required Wet Weather
31.06 Mgal
Analysis Date
3/29/24
Storage:
121 Days
Available Wet Weather
33.36 Mgal
Storage:
130 Days
Table 6 (revised 03/29/24). Summary of the convergent water balance.
The Hydrogeologic Report also states in the "Conclusion" section on Page 43 that
"The mounding analysis shows that irrigation should not occur during November,
December, and January." This is inconsistent with the data presented in the
Hydrogeologic Report and the associated Water Balance. There is no mention of this
in the Soil Evaluation, Agronomist Evaluation, or Engineering Calculations. It is also
unlikely that a proposed facility this size will be able to stop irrigation for three months.
Please clarify this statement and provide details on how the proposed facility will
address this. The Permittee and their consultants will need to revise the remainder
of the application to reflect this statement, if necessary. Please also revise the
Hydrogeologic Report for clarity and consistency in interpreting the mounding
analysis results.
The referenced sentence in the conclusion on page 43 is a typo and should have read that irrigation
should not occur in January. The wet weather storage has been designed to accommodate the flow
during this month.
2. Ms. Leah H. W. Parente, the Geologist/Hydrogeologist for the Non -Discharge Branch,
reviewed the revised Hydrogeologic Report and provided the following comment:
a. Mr. Lappala's response to Comment I.l.c states that "Slug tests were
conducted where sufficient saturated thickness of the surficial material is
present for the tests to be meaningful and deep KSAT tests will be conducted
in borings where this is not the case." The revised Hydrogeologic Report
does not include a sampling plan for additional KSAT tests. Please provide
details for when and at what locations this sampling will occur. The Division

April 10, 2024
included this as Comment I.1.c in the Additional Information Request #1
sent on October 5, 2023.
The tests were conducted as proposed at the locations shown on Figure 6 and the results are
shown in the right hand portion of Table I on Page 8.
Mr. Michael Hall, the Regional Supervisor for the RRO, reviewed the revised
Hydrogeologic Report and provided the following comments in response to Mr.
Lappala:
a. The Hydrogeologic Report still does not contain the information required by Instruction
E of Form: RVVNC 06-16 and does not meet the requirements of the Hydrogeologic
Investigation and Reporting Policy (HIRP) insofar as "All hydrogeological investigation
data should be clearly documented." Therefore, it is difficult to review the Hydrogeologic
Report and assess whether the site is capable, from a hydrogeologic perspective, of
assimilating the irrigation. The conceptual groundwater model provided is too general
and does not meet the purpose stated in the HIRP to "... consolidate site and regional
hydrogeologic and hydrologic data into a set of assumptions and concepts that can be
evaluated quantitatively." The proposed spray area consists of dozens of individual
irrigation zones spread out over several square miles. The twenty-two (22) borings and
seven (7) piezometers/wells are insufficient to adequately characterize the range of
hydrogeologic conditions present in an area this size. The limited information provided
indicates significant topographic variation, faults, diabase dikes, and numerous stream
crossings. The conceptual groundwater model does not address these items sufficiently,
nor does it describe how hydrogeologic conditions vary across the project site or
temporally. There are no hydrogeologic cross -sections or potentiometric surface maps
provided. There is no discussion of vertical and horizontal hydraulic gradients, or how
the groundwater interacts with the surface water features that are present. There are no
slug or pump tests, or other measurements of hydraulic conductivity in the overburden,
which is the primary aquifer of interest for this site.
There are no hydrogeologic cross -sections or potentiometric surface maps provided.
Potentiometric surface (watertable) maps are provided in Figures 16 through 37.
Cross sections are not necessary because the only hydrogeologic unit of significance, for
the purpose of the evaluation is the overburden and its thickness is shown by the contour
map shown in Figure 9 which was prepared sing the depth to bedrock based upon borings
and the surface geophysical shot points.
The following is a description of the equation solved by the groundwater model and the
data used to solve it as requested by Nathaniel Thornburg in a telephone conversation with
Mark Ashness of the CE Group.
The groundwater flow equation is the combination of the law of continuity of mass and
Darcy's Law that states that the flux of groundwater is the product of the hydraulic
potential (h) and the hydraulic conductivity (K). The three-dimensional version ofDarcy's
Law is:

April 10, 2024
(Kxx
0 0
q = -KOh = - 0 Kyy 0 Vh,
0 0 Kzz
The three-dimensional groundwater flow equation is:
a Oh) � r ah ah
ax Kxx ax + ay (Kyyi3h)
ay + az Kzz az + Qs = SS at ,
The term Q's is a source term which accounts for the following:
• Flow to and from surface water bodies such as streams and lakes;
• Discharge to the land surface by seepage and evapotranspiration from the saturated
zone;
• Discharge to wells; and
• Recharge, from the net of precipitation and applied irrigation minus evapotranspiration
from the soil zone and satisfaction of soil moisture storage;
The groundwater flow equation was solved using the latest version of the publicly available US
Geological Survey industry standard model, Modflow6. The documentation of that model can be
found at the following: https:llwww.usgs.gov/softwarelmodflow-6-usgs-modular-hydrolo i�c-
model .
As described in this reference, Modflow6 solves the groundwater flow equation using a control -
volume finite difference method. For the Conservancy project the finite difference grid used for
this used 65,400 rectangular cells of 50 feet x 50 feet in the horizontal direction over the entire
model area and 2 layers in the vertical direction, one for the overburden and one for the bedrock.
The sources of data for the Conservancy project are described in the latest version of the
Hydrogeologic Report but are summarized as follows for this response:
Model Geometry:
Top of Model: Land Surface defined by averaging the elevations, from the 3 ft resolution
LIDAR grid over each model cell. The source of the LIDAR elevation grid was
https: llsdd. nc. govIDataDownload. aspx .
Bottom of overburden: Surface prepared by gridding the thickness of overburden in 21
borings and 386 shot points from the seismic survey as control points and subtracting it
from the land surface at each model cell. In areas of the model where these control points
were not available points were added for the gridding using the average thickness from the
control points of 16 feet.
Bottom of'model: Constant elevation of 150 feet. This value was arbitrary but provided
bedrock thickness sufficient to include the likely maximum depth of fracturing based upon
water well depths and the two deep test wells referenced in the Hydrogeologic Report.

April 10, 2024
Hydraulic Properties
• The initial hydraulic conductivity of the overburden was estimated from the slug tests.
Because the screened interval for several of the wells used for these tests was slightly
weathered bedrock the slug test values were judged to be representative of bedrock instead
of the overburden. As a result of this the average hydraulic conductivity of the overburden
and of the bedrock was determine by manual and automatic calibration of the groundwater
model.
• Calibration was implemented by assessing the goodness of fit of modeled values of the
watertable
elevation to the average water level measurements in the six piezometers. The Normalized
Root Mean Square difference between measured and computed water levels was 3.7% is
well below the recommended maximum value of 10% in the DEQ Modeling Policy. This
best.frt was achieved using the constant values over the model area of 1.2 ft/day for the
overburden and 0. 003ft/day for the bedrock.
• Because all calibration and mounding analyses were steady state, no storage properties
were necessary or used in the model.
Recharge and Evapotranspiration
• All values of natural recharge and Potential Evapotranspiration (PET) were determined
using the Soil and WaterAssessment Tool (SWAT) model as described on pages 12 through
16 of the Hydrogeologic Report
• ET . from groundwater was simulated using the ModFlow ETS package that computes
discharge at the PET rate when the modeled watertable is at the land surface and declining
linearly to a value ofzero (0.0) at a watertable depth of IO feet.
• Natural recharge rates used for the mounding analyses were those for the 801h% wet year
from the SWAT model.
Discharge to Surface Water Drainage
• The ModFlow Drain package was used to simulate discharge to drainage when the
modeled watertable elevation was equal to the drain elevations. The drainage elevations
were determined for each cell intercepted by the drainages as the land surface as defined
by the LIDAR data on a 3 ft x 3 ft grid and averaged to the model cells. The hydraulic
conductance of the drainages was set to the hydraulic conductivity od the overburden.
Discharge to Wells
• No water wells were found within the modeled area that withdraw water from the
overburden and only three bedrock wells were located. Because none of these bedrock
wells were close enough to any sprayfield to influence hydraulic gradients within or around
them they were not included in the model.
Recharge from Irrigation for Mounding Analysis

April 10, 2024
Irrigation on the sprayfrelds was modeled using steady state values for each month of the
year month for the Low, Intermediate, and High Rate zones as documented in Table 5 on
page 19 of the hydrogeologic Report.
As presented in the Response to Item I above, these rates were determined by multiplying
the geometric mean Ksat value for each soil zone from Piedmont Environmental by a
drainage coefficient that varied by month.
Although some of the applied irritation will be taken up and discharged by ET from the
soil zone, the mounding analyses assumed that all irrigation water percolated below this
zone and resulted in recharge to groundwater. Therefore, the mounding analyses were
conservative in that they modeled recharge from irrigation that was greater than will likely
occur,
There are no slug or pump tests, or other measurements of hydraulic conductivity
Slug tests were conducted at the locations shown on Figure 6 and the results are shown in Table
4. Ksat tests conducted at locations where insufficient saturated thickness in the overburden was
present to allow slug tests were conducted at the locations shown on Figure 6 and the results are
shown in Table I on page 8.
The HIRP indicates that (emphasis added) "The hydrogeological conceptual model should lead
the investigator into selecting an appropriate groundwater flow and/or transport model for
demonstrating (through model prediction) compliance with the seasonal high water table
separation rules... " Given the amount of data at this site, a more appropriate modeling approach
would be to provide a simple mathematical model to represent and predict the expected
mounding for the range of conditions that exist across the study area. Instead, a three-
dimensional model was built for approximately five square miles surrounding the study area.
Because of this limited data, the conceptual model is too simple and generalized to predict
conditions in specific areas of this complex hydrogeologic system. Furthermore, there are no
actual hydraulic conductivity measurements used in the model, nor is the model adequately
calibrated to actual water level measurements. See Comment A.1. The Division included this as
CommentL2.a in the Additional Information Request #1 sent on October 5, 2023.
The approach used and documented in the report has been used and approved by DEQ on over
50 previous studies for non -discharge and other projects in NC.
b. As stated in Comment J.3.a above, there are still insufficient data points for the scale of
the conceptual groundwater model. The limited amount of data available would be better
used to characterize conditions on an area -by -area basis and to support area -specific
calculations of groundwater mounding. It is not possible to assess the mounding analysis
or the hydrogeologic capacity of the proposed irrigation zones. See Comment A.1. The
Division included this as Comment I.2.b in the Additional Information Request #1
sent on October 5, 2023.
Figures 16 through 23 show large scale maps of the watertable elevation and depth to watertable for all of
the sprayfields and surrounding areas.
c. The Hydrogeologic Report indicates that the bedrock layer uses this hydraulic
conductivity in the conceptual groundwater model. The report does not indicate the

April 10, 2024
hydraulic conductivity used in the overburden, which is the primary concern for the
mounding analysis. Please provide a detailed characterization of the hydraulic conditions
in the overburden, along with the specific hydraulic conductivities used in the model,
how they were distributed, and where they came from. See Comment A.1. The Division
included this as Comment I.2.c in the Additional Information Request #1 sent on
October 5, 2023.
As explained on Page 17 of the report the initial hydraulic conductivity if the overburden was estimated
from ksat and slug tests and then determined buy model calibration to be 1.2 feet per day for the
overburden and 0. 003ft/day for the bedrock as explained on page 18.
d. The Hydrogeologic Report has not addressed this comment. It is still not easy to identify
critical measurements and calculations for specific areas. The Hydrogeologic Report shall
include all the required information needed and present this information in a manner that makes
it easy to find and evaluate. See Comment A.1. The Division included this as Comment L2.d in
the Additional Information Request #1 sent on October 5, 2023.
See previous responses.
K. Water Balance:
Please revise the Water Balance, if necessary, based on Comment A.1 and the
comments in Section J - Hydrogeologic Report. Revised
L. Geotechnical Engineering Evaluation: No comment
M. Engineering Plans (Diehl & Phillips, P.A.): No comment
N. Engineering Plans (CE Group, Inc.): No comment
O. Specifications (Diehl & Phillips, P.A.): No comment
P. Specifications (CE Group, Inc.): No comment
Q. Engineering Calculations (Diehl & Phillips, P.A.): No comment
R. Engineering Calcs (CE Group):
See Comments F.1.a and F.1.b. Please revise the Engineering Calculations
to (1) clearly show how the designed annual and hourly loading rates were
obtained, Addressed in Item F above. (2) specify the number of spray heads in
each irrigation zone we have added the quantity of each head type to the run time

April 10, 2024
info previously included in the calcs and the assumed flow for each spray head
model, and (3) annotate the included manufacturer information to explain how
the spray head flow was determined for each model (nozzle type, operating
pressure, etc.) This is included in the specs already and added to the run time in the
calcs [15A NCAC 02U .0201(c)(3)1
2 It is unclear why CE Group, Inc. specifies a 0.2 in/hr dosing rate and two (2)
hour soak time throughout the Engineering Calculations despite the Soil
Evaluation stating the recommended hourly loading rate is 0.4 in/hr (and the
maximum dosing rate is 0.3 inches). The reviewer has determined that the
designed hourly loading rates exceed the specified 0.2 in/hr dosing rate for
many of the irrigation zones. Please clarify and revise. The dose time is 0.2"
max for every zone. Our run times limit the dose to 0.2". The soil scientist
has determined that we could achieve a 0.3" dose but we have elected to
keep it at 0.2" to minimize the opportunity for runoff based upon professional
judgement. The max precip rate is below 0.4" for all spray zones with the
exception of Field 17B (0.42'%hr). The soil scientist has recommended that
we stay below 0.45'%hr
Please contact this office should you require additional information.
Sincerely,
Mark P. Ashness, PE
Enclosures
cc: Andrew Ross
04/ 10/4CAR
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State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
15A NCAC 02U — RECLAIMED WATER SYSTEMS — NON -CONJUNCTIVE UTILIZATION
Division of Water Resources INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION
Please use the following instructions as a checklist in order to ensure all required items are submitted. Adherence to these
instructions and checking the provided boxes will help produce a quicker review time and reduce the amount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit website.
General — This application is for projects involving the non -conjunctive use of reclaimed water. Non -conjunctive use means that
reclaimed water utilization is required to meet the wastewater disposal needs of the facility (the reclaimed water utilization
is not optional). Unless otherwise noted, the Applicant shall submit one original and two copies of the application
and supporting documentation.
Do not submit this application without an associated Reclaimed Water Project Information (FORM: RWPI) form.
Note that use of reclaimed water for the purpose of wetland augmentation requires submittal of FORM: RWWA.
A. Non -Conjunctive Use of Reclaimed Water (FORM: RV,/NC 06-16) Application (All application packages):
® Submit the completed and appropriately executed Non -Conjunctive Use of Reclaimed Water (FORM: RWNC 06-16) form.
Please do not make any unauthorized content changes to this form. If necessary for clarity or due to space restrictions,
attachments to the application may be made, as long as the attachments are numbered to correspond to the section and item to
which they refer.
® The user name in Item II.1. shall be consistent with the user name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 8 of this form shall be signed, sealed and dated by a North Carolina licensed
Professional Engineer.
® The Applicant's Certification on Page 8 of this form shall be signed in accordance with 15A NCAC 02T .0106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized representative
for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a sole proprietorship;
and by either an executive officer, an elected official in the highest level of elected office, or other authorized employee for a
municipal, state, or other public entity. An alternate person may be designated as the signing official if a delegation letter is
provided from a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
B. Property Ownership Documentation (All Application Packages involving new or expanding uses of reclaimed water):
® Per 15A NCAC 02U .0202(f), the Applicant shall provide property ownership documentation for all reclaimed water utilization
sites. Property ownership documentation shall consist of one (or more) of the following:
® Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
® An easement running with the land specifically indicating the intended use of the property and meeting the requirements
of 15A NCAC 02L .0107(f), or
❑ A written notarized lease agreement signed by both parties, indicating the intended use of the property, as well as a plat or
survey map.
INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION Page 1 of 4

C. Soil Evaluation for Non -Conjunctive Irrigation Systems (For application packages including new irrigation areas not previously
approved)
® Per 15A NCAC 02U .0202(b), submit a soil evaluation of the irrigation site(s) that has been signed, sealed and dated by a North
Carolina Licensed Soil Scientist and includes at a minimum:
® The report shall identify all the proposed irrigation sites with project name, location, and include a statement that the areas
were recommended for the proposed reclaimed water utilization activity.
® A field description of soil profile, based on examinations of excavation pits and auger borings, within seven feet of the
land surface or to bedrock describing the following parameters by individual diagnostic horizons:
❑ Thickness of horizon ❑ Texture ❑ Color and other diagnostic features
❑ Structure ❑ Internal drainage ❑ Depth, thickness, and type of restrictive horizon(s)
Presence or absence and depth of evidence of seasonal high water table (SHWT)
® Provide all soil boring logs performed at the site.
® Annual hydraulic loading rates shall be based on in -situ measurements of saturated hydraulic conductivity in the most
restrictive horizon for each soil mapping unit.
® Maximum reclaimed water application rate for each irrigation area.
® A representative soils analysis (Standard Soil Fertility Analysis) conducted on each irrigation site. The Standard Soil
Fertility Analysis shall include the following items:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ pH
® A soil map delineating soil mapping units within each utilization site and showing all physical features, location of pits
and auger borings, legends, scale, and north arrow.
❑ Guidance on completing soil evaluations for non -conjunctive reclaimed water systems is provided in the Soil Scientist
Evaluation Policy.
D. Agronomist Evaluation (For application packages that include new irrigation areas not previously approved):
® Per 15A NCAC 02U .0201(h) or .0202(i), submit an agronomist evaluation that has been signed, sealed and dated by a qualified
professional and includes at a minimum:
® Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
® Plant available nitrogen calculations for each cover crop using the expected effluent concentrations and appropriate
mineralization and volatilization rates.
® Historical site consideration, soil binding and plant uptake of phosphorus.
® Seasonal irrigation restrictions, if appropriate.
® Management plan for all specified crops.
E. Hydrogeologic Report (For systems treating industrial waste or having a design flow over 25,000 GPD):
® Per 15A NCAC 02U .0202(e), submit a detailed hydrogeologic investigation that has been signed, sealed and dated by a North
Carolina Licensed Geologist, a North Carolina Licensed Soil Scientist or a North Carolina licensed Professional Engineer and
includes at a minimum:
® A description of the regional and local geology and hydrogeology based on research of literature for the area;
® A description, based on field observations of the site, topographic setting, streams, springs, and other groundwater
discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that may affect
the movement of treated wastewater;
❑ Changes in lithology underlying the site;
® Depth to bedrock and occurrence of any rock outcrops;
® They hydraulic conductivity and transmissivity of the affected aquifer(s);
® Depth to the seasonal high water table;
® A discussion of the relationship between the affected aquifers of the site to local and regional geologic/hydrogeologic
features;
® A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge features,
and groundwater flow media;
® A mounding analysis to predict the level of the seasonal high water table after reclaimed water augmentation.
❑ A mounding analysis to predict the level of the seasonal high water table after reclaimed water augmentation.
® Note: Guidance on completing Hydrogeologic Evaluations is provided in the Hydrogeologic Investigation and Reporting
Policy, the Groundwater Modeling Policy, and the Performance and Analysis of Aquifer Slug Tests and Pumping Tests
Policy.
INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION Page 2 of 4

F. Water Balance (For all application packages that include wet -weather storage located at the non -conjunctive user site, changes in
flow, or changes in storage):
® Per 15A NCAC 02U .0202(k), submit a water balance that has been signed, sealed and dated by a qualified professional and
includes at a minimum:
® The water balance should be run over at least a two year iteration, should consider precipitation into and evaporation from
all open atmosphere storage impoundments, and should use variable number of days per month and include:
® Precipitation based on the 801 percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a
minimum of 30 years of observed temperature data.
® Soil drainage based on the geometric mean of the in -situ KSAT tests in the most restrictive horizon and a drainage
coefficient ranging from 4 to 10% (unless otherwise technically documented).
® Other factors that may restrict the hydraulic loading rate when determining a water balance include:
® Depth to the SHWT and lateral groundwater movement.
® Nutrient limitations and seasonal application times to ensure reclaimed water is applied at appropriate agronomic
rates.
❑ Note: Guidance on completing a water balance for non -conjunctive systems is available in the Water Balance Calculation
Policy.
G. Engineering Plans (All Application Packages):
® Per 15A NCAC 02U .0202(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer.
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
® Location and details of all distribution piping, valves, flow meters, etc.
® Plan and profile views of all onsite storage units including inlet and outlet (if applicable) structures.
❑ The irrigation area with an overlay of the suitable irrigation areas depicted in the Soil Evaluation.
® Each nozzle/emitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
® Locations within the irrigation system of air releases, drains, control valves, highest irrigation nozzle/emitter, etc.
❑ For irrigation of food chain crops, plans shall clearly show the method of irrigation (i.e. direct or indirect).
® For automated irrigation systems, provide the location and details of the precipitation/soil moisture sensor.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
H. Specifications (All Application Packages):
® Per 15A NCAC 02U .0202(c), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer.
® At a minimum, the specifications shall include the following items:
® Table of contents with each section/page numbered.
® Detailed specifications for the proposed reclaimed water utilization system, including all piping, valves, pumps, flow
meters, high water alarms, cross connection controls, etc. For irrigation systems, include details for spray heads and/or
drip emitters.
® Detailed specifications for any onsite storage units, including dimensions, storage volume, liner requirements, etc.
® Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
❑ Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
❑ Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
® Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the specifications
may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
L Engineering Calculations (All Application Packages):
® Per 15A NCAC 02U .0202(c), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® At a minimum, the engineering calculations shall include the following items:
® Total and effective storage calculations for each storage unit;
® Friction/total dynamic head calculations and system curve analysis for each pump used;
® Manufacturer's information for all pumps, flow meters, spray heads/emitters, etc;
® Flotation calculations any storage units constructed partially or entirely below grade;
® For irrigation systems, demonstrate the designed maximum precipitation and annual loading rates do not exceed the
recommended rates;
❑ For non -irrigation uses, demonstrate how reclaimed water usage was determined.
INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION Page 3 of 4

Site Map (All Application Packages):
® Per 15A NCAC 02U .0202(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor.
❑ For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
® At a minimum, the site map shall include the following:
® A scaled map of the utilization site with topographic contour intervals not exceeding 10 feet or 25 percent of total site
relief and showing all facility -related structures and fences within the reclaimed water storage and utilization areas.
® Soil mapping units shown on all irrigation sites.
® The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all reclaimed water storage and
utilization sites.
® Setbacks as required by 15A NCAC 02U .0701.
® Site property boundaries within 500 feet of all reclaimed water storage and utilization sites.
ONE ORIGINAL AND TWO COPIES OF THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION
SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: RWNC 06-16 & SUPPORTING DOCUMENTATION Page 4 of 4

State of North Carolina
DWR
Department of Environmental Quality
Division of Water Resources
Division of Water Resources 15A NCAC 02U — RECLAIMED WATER SYSTEMS — NON -CONJUNCTIVE UTILIZATION
FORM: RWNC 06-16
I. CONTACT INFORMATION:
1. Applicant's name: The Conservancy Real Estate Group, LLC
Mailing address: 4201 Taylor Hall Place
City: Chapel Hill State: NC Zip: 27517-
Telephone number: [phone] Email Address: andrew.rosskfloyddevelopment.com
2. Signature authority's name: Andrew Ross (per 15A NCAC 02T .0106) Title: Manager
3. Consulting Engineer's name: Mark P. Ashness License Number: 18894 Firm: CE Group, Inc.
Mailing address: 301 Glenwood Avenue, Suite 220
City: Raleigh State: NC Zip: 27603-
Telephone number: [phone] Email Address: markkcegroupinc.com
4. Consulting Soil Scientist's name: Chris Murray License Number: 1284 Firm: Piedmont Environmental
Mailing address: 5401 Thacker Drive
City: Greensboro State: NC Zip: 27406-
Telephone number: [phone] Email Address: chriskpiedmontsoil.com
5. Consulting Geologist's name: Eric Lnpala License Number: 319
Mailing address: PO Box 11189
City: Southport State: NC Zip: 28461-
Telephone number: [phone] Email Address: elaPpalakeagleresources.com
6. Consulting Agronomist's name: Chris Murray Firm: Piedmont Environmental
Mailing address: 5401 Thacker Drive
City: Greensboro State: NC Zip: 27406-
Telephone number: [phone] Email Address: chrisLa piedmontsoil.com
II. USER INFORMATION
Firm: Eagle Resources
1. Reclaimed water user name(s): The Conservancy at Jordan Lake WWTP and Reclaimed Water Generation and Dedicated
Utilization System
City: New Hill State: NC
User facility physical address: 397 Partian Road
Zip: 27562- County: Chatham
FORM: RWNC 06-16 Page 1 of 9

2. Facility status: Proposed
3. What is the proposed beneficial use(s) of the reclaimed water in accordance with 15A NCAC 02U .0101(a) ?
(Check all that apply)
® Irrigation (non food crop) ❑ Irrigation (food chain crops) ❑ Industrial process water make up
❑ Cooling towers ❑ Chiller/Boiler makeup ❑ Urinal/Toilet flushing (non-residential)
❑ Fire protection (non-residential) ❑ Other (specify):
4. Amount of reclaimed water to be used: 256,169 gallons per day
5. Does the reclaimed water source facility already have a permit for generation of reclaimed water? ❑ Yes or ® No
✓ If Yes, list permit number:
✓ If No, then the Reclaimed Water Generation application (FORM: RWG) must also be included in this package.
IL USER INFORMATION (Continued)
6. Explanation of how usage volume was calculated: Water Balance and WWTP Plant Size.
7. In accordance with 15A NCAC 02U .0501(a)(2) and (b)(2), how will the public and/or employees be notified about the use of
reclaimed water? Education materials for employees, restricted access and signage for public.
8. Specify the location within the application package where examples of notification materials can be found: Signage on all
plan sheets, a community education brochure will be created by the developer and provided to all residents (example
attached
III. UTILIZATION AREA SETBACKS (15A NCAC 02U .0701)
1. Provide the actual minimum distance in feet from the storage units and utilization areas to each item listed (distances greater
than 500 feet may be marked N/A):
Setback Parameter
Utilization Areas
Final Effluent Storage
Units
Required
Actual
Required
Actual
Any private or public water supply source
100
>500 ft
Any property line
50
320'
Any well with exception of monitoring wells
100
400'
100
>500'
Surface waters (streams — intermittent and perennial,
100
N/A
50
N/A
perennial waterbodies, and wetlands) classified as SA
Surface waters (streams — intermittent and perennial,
25
50'
50
160'
perennial waterbodies, and wetlands) not classified as SA
2. Do the utilization areas and storage units comply with all setbacks found in the river basin rules (15A NCAC 2B .0200)?
®Yes or❑No
✓ If no, list non -compliant setbacks:
3. Are any setback waivers required in order to comply with 15A NCAC 02U .0701? ❑ Yes or ® No
✓ If yes, have these waivers been written, notarized signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
✓ If yes, has a Non -Discharge Wastewater System Waiver (FORM: NDWSW) been included with this application package?
El Yes or❑No
FORM: RWNC 06-16 Page 2 of 9

IV. DESIGN CRITERIA FOR UTILIZATION AND DISTRIBUTION SYSTEMS (15A NCAC 02U .0402 and .0403
1. Fill in the table below to indicate the location in the plans and specifications where the following items can be located:
Distribution System Design Element
Plan Sbeet
Specification Page
Number
Number
Labeling of valves, storage facilities, and outlets to inform the public or
employees that reclaimed water is not intended for drinking in
3-32
accordance with 15A NCAC 02U .0403(12)
Identification of piping, valves, and outlets as reclaimed water
(i.e., color coding purple, labeling, taping, etc.) in accordance with 15A
37-38
NCAC 02U .0403(c) a
Method of securing valves and outlets the permits operation by
3-32
authorized personnel only in accordance with 15A NCAC 02U .0403 d
Hose bibs locked for use by authorized personnel in accordance with
N/A
N/A
15A NCAC 02U .0403 e
a. Identification of existing underground distributions systems shall be incorporated within 10 feet of crossing any waterline
or sanitary sewer line.
2. Will potable water be used to supplement the reclaimed water system? ❑ Yes or ® No
✓ If yes, what cross connection control measures will betaken in accordance with 15A NCAC 02U .0403(I)?
Plan Sheet Number Specification Page Number
✓ If yes, is documentation that the proposed cross -connection control measures have been approved by the Division of
Environmental Health's Public Water Supply Section included in this application package? ❑ Yes or ❑ No
3. What is the method to provide power reliability? WWTP and Return LS has a backuMgenerator
4. Will a certified operator of a grade equal or greater than the facility classification be on call 24 hrs/day? ® Yes or ❑ No
5. Will each utilization area be equipped with a flow meter to measure the volume of reclaimed water used? ® Yes or ❑ No
FORM: RWNC 06-16 Page 3 of 9

V. DESIGN INFORMATION FOR EARTHEN STORAGE IMPOUNDMENTS: 15A NCAC 02U .0401
IF MORE THAN ONE IMPOUNDMENT. PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. Are there any earthen reclaimed water storage impoundments located at the utilization site(s)? ® Yes or ❑ No
✓ If no, then skip the remaining items in Section V. and proceed to Section VI.
2. What is the storage impoundment type? Required Wet Weather Storage
✓ For required wet weather storage, does the amount of storage provided meet or exceed the amount of required storage
calculated in the Water Balance (Instruction F)? ® Yes or ❑ No
3. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 35.6666' Longitude:-79.0239'
4. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ® No
✓ If Yes, has the required NPDES permit been obtained to authorize the discharge of reclaimed water? ❑ Yes or ❑ No
➢ Provide the NPDES permit number , or the date when NPDES application was submitted:
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? ft2
6. Is a liner provided with a hydraulic conductivity no greater than 1 X 10 -6 cm/s? ® Yes or ❑ No
If No, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
7. What is the depth to bedrock from the earthen impoundment bottom elevation? 4 ft
✓ If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater
than 1 x 10-7 cm/s? ❑ Yes, ❑ No or ® N/A
➢ If Yes, has the Applicant provided predictive calculations or modeling demonstrating that surface water or
groundwater standards will not be contravened? ❑ Yes or ❑ No
✓ If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
8. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom elevation,
how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)? N/A
9. If applicable, provide the specification page references for the liner installation and testing requirements:
10. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
11. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements11
Earthen Impoundment Dimensions
Liner type:
® Clay
❑ Synthetic
Top of embankment elevation:
273 ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
1x10-6 cm/s
Freeboard elevation:
271 ft
Hazard class:
Not Applicable
Toe of slope elevation:
249 ft
Designed freeboard:
2 ft
Impoundment bottom elevation:
253 ft
Total volume:
5.1M ft'
38.5M gallons
Mean seasonal high water table depth:
>5 below 253 ft
Effective volume:
4.5M ft'
33AM gallons
Embankment slope:
3.5 : 1
Effective storage time:
130 days
Top of dam water surface area:
350,911 W
Plan Sheet Reference:
33-34
Freeboard elevation water surface area:
333,643 ft2
Specification Section:
Sec 02110
Bottom of impoundment surface area:
223,253 ft2
FORM: RWNC 06-16 Page 4 of 9

Upset Pond
V. DESIGN INFORMATION FOR EARTHEN STORAGE IMPOUNDMENTS: 15A NCAC 02U .0401
IF MORE THAN ONE IMPOUNDMENT. PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. Are there any earthen reclaimed water storage impoundments located at the utilization site(s)? ® Yes or ❑ No
✓ If no, then skip the remaining items in Section V. and proceed to Section VI.
2. What is the storage impoundment type? Other
✓ For required wet weather storage, does the amount of storage provided meet or exceed the amount of required storage
calculated in the Water Balance (Instruction F)? ❑ Yes or ❑ No
3. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 35.666' Longitude:-79.0247'
4. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ® No
✓ If Yes, has the required NPDES permit been obtained to authorize the discharge of reclaimed water? ❑ Yes or ❑ No
➢ Provide the NPDES permit number , or the date when NPDES application was submitted:
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? ft2
6. Is a liner provided with a hydraulic conductivity no greater than 1 X 10 -6 cm/s? ® Yes or ❑ No
If No, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
7. What is the depth to bedrock from the earthen impoundment bottom elevation? >4 ft
✓ If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater
than 1 x 10-7 cm/s? ❑ Yes, ❑ No or ® N/A
➢ If Yes, has the Applicant provided predictive calculations or modeling demonstrating that surface water or
groundwater standards will not be contravened? ❑ Yes or ❑ No
✓ If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
8. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom elevation,
how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)? N/A
9. If applicable, provide the specification page references for the liner installation and testing requirements:
10. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
11. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements11
Earthen Impoundment Dimensions
Liner type:
® Clay
❑ Synthetic
Top of embankment elevation:
268 ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
1x10-6 cm/s
Freeboard elevation:
266 ft
Hazard class:
Not Applicable
Toe of slope elevation:
244 ft
Designed freeboard:
2 ft
Impoundment bottom elevation:
255 ft
Total volume:
.365M ft-'
2.7M gallons
Mean seasonal high water table depth:
below 250 ft
Effective volume:
.253M ft-'
1.9M gallons
Embankment slope:
3.5 : 1
Effective storage time:
7.4 days
Top of dam water surface area:
60,559 ft2
Plan Sheet Reference:
35-36
Freeboard elevation water surface area:
51,355 ft2
Specification Section:
Sec 02110
Bottom of impoundment surface area:
21,565 ft2
FORM: RWNC 06-16 Page 4 of 9

VI. DESIGN INFORMATION FOR NON -CONJUNCTIVE IRRIGATION SYSTEMS
1. Will reclaimed water be used for irrigation? ® Yes or ❑ No
✓ If no, then skip the remaining items in Section VI., and proceed to Section VII.
2. The irrigation system is: ❑ existing ® proposed
3. The irrigation system is: Spray
4. Does the irrigation area contain any subsurface drainage structures? ❑ Yes or ® No
✓ If yes, where does the drainage system discharge?
5. Provide the minimum depth to the seasonal high water table within the irrigation area: Greater than F
NOTE: The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
6. Provide the equipment information below for spray and/or drip systems:
Spray Utilization Design Element
Plan Sheet
Number
Specification
Page Number
Wetted diameter of nozzles
60/115 ft
3-5
16
Wetted area of nozzles
2826-10381 ft2
3-5
16
Nozzle capacity
1/17.3 gpm
3-5
16
Nozzle manufacturer / model
Toro/T5PE/FLX35 /
3-5
16
Drip Utilization Design Element
Plan Sheet
Number
Specification
Page Number
Wetted area of emitters
ft2
Distance between laterals
ft
Distance between emitters
ft
Emitter capacity
gpm
Emitter manufacturer / model
/
7. If applicable, provide the location of each design element in the specifications and engineering plans for irrigation dosing
systems:
Utilization Pump Tank
Plan Sheet
Number
Specification
Page Number
Internal dimensions (L x W x H or (p x H)
ft
ft
ft
Total volume
ft3
gallons
Dosing volume
ft3
gallons
Audible & visual alarms
Equipment to prevent utilization during rain events
FORM: RWNC 06-16 Page 5 of 9

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VI. DESIGN INFORMATION FOR NON -CONJUNCTIVE IRRIGATION SYSTEMS (Continued)
9. Provide the following cover crop information to demonstrate the reclaimed water will be applied at or below agronomic rates:
Cover Crop
Soil Series
% Slope
Nitrogen Uptake Rate
(lbs/ac r)
Phosphorus Uptake
Rate (lbs/ac r)
Fescue
Mayodan
2-23
123
50
Fescue
Brickhaven/Carbonton
2-23
123
50
Fescue
Creedmoor
2-23
123
50
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: NCSU NVT MGMT
Wkgm
b. Proposed nitrogen mineralization rate: 40%
c. Proposed nitrogen volatilization rate: 50%
d. Minimum irrigation area from the Agronomist Evaluation's nitrogen balance: 3,904,196 ft2
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: 3,513,776 W
f. Minimum irrigation area from the water balance: 9,295704 ft2
VILLOCATION INFORMATION FOR NON -CONJUNCTIVE UTILIZATION AREAS (other than irrigation)
1. Will reclaimed water be utilized for purposes other than irrigation? ❑ Yes or ❑ No If No, slip this Section.
2. Provide the following information for all other reclaimed water utilization sites (non -irrigation):
Site ID
Latitude a
Longitude a
Allowable Use
Waterbody
Stream Index No. b
Classification b
o , 11
o , „
o , 11
o , „
o , 11
o , „
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o , „
o , 11
o , „
o , 11
o , „
a. Level of accuracy? Select Method of measurement? Select Datum? Select
b. Instructions for determining the waterbody stream index number and its associated classification:
bqs://ncdenr.s3.amazonaws.com/s3fs-public/Water%2OQualit Aquifer%2OPiotection/LAU/Agreements/WSCA%2008-13.pdf
FORM: RWNC 06-16 Page 7 of 9

VIIL IRRIGATION OF FOOD CHAIN CROPS
1. Will the system be used to irrigate food chain crops? ❑ Yes or ® No
2. If Yes, please complete the flowchart below by checking the appropriate yes/no responses. If No, skip this Section.
Will the portion of the crop intended for
human consumption be peeled, skinned,
cooked, or thermally processed prior to
human consumption?
Yes
Type 1 reclaimed water
allowed pursuant to
NCAC 02U .0301(b)), for
direct or indirect contact
irrigation.
No
Will the irrigation activity result in the
direct contact of reclaimed water on
the portion of the crop intended for
human consumption (direct contact
irrigation)?
Yes
This activity is not allowed
without further study pursuant
to 15A NCAC 02U .1401(a)(5).
No
Type 2 reclaimed water
allowed pursuant to
15A NCAC 02U .0301(a), for
indirect contact irrigation.
3. What type of notification will be provided at the irrigation site(s) to inform the public about the use of reclaimed water in
accordance with 15A NCAC 02U .1401?
FORM: RWNC 06-16 Page 8 of 9

Professional Engineer's Certification:
I, Mark P Ashness __, attest that this application for
The Conservancy at Jordan Lake has been reviewed by me and is accurate, complete and consistent with the information supplied in the
engineering plans, calculations, and all other supporting documentation 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 this application package and its instructions as well as all
applicable regulations and statutes. Although other professionals may have developed certain portions of this submittal package,
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. Note: In accordance with NC General Statutes 143-215.6A and 143-215.6B, any person who knowingly
makes any false statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which
may include a fine not to exceed $10,000 as well as civil penalties up to
$25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
Applicant's Certification (signing authority must be in compliance with ISA NCAC 02T .0106):
Andrew Ross Manager
(signing authority name — PLEASE PRINT) attest that this application for The (title)
Conservancy at Jordan Lake
(facility name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater from
this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil penalties,
injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition of this
permit be violated. I also understand that if all required parts of this application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees under Rule 15A NCAC 02T .0105. Note: In accordance with NC
General Statutes 143-215.6�1415,60�any person who knowingly makes any false statement, representation, or certification in
any application packa all be guiltyss 2 misdemeanor, which may include a fine not to exceed $10,000 as well as civil
penalties up to $25, 0 per violation.
Signature: �-�� �%�/ `1� Date: ► —Z'i', 2.:i3
FORM: RWNC 06-16 Page 9 of 9

Mark Ashness P.E.
CE Group
301 Glenwood Avenue, Suite 220
Raleigh, NC 27603
Email: markACEGROUPINC.COM
April 10, 2024
Subject: Summary of Adjustments Made to Water Balance and Mounding Analysis in Response to
Additional Information Request 3 for The Conservancy
Dear Mark;
As requested, this letter summarizes the information we provided in our response to the Additional
Information Request No. 2 from NC DEQ for the Conservancy. The water balance was recomputed using
values for the geometric mean Ksat values for the High Rate soils of 0.079 inches/hour provided by Chris
Murray of Piedmont Environmental. The water balance in the Hydrogeologic report used a value of 0.082
inches per hour. The water balance used the same monthly drainage coefficients applied to the lower Ksat
value that were used in the Hydrogeologic Report. The following Table shows the monthly values of
irrigation rates using these values.
RE-
CHARGE
HR(9.8 Acres)
I R(57.2 Acres)
LR(146.4 Acres)
80%Wet
v
v
o
w
''
a
v
v
o
w,
''
a
v
v
o
w
a
o a
s
to
c`S
to
c`S
to
o
�
m
o
m
o
m
o
inches
inches
GPD
inches
GPD
inches
GPD
GPD
1
0.35
0.00% 0.00
-
0.00%
0.00
-
0.00%
0.00
-
-
2
0.44
2.00%
1.07
10,153
2.00%
0.55
30,188
2.00%
0.46
64,415
104,755
3
0.7o
3.00%
1.76
15,229
4.00%
1.21
60,376
2.00%
0.50
64,415
140,019
4
0.67
4.00%
2.28
20,305
5.00%
1.46
75,470
5.00%
1.22
161,037
256,812
5
0.43
5.00%
2.94
25,381
10.00%
3.02
150,939
8.00%
2.01
257,659
433,979
6
0.23
1 7.00%
3.98
35,534
10.00%
2.92
150,939
9.50%
2.31
305,970
492,443
7
0.14
7.00%
4.11
1 35,534
10.00%
3.02
1 150,939
9.50%
2.39
305,970
492,443
8
o.11
7.00%
4.11
35,534
10.00%
3.02
150,939
9.50%
2.39
305,970
492,443
9
0.11
5.00%
2.84
25,381
8.00%
2.33
120,751
8.00%
1.95
257,659
403,792
10
0.14
4.00%
2.35
20,305
4.00%
1.21
60,376
5.00%
1.26
161,037
241,718
11
0.17
2.00%
1.14
10,153
3.00%
0.88
45,282
1 3.00%
1 0.73
96,6221
152,056
12
1 0,251
2.00%
1.18
10,153
2.00%
0.60
30,188
0.00%
0.00
-
40,340
Year
1 3.73
27.77
20.20
15.21
Additionally, as shown in this Table the updated water balance eliminated irritation in the month of
December for the Low Rate soils. This was necessary to eliminate the potential for the water table to
rise to within 1 foot of the land surface during December in one of the irrigation zones. These zones
were less than 50 square feet and had been missed in our previous maps in the Hydrogeologic Report of
the depth to water contours. We have attached the latest large-scale (D-Size) maps showing the
modeled depth to watertable and watertable elevations in each month except January as Attachment 1.
No irrigation was applied to any zone during January for the mounding analysis.
Eagle Resources, P.A.
215 West Moore Street Southport, NC 28461
919-345-1013 www.eagleresources.com

s
t^: - . / r
The following Table is the summary of the convergent water balance using the data in the foregoing table.
The convergent water balance for this summary is included as Attachment 2 to this letter.
Maximum Net
Wastewater Flow Not
Constrained by
Irri
ation Capacity
of S
fields
Prorated
Available Storage
Net Precip -
Evap on
Area.
Average
Storage
Average
Area or Soil Cateaory
Acres
in/wk
in/ r
ac-ft/ r
al/da
ac-ft/ r
al/da
ac-ft/ r
High
9.8
0.53
27.77
22.7
20,258
1.30
19,100
21.4
Mid
57.2
0.39
20.20
96.3
85,618
5.50
80,989
90.8
Low
146.4
0.29
15.21
185.6
165,539
F10.60
156,079
175.0
Totals
213.4
304.6
271,415 17.40
256,169 287.2
Wastewater Flow
256,169 GPD
Required Wet Weather
31.06 MgaI
Analysis Date
4110124
Storage:
121 Days
Available Wet Weather,
33.36 MgaI
Storage:
1 130 Days
This letter completes our response to the Additional Information Request from NC DEQ.
Sincerely yours,
Eric G, Lappala, P.E.
President
Attachments
Attachment 1: D-size maps showing modeled water table elevation and depth to watertable.
Attachment 2: Convergent Water Balance
2

s
F! ... / r
Attachment I.—D-size maps showing modeled steady-state depth to water table and water table
elevation for February through December of the 80th% wettest year.

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

crnr-c4.c-rrr

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Hydrogeologic and Water Balance Report
The Conservancy at Jordan Lake
Chatham County, North Carolina
Prepared for:
The Conservancy Real Estate Group, LLC
April 29, 2022
Revised: 06/28/2023
Revised 12/11/.23
Eric G. Lappala, P.E., P.H.
Advocacy -Sound Science lnnovabon So!0�4D,;t
215 West Moore Street
Southport, NC 28461

Table of Contents
INTRODUCTION...................................................................................................................... 1
Disclaimer........................................................................................................................................1
Purpose............................................................................................................................................1
Approach..........................................................................................................................................2
Physiographic, Geologic and Hydrogeologic Setting...............................................................
3
Physiographyand Hydrology............................................................................................................3
Geology...............................................................................................................................................................
4
Conceptual Hydrogeologic Model.....................................................................................................6
Site -Specific Hydrogeology.....................................................................................................
6
Soiland Saprolite.............................................................................................................................6
SurficialUnit.....................................................................................................................................9
Boringsand Piezometers.....................................................................................................................................
9
Seismic Survey for Top of Bedrock..................................................................................................10
Depthto Top of Rock......................................................................................................................10
Water Levels and Hydraulic Conductivity Testing............................................................................12
Rechargeand Discharge....................................................................................................................................
12
MOUNDING ANALYSIS MODEL..............................................................................................17
ModelGrid.....................................................................................................................................17
Hydraulic Conductivity of the Surficial Unit......................................................................................................
17
BoundaryConditions......................................................................................................................17
ModelCalibration...........................................................................................................................18
MOUNDINGANALYSIS....................................................................................................................19
WATER BALANCEAND WET WEATHER STORAGE...................................................................42
CONCLUSIONS.......................................................................................................................43
ATTACHMENT 1 Logs of Borings............................................................................................44
ATTACHMENT 2 MASW Survey Report...................................................................................50
ATTACHMENT 3 Coordinates and Top of Rock Depth from MASW Survey..............................51
ATTACHMENT 4 Slug and Pumping Test Analysis Curves........................................................52
ATTACHMENT 5. Convergent Water Balance........................................................................59
i

Figure 1.-- Site location and proposed spray areas..........................................................................2
Figure 2.--
Topography and Drainage.............................................................................................3
Figure 3.--
Regional Bedrock Geology...........................................................................................4
Figure 4.--
Porosity Log of the Sears New Hill Test Well..............................................................5
Figure 5.--
Conceptual Hydrogeologic Model................................................................................6
Figure 6.--
Site Investigation Locations..........................................................................................7
Figure 7.--
Top of bedrock profile along line 5.............................................................................10
Figure 8.--
.-- Top of bedrock profile along line 8........................................................................10
Figure 9.--
Depth to rock used as thickness of the Surficial Unit.................................................11
Figure 10.--
Annual precipitation series used to determine the 80th% wet year ...........................13
Figure 11.--
NRCS Soil Series used for SWAT Model.................................................................14
Figure 12.--
Land Use and Land Cover used for the SWAT
Model............................................15
Figure 13.--
Cumulative annual distribution and monthly recharge computed with the SWAT
model.....................................................................................................................................15
Figure 14.--
Average monthly water balance components from the SWAT model and the 80th%
wet precipitation and deep percolation values.......................................................................16
Figure 15.--
Results of model calibration: see Table 3 for key to point labels .............................18
Figure 16.
Modeled Depth to watertable, west sprayfields
in February of the 80'% wet year.20
Figure 17.
Modeled Depth to watertable, east sprayfields
in February of the 80'% wet year. 21
Figure 18.
Modeled Depth to watertable, west sprayfields
in March of the 80'% wet year....22
Figure 19.
Modeled Depth to watertable, east sprayfields
in March of the 80'% wet year.....23
Figure 20.
Modeled Depth to watertable, west sprayfields
in April of the 80th% wet year.....24
Figure 21.--Modeled
Depth to watertable, east sprayfields in
April of the 80'% wet year ......... 25
Figure 22.
Modeled Depth to watertable, west sprayfields
in May of the 80th% wet year ...... 26
Figure 23.
Modeled Depth to watertable, east sprayfields
in May of the 80'% wet year ........ 27
Figure 24.
Modeled Depth to watertable, west sprayfields
in June of the 80th% wet year ...... 28
Figure 25.
Modeled Depth to watertable, east sprayfields
in June of the 80'% wet year ........ 29
Figure 26.
Modeled Depth to watertable, west sprayfields
in July of the 80'% wet year ...... 30
Figure 27.
Modeled Depth to watertable, east sprayfields
in July of the 80'% wet year ......... 31
Figure 28.
Modeled Depth to watertable, west sprayfields
in August of the 80'% wet year..32
Figure 29.
Modeled Depth to watertable, east sprayfields
in August of the 80'% wet year....33
Figure 30.
Modeled Depth to watertable, west sprayfields
in September of the 80'% wet year.
...............................................................................................................................................
34
Figure 31.
Modeled Depth to watertable, east sprayfields
in September of the 80'% wet year.
...............................................................................................................................................
35
Figure 32.
Modeled Depth to watertable, west sprayfields
in October of the 80'% wet year. 36
Figure 33.
Modeled Depth to watertable, east sprayfields
in October of the 80th% wet year...37
Figure 34.
Modeled Depth to watertable, west sprayfields
in November of the 80'% wet year.
...............................................................................................................................................
38
Figure 35.
Modeled Depth to watertable, east sprayfields
in November of the 80'% wet year.
...............................................................................................................................................39
Figure 36.--
Modeled Depth to watertable, west sprayfields
in December of the 80'% wet year.
...............................................................................................................................................40
Figure 37.--
Modeled Depth to watertable, east sprayfields
in December of the 80'% wet year.
...............................................................................................................................................41
Figure 38.--
Water in wet weather storage - 4 year convergent cycle...........................................42
ii

Table 1.-- Ksat hydraulic conductivity tests of materials to depths of 6 feet by Piedmont (left)
andEagle Resources (right).....................................................................................................8
Table 2.Boring information.........................................................................................................9
Table 3.--Piezometer information...................................................................................................9
Table 4.-- Water levels, pump test and slug test results................................................................12
Table 5.Monthly values of climatic data, and irrigation rates resulting from the mounding
analysis..................................................................................................................................19
Table 6.-- Summary of the convergent water balance...................................................................42
iii

INTRODUCTION
This report documents the results of the hydrogeologic investigation in support of the application for a
Non -Discharge Permit under 15A NCAC .02T and 15A NCAC .02U for the Conservancy at Jordan Lake,
a planned mixed use development (Project) located in eastern Chatham County, North Carolina which is
located on approximately 1,320 acres as shown in Figure 1.
This version of the report incorporates additional information and analyses resulting from additional field
investigations and responses to the request from the North Carolina Department of Environmental Quality
(DEQ) for additional information dated October 5, 2023.
Wastewater from the Project will be treated to North Carolina 15A NCAC .02U standards. As an
integrated part of the treatment system, the treated wastewater will be used to irrigate dedicated
sprayfields under 15A NCAC .02T and beneficially used as a replacement for potable water on greenways
internal to the development under 15A NCAC .02U. The reclaimed water applied as irrigation will satisfy
the evapotranspiration demands of deciduous forest, as well as turf areas in greenways.
This work was performed by Eagle Resources, P.A. under contract to The Conservancy Real Estate
Group, LLC. Installation of borings and the constriction and testing of piezometers were completed by
David Meyer of Protocol Sampling Services, Inc. under subcontract to Eagle Resources. Mr. Meyer
holds the following active licenses with the State of North Carolina: Professional Geologist; Soil
Scientist; and Water Well Contractor.
Disclaimer
Analyses contained in this report relied upon topographic, surveying, and engineering data and
information provided by the CE Group, and soil surveying, testing, and reporting by Piedmont
Environmental. We have reviewed this information and found it to be consistent with acceptable industry
standards of practice and state and federal regulations and guidelines. However, Eagle Resources P.A.
makes no representations regarding the completeness, accuracy and reliability of that data and
information.
Purpose
This hydrogeologic study was conducted to conform with the requirements of 15A NCAC 02T.0504:
(1) a description of the regional and local geology and hydrogeology;
(2) a description, based on field observations of the site, of the site topographic setting,
streams, springs and other groundwater discharge features, drainage features, existing and
abandoned wells, rock outcrops, and other features that may affect the movement of the
contaminant plume and treated wastewater;
(3) changes in lithology underlying the site;
(4) depth to bedrock and occurrence of any rock outcrops;
(5) the hydraulic conductivity and transmissivity of the affected aquifer(s);
(6) depth to the seasonal high water table;
(7) a discussion of the relationship between the affected aquifers of the site to local and
regional geologic and hydrogeologic features;
1

(8) a discussion of the groundwater flow regime of the site prior to operation of the proposed
facility and post operation of the proposed facility focusing on the relationship of the system to
groundwater receptors, groundwater discharge features, and groundwater flow media; and
(9) if the SHWT is within six feet of the surface, a mounding analysis to predict the level of
the SHWT after wastewater application.
7T - I -
? I b I If��
��{. k1
f
ezauwcnax.,.
s'� R i �� `•� - crr....fc,wr . moan a.,,aory 71
i
, r• FvcperN Ba—brY
1Z.._
-if.- 1�r�q_r• / `
j
Ij 0 1,000 Z000 3,000 4,000 5 000 Ft
,
Figure 1.-- Site location and proposed spray areas.
Approach
The analyses documented in this report are summarize by the following approach:
• Documenting the regional physiographic, geologic and hydrogeologic setting;
• Field investigations of hydrogeologic conditions;
• Construction and calibration of a three-dimensional groundwater now model;
• Preparation of a water balance to assess wet weather storage and loading rates; and
• Watertable mounding analysis with the groundwater flow model.
2

Physiographic, Geologic and Hydrogeologic Setting
The conceptual model of the physiography, geology, and hydrogeology of the Project is based upon
regional studies and information, supplemented by site -specific information from field investigations.
Physiography and Hydrology
The Project and the surrounding area are located in the eastern portion of the Piedmont Physiographic
Province of North Carolina. Based upon topography from LIDAR mapping by the NC Floodplain
Mapping Information System', the site comprises rolling hills that are dissected by narrow v-shaped
swales, and ephemeral and perennial streams. The Project is contained within a watershed that drains to
B. Everett Jordan Lake as shown in Figure 1. Analysis of local topography LIDAR elevation data (Figure
2) shows that slopes along ridges are generally less than 10 percent and that valley slopes above some
streams is greater than 10 percent.
1 `,.S• Y - ��Ntl R.'M SPx xux ._-. '. ' I �f 7 \` � :. �� I � ,
�ti5 I.. -_,r -_..-, .WhBn.�rt. � ;" • �Y1r �•os-�j1V� ]�� 5� �J6 1
.o
r • ;J
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r _ ;..
r s-
1,000 0 1,000 2,000 3," 4.000 5,000F[
die
Figure 2.-- Topography and Drainage.
' h!Ws:Hsdd.nc.gov/DataDowrdoad.aspx
3

Geology
The Project is situated in the Deep River Triassic Basin with intrusions of felsic metavolcanic rock beneath
the western end of the project' as shown in Figure 3. The Triassic basins are filled with sedimentary
rocks that formed about 220 million years ago. These rocks comprise sandstone and siltstone that are very
clay rich and poorly sorted, resulting in low pore space and very low permeability.
.� vv �r
a�.
Bedtrock Geology
0 CZfv Felsic metavolcanic rock
0 TRc Chatham Group,Undivided
0 TRcc Cumnock Formation ro
0 TRcp Pekin Formation
TRcs Sanford Formation
-- Geologic Faults
Diabase Dikes
0 Groundwater Model Boundary sue_
Spray Areas A
4,000 4,000 8,000 12,000 16,000 Feet
Figure 3.-- Regional Bedrock Geology.
2 P. J. Bradley, A. K. Rice, D. A. Grimley, H. D. Hanna and M.J. Malaska, : Geologic Map of the Merry
Oaks 7.5-Minute Quadrangle, Chatham and Lee Counties, North Carolina; North Carolina Geological
Survey Open File Report 2021-02 (revised 7/26/2021).
11

Porosity
0% 5% :.1 15% 20°/�
0
100
20D
300
400
501)
LL
t 6D0
0
701)
Soo
900
1000
1100
1200
Figure 4.-- Porosity Log of the Sears New Hill Test Well.
The log of porosity in the Sears New Hill test
well' in Figure 4 shows that total porosity is
approximately 10% to a depth of 450 ft and that
the porosities deeper than 600 feet are essentially
zero. This character was confirmed by the
NCLLRW test well shown on Figure 3 that was
drilled to over 2,000 feet4.
Jurassic intrusive diabase and dioritic dikes that
often provide high permeability zones on their
margins have been mapped withing in the project
area as shown on Figure 3. The Bonsal
Morrisville Fault shown on Figure 3 cuts across
the western portion of the project area. Based
upon the description by Bain and Brown,
neither the fault nor the diabase dikes are
included in the conceptual or numerical model as
having hydraulic conductivities different from
that of the parent material.
Based upon the foregoing, bedrock was
considered to be a uniform, homogeneous, low
permeability porous medium for the conceptual
and numerical models for the project.
' George L. Bain & C. E. Brown 1981: Evaluation of the Durham Triassic Basin of North Carolina and Technique Used to
Characterize its Waste -Storage Potential; U. S. Geological Survey Open-Fae Report 80 1295.
4 Eric Lappala, 1995; Personal project notes for the North Carolina Low Level Radioactive Waste site investigation and
characterization project.
5

Conceptual Hydrogeologic Model
The conceptual hydrogeologic model of the Project area divides the subsurface into three zones based
upon regional and local published studies: Soils and Saprolite, Partially Weathered Rock, and Fractured
Bedrock and are as described by LeGrand' and illustrated in Figure 5.
Modified from Freeze and Cherry, 1979
Figure 5.-- Conceptual Hydrogeologic Model.
The soils and underlying saprolite that occur above bedrock are derived by chemical weathering in place
of the bedrock. The boundaries between the Fractured bedrock, Partially Weathered Rock (PWR), and
Saprolite are generally not distinct. This mode of weathering leaves structural features such as bedding
planes and fracture traces generally intact in the PWR and Saprolite. The Soil — Saprolite boundary is
also not commonly distinct. The upper surface of saprolite generally corresponds to the C Soil Horizon
and is considered such for this project.
Site -Specific Hydrogeology
Site -specific hydrogeologic conditions for the Project were evaluated using the following: mapping and
testing by the Soil Scientist with Piedmont; the installation of borings to bedrock; the construction and
testing of piezometers; and a seismic reflection survey (MASW) to define the top of bedrock. The
locations of all these sites are shown in Figure 6.
Soil and Saprolite
The thickness and characteristics of the soils to depths of approximately 5 to 6 feet were assessed in the
Soil Scientist evaluation and included soil borings and hydraulic conductivity (Ksat) tests at 15 locations
designated by Ksat Nest number shown on Figure 6. The soil profile descriptions for the borings are
provided in the Soil Scientist report. The Ksat tests were conducted at multiple depths at each location to
determine the least permeable soil horizon at representative locations in or near proposed sprayfields.
Eagle Resources conducted additional Ksat tests at all borings installed during November 2023 in which
groundwater was not encountered above the depths of refusal. The results of all the Ksat tests are included
in Table 1. The location of the borings used for all Ksat tests were determined by GPS.
5 H.E. LeGrand, 2004: A Master Conceptual Model for Hydrogeological Site Characterization in the Piedmont and Mountain
Region of North Carolina: North Carolina Department of Environment and Natural Resources, Division of Water Quality.
31

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Ksat
Nest
Soil
Horizon
De pth
Ksat
Inches
Feet
in/hr
ft/day
HR 1
Mayodan
Bt
30
2.50
0.054
0.107
BC
38
3.17
0.330
0.660
C
74
6.17
0.047
0.093
HR 2
Mayodan
Bt
24
2.00
1.363
2.727
BC
36
3.00
0.052
0.104
C
86
7.17
0.350
0.699
HR 3
Mayodan
Bt
25
2.08
1.876
3.752
BC
38
3.17
0.036
0.073
C
83
6.92
0.165
0.330
IR 1
Brickhaven/ Carbonton
Bt
16
1.33
0.064
0.128
BC
36
3.00
0.09
0.190
C
55
4.58
0.10
0.200
IR 2
Brickhaven/
Carbonton
Bt
22
1.83
0.178
0.356
BC
55
4.58
0.039
0.078
C
not encountered to 84"
IR 3
Brickhaven/ Carbonton
Bt
27 2.25 0.032 0.065
BC
horizon too thin to test
C
47
3.92
0.084
0.168
IR 4
Brickhaven/
Carbonton
Bt
20
1.67
0.127
0.253
BC
36
3.00
0.087
0.174
C
71
5.92
0.022
0.044
IR 5
Brickhaven/
Carbonton
Bt
22
1.83
0.355
0.709
BC
38
3.17
0.012
0.024
C
71
5.92
0.008
0.017
IR 6
Brickhaven/ Carbonton
Bt
20
1.67
0.045
0.090
BC
horizon too thin to test
C
50 4.17 1 0.047 1 0.094
IR 7
Brickhaven/ Carbonton
Bt
horizon too thin to test
BC
16 1.33 0.380 0.760
C
C Rock
LR 1
Creedmoor/
White Store
Bt
22
1.83
0.039
0.078
LR 2
Creedmoor/
White Store
Bt
16
1.33
0.032
0.064
BC
36
3.00
0.106
0.211
LR 3
Creedmoor/
White Store
Bt
15
1.25
0.019
0.037
BC
36
3.00
0.092
0.184
LR 4
Creedmoor/
White Store
Bt
26
2.17
0.032
0.063
LR 5
Creedmoor/
White Store
Bt
23
1.92
0.212
0.424
Site ID
North
East
Ground
Elevation
LIDAR
Ksat
Test
Depth
Ksat
Ft NAD83
Ft NAD83
Ft NAVD88
Feet
Ft/Day
P-1-1
700,917
1,989,685
278
4.75
0.056
P-1-2
701,785
1,988,603
341
5.83
0.313
P-2-1
700,447
1,990,936
269
6.00
0.025
P-2-5
699,692
1,991,209
249
6.00
0.025
P-3-2
697,508
1,993,673
255
5.83
0.047
P-4-1
696,990
1,991,799
243
6.00
0.009
P-4-2
696,629
1,991,032
223
6.00
0.014
P-5-1
696,062
1,998,784
290
6.00
0.019
P-5-3
693,190
2,004,639
294
6.00
0.802
P-7-1
692,745
2,002,096
305
6.00
0.014
Table 1. -- Ksat hydraulic conductivity tests of materials to depths of 6 feet by Piedmont (left) and Eagle Resources (right).

Surficial Unit
For the purposes of constructing the numerical model used for mounding analysis, the soil, saprolite and
any PWR present were combined into a single layer designated as the Surficial Unit with its top defined
by the land surface and its base defined as the top of bedrock as defined by the depth of refusal in borings
installed using a solid stem auger and a seismic reflection survey.
Borings and Piezometers
Borings were installed at the 22 locations shown on Figure 6 to refusal or a maximum of 20 feet using a
machine -mounted solid stem auger by Protocol Sampling Services, Inc. Table 2 shows the locations, and
depths for the borings that did not encounter groundwater above refusal. Table 3 shows the locations,
construction details and water levels measured on 11/24/23 for the eight (8) piezometers constructed in
borings that encountered groundwater, and the single domestic water well found in the project area. The
logs of the borings are included as Attachment 1. Water well WW-1 is included so as to identify water
supply wells in and around the project area. The information for this well that is shown in Table 2 was
obtained by measurements and from the driller -installed well tag.
The locations of the borings shown in Table 2 were determined by GPS and their elevations were
determined from their locations on the 3-ft LIDAR grid. The locations, ground elevations and top of
casing elevations for the piezometers and the water well shown in Table 3 were determined by a North
Carolina licensed Surveyor with the CE Group.
Site ID
Site Type
GPS North
GPS East
LIDAR
Ground
Elevatioin
Drilled
Depth ft
Refusal
Ft NAD83
Ft NAD83
Ft NAVD29
Feet
P-05
Boring
693,042
1,998,197
260
10
X
P-02
Boring
701,343
1,988,588
335
18
X
P-12
1 Borinq
701,729
1,989,050
327
1 18
X
P-5-1
Boring
696,062
1,998,784
290
15
X
P-5-3
Boring
693,190
2,004,639
294
11
X
P-1-1
Boring
700,917
1,989,685
278
7
X
P-2-1
Boring
700,447
1,990,936
269
20
P-2-5
Boring
699,692
1 ,991 ,209
249
13
X
P-3-2
Borinq
697,508
1,993,673
255
25
1 X
P-6-1
Boring
694,945
1,996,491
269
22
X
P-6-3
Boring
693,388
1,995,259
259
7
X
P-6-2
Boring
693,841
1,996,437
243
22
X
P-7-1
Boring
692,745
2,002,096
305
8
X
P-4-1
Boring
696,990
1 ,991 ,799
243
11
X
P-4-2
Boring
696,629
1 ,991 ,032
223
36
X
Table 2. Boring information.
Site ID
Site Type
Surveyed
North
Surveyed
East
Surveyed Elevations
Depths
Water Level
11/24/23
Ground
Top of
Casing
Drilled
Screen
Top
Screen
Bottom
Depth
below
TOC
Elevation
Ft NAD83
Ft NAD83
Ft NAVD29
Ft NAVD29
Feet
Feet
Feet
1 Feet
Ft NAVD29
P-08
Piez.
692,766.89
2,001,067.18
295.47
295.82
28
15
20
16.6
279.22
P-09
Piez.
692,841.36
2,000,767.78
292.20
293.86
20
7
17
15.3
277.9
P-1 1
Piez.
698,848.11
1,991,848.52
235.49
236.94
10
5
10
10.1
226.39
P-14
Piez.
698,156.95
1,991,990.99
233.27
234.71
13
8
13
6.25
228.62
P-15
Piez.
697,496.71
1,993,376.53
246.86
251.55
11
5
10
8.45
242.41
P-7-2
Piez.
1 692,648.35
11,999,548.971
260.37
260.63
18
13
1 18
6.15
254.62
WW-1
Water Well
701 ,837.03
11,988,684.04
345.84
350.05
340
40
340
64.85
281.99
Table 3.--Piezometer information.
M

Seismic Survey for Top of Bedrock
A Multi -channel Analysis of Surface Waves (MASW) seismic survey was conducted to supplement the
depth to bedrock information from the borings shown in Table 2. These surveys were conducted in and
in the vicinity of the proposed sprayfields in areas where access did not require clearing for the survey
equipment. The survey was conducted by Piedmont Geophysics under contract to Eagle Resources. The
MASW survey provided the depths to bedrock at 20-foot spacings along each of the lines shown on Figure
6. Figures 7 and 8 show examples of the depth to rock profiles provided by the survey. Profiles for all
surveyed lines are included in full report from Piedmont Geophysics in Attachment 2, and the
coordinates and mapped depths to rock for all surveyed locations are included in Attachment 3. Surveys
were not completed in the northwest corner of the project owing to the need for equipment repairs. The
locations of all survey lines shown on Figure 6 were determined by GPS by Piedmont Geophysics.
E
WEST EAST
N
69fp
BEDROCK 9
v
O
12011 WW
3
1199
SOIL
W
0
SCAIES NOT PROPoRIIONAL
DISTANCE ALONG TRANSECT (FEET)
Figure 7.-- Top of bedrock profile along line 5.
FAST WEST
P-as P-09
E
BEDROCK
YAL
Figure 8.-- . -- Top of bedrock prof le along line 8.
1199 a
r
400
Note the shallow rock area between 900 and approximately 1400 feet along line 8 which is also shown on
the depth to rock map in the next section.
Depth to Top of Rock
The 386 point determinations of the depth to rock from the MASW survey shown in Attachment 3 were
combined with the refusal depths of site borings and used to construct a map of the depth to bedrock over
the area used for the groundwater model. The average depth for all points of 16 feet documented in
Attachment 3 was used to generate points outside of the areas where control point density was low.
Figure 9 shows contours of the depth to rock over the modeled area where the depth is either greater than
or less than the average value of 16 feet.
10

ry P 1
P-02
17
21
9 �.
-2-5 oc, �25 �
0
2 ti
d 25
s
PI2 "
t �s
8 r6
5
�B
EXPLANATION
Thicir—ss C uw ,ur, Feet
Surfaal thickness
�)0
_ • Piezometers
• Borings
y , — Seismic Survey Lines
C—' Groundwater Model Bound
Project Property Boundary
a 1E
,s Low Rate Spray Areas
Mid Rate Spray Areas
s ,o ✓ �_
High Rate Spray Areas
�C
'y6
Figure 9.-- Depth to rock used as thickness of the Surficial Unit.
The elevation of the top of rock surface was generated by subtracting the gridded depth to rock surface
from the land surface from the 3-ft LIDAR grid for use in the numerical model. Note that the proposed
sprayfields originally proposed in the southeast portion of the property have been removed in the areas
where the depth to rock is generally less than 10 feet based upon the mounding analysis described in a
subsequent section of this report.
11

Water Levels and Hydraulic Conductivity Testing
Water levels measured in piezometers and in the one identified water well are shown in Table 4.
Top
Casing
Elevation
6/8/21
12/29/21
4/24/22
1 1 /24/23
Hydraulic
Conduictivit
Depth
below
TOC
Water
Level
Elevation
Depth
below
TOC
Water
Level
Elevation
Depth
below
TOC
Water
Level
Elevation
Depth
below
TOC
Water
Level
Elevation
Average
Water
Level
Elevation
Site ID
Feet
NAVD88
Feet
Feet
NAVD88
Feet
Feet
NAVD88
Feet
Feet
NAVD88
Feet
Feet
NAVD88
Feet
NAVD88
Ft/day
P-08
295.82
19.50
276.32
10.50
285.32
9.65
286.17
16.6
279.22
281.76
0.001
P-09
293.86
n/m
nm
n/m
nm
n/m
nm
15.3
278.56
278.56
n/m
P-11
236.94
5.75
231.19
3.80
233.14
2.28
234.66
10.1
226.84
231.46
0.001
P-14
234.71
3.12
231.59
2.30
232.41
2.20
232.51
6.25
228.46
231.24
0.07
P-15
251.55
3.02
248.53
5.30
246.25
3.39
248.16
8.45
243.10
246.51
0.001
P-7-2
260.63
n/i
n/m
n/i
nm
n/i
n/i
n/i
n/i
6.15
254.48
254.48
< 0.001
WW-1
350.05
74.00
220.00
64.00
230.00
64.85
285.20
n/a
0.001
n/m: nomeasurement; n/i not installed; n/a not applicable to model
Table 4. -- Water levels, pump test and slug test results.
Slug tests were conducted in five of the piezometers to estimate the hydraulic conductivity of the screened
zone in each. Because water levels in both these piezometers were close to the bottom of the screened
zone, the values shown in Table 3 are considered more representative of bedrock than the Surficial Unit
at these locations. The slug tests were analyzed using the commercial AgteSolve' program and the
analysis curves are included as Attachment 4.
Recharge and Discharge
Recharge to the modeled area results from the balance between infiltrated precipitation and
evapotranspiration (ET) from the soil zone. The USDA Soil and Water Balance Tool, (SWAT)' was
used to determine recharge by modeling the daily water balance for the period 1/1/1981 through
8/31/2023 .
The SWAT model requires inputs of daily precipitation, daily minimum and maximum air temperature
and daily solar radiation (used to compute Potential ET or ETo). Soil properties for soils are also required
that are used to model infiltration, runoff, evaporation from the soil surface, moisture holding capacity,
deep percolation, and groundwater recharge. Modeling the effects of vegetation and land cover on
interception of rainfall, uptake of soil moisture and discharge by ET requires the definition of classes of
land cover.
Precipitation
Daily precipitation was used for the 4km x 4km grid cell containing the site downloaded from the nation-
wide PRISM' national dataset for the period 1/1/1982 through 12/31//2022. This data was used to prepare
a cumulative annual precipitation distribution curve to determine the average and 80th% wet year for the
6 hlw://www.mtesolv.com/
http://swat.tamu.edu/software/areswat/
s hlW://www.piism.oregonstate.edu/explorer/
12

site, which is shown in Figure 10, The 80'% wet year precipitation from the annual frequency analysis
with the PRISM dataset is 53.2 inches and the average year precipitation is 46.4 inches.
100 %
90%
8 0°l0
v
70%
ra
0
60%
x
rD 50%
5
40%
as
c
30%a
0
20%
ru
109'0
L
CL
0%
0 PRISM
—Normal Distributic �
r •
•
r
r
•
V
30 351;) 45 50 55
Annual Precipitation, Inches
Figure 10. Annual precipitation series used to determine the 80th% wet year.
Soils
For the SWAT model, soils were modeled using the NRCS SSURGO soil datasets4 as they contain all the
necessary soil characteristics needed by the SWAT model and because they are generalizations of the
mapping by the Soil Scientist for the Project. Figure 11 shows these soils that were used for the SWAT
model.
13

EXPLANATION
0 Spray Areas
0 Groundwater Model Boundary
NRCS Soil Series Used for SWAT Model
CcD Carbonton-Brickhaven complex
ChA Chewacla and Wehadkee soils
CrB Creedmoor-Green Level complex
MgD Mayodan gravelly sandy loam
MhE Mayodan-Brickhaven complex
PeB Peawick fine sandy loam
PsB Pittsboro-Iredell complex
UdC Udorthents,loamy
WhB White Store-Polkton complex
t
-Z
110 2,000 4,000 • 111 8,000 R
Map 1
Figure 11. -- NRCS Soil Series used for SWAT Model.
Vegetation and Land Cover
The land use and land cover needed for the SWAT model used modifications based on the development
plans provided by the CE Group to the 2011 National Land Use/Land Cover Dataset9 downloaded from
the U.S. Geological Survey National Map and is shown on Figure 12.
9 hlWs://www.usgs.gov/the-national-map-data.-delivery
14

EXPLANATION
Q Spray Areas
Groundwater Model Boundary
�. Land Use & LandeCover
Water
*. Urban Medium Density
Urban High Density
Urban Commercial
Urban Institutional
Range +& Bare Rock
Q Deciduous Forest
Evergreen Forest
Mixed Forest
Range Shrubland
Grasslands/Herbaceous
Pasture/Hay
® Row Crops
0 Woody Wetlands
Emergent/Herbaceous Wetlands
—«y-t
Figure 12. -- Land Use and Land Cover used for the SWAT Model
Groundwater Recharge
The daily PRISM dataset values from 1/1/1982 through 08/31/2023 were used in calculating groundwater
recharge with the SWAT model for calibrating the groundwater model using the average of water levels
three rounds of water level measurements in the four piezometers that encountered groundwater. The
cumulative annual distribution and monthly average over the model area recharge is shown in Figure 13.
The mean annual recharge is 3.08 inches and is 3.73 inches for the 80'% wet year.
100%
90%
80%
- 71%
Q
X
C 60%
50%
0 40%
30%
o 20%
10%
0%
11VA
SWA
• SWAT Recharge
—Normal Distribution
0 1 2 3 4 5 6
Mean Annual Recnarge, Inches
Figure 13.-- Cumulative annual distribution and monthly recharge computed with the SWAT model.
15

Potential and Actual Evapotranspiration (ETo and Eta)
The SWAT model calculates Eta by applying seasonal crop coefficients based on seasonal growth stages
for each modeled crop or vegetation simulated to ETo. Values of ETo were calculated with the Priestly -
Taylor Equation. Numerous studies10,"," have shown that this equation, which is also the standard used
by the United Nations FAO, is the most applicable for determining ETo in the southeastern United States.
Figure 14 shows the monthly values of water balance components from the SWAT model for average
conditions over the period from 1982 to 2022. The majority of precipitation goes to satisfying ET demand
by the predominantly deciduous forest, to surface runoff (SURQ) and to satisfy soil moisture deficits
(DEL SM) during the summer months. PERC is the percolation below the root zone which becomes
groundwater recharge. These values are essentially zero during the summer months and are low the
remaining months because of the other components of the water balance.
6.00
5.00
4.OD
3.OD
0.00
1.00
2.00
3,00
■Preclp ■SurQ ■Pere NET ■SMChange
10 11 12
Figure 14.-- Average monthly water balance components from the SWAT model and the 80th% wet precipitation and deep
percolation values.
10 http://rei)ositorv.lib.ncsu.edu/it/bitstream/1840.16/710/1/etd.1)
11 Puryear, Margaret W. P., 2005: Observations and Modeling of Evapotranspiration across North Carolina:
htti3:Hrei3ository.lib.ncsu.edu/ir/handle/l 840.16/1636?mode=fu II
12 Lu, Jinbao, S.B. McNulty, and D.M. Amatya, 2005: A comparison of Six Potential Evapotranspiration Methods for
Regional Use in the Southeastern United States: Journal of the American Water Resources Association, V. 41, No. 3, pp621-
633.
16

MOUNDING ANALYSIS MODEL
The assessment of the likely depth to the watertable under the proposed sprayfields was conducted
using a three-dimensional groundwater flow model using used MODFLOW6, which is the most
recent version of the code developed and maintained by the U.S. Geological Survey (USGS). The
model was developed, calibrated, and applied within the USGS modeling shell, ModelMuse.
Model Grid
The regular finite difference grid used for the simulation model covers an area of 3,750 acres (5.86 square
miles) as shown on the previous figures and comprises 141 horizontal rows, 338 vertical columns 2 layers.
and 47,658 computational cells. The horizontal and vertical grid spacing over the spray areas area was 50
ft by 50 ft, which was expanded to 250 x 250 feet at the model boundaries. Layer 1 was used to model
the Surficial Unit and layer 2 was used to model the bedrock.
Hydraulic Conductivity of the Surficial Unit
All the slug and pumping tests results shown in Table 4 are considered to be representative of the very
bottom of the surficial unit or bedrock because they are at least one to two orders of magnitude less than
the values for the C horizon shown in Table 1. Initial model analyses using these values for the surficial
unit and average recharge from the SWAT model for 2020 through 2023 could not reproduce the observed
values of dry materials above the bedrock in the borings shown in Table 1 or the water levels shown in
Table 4. Consequently, the hydraulic conductivity of the surficial unit to use in the mounding model was
determined by a combination of manual and automated calibration to the average water levels shown in
Table 4 using the PEST program13. The results of model calibration are described in a subsequent section
of this report.
The initial hydraulic conductivity of the bedrock was set at 0.001 ft/day based upon the results of the
slug tests, the pump test in the water well and laboratory tests of a sample from a geotechnical boring in
the center of the proposed wet weather storage pond14 from a depth of 8.5 to 10 feet.
Boundary Conditions
No flow boundary conditions were used in all layers along the lateral model boundary as well as the
bottom of Layer 2.
Recharge to the groundwater was modeled using the ModFlow Unsaturated Zone Flow (UZF) package
with the specified infiltration rates equal to the sum of natural recharge computed from the SWAT model
and any applied irrigation. The input to the UZF package for the model calibration were the daily recharge
rates for l/l/2021 through 8/31/2023 computed using the SWAT model. For mounding analyses average
natural recharge rates over the model area for each month of the 80'% wet year computed with the SWAT
model were used.
The UZF package can include additional evapotranspiration from above the watertable driven by upward
capillary action as ETo when the watertable is at the surface and zero below a specified extinction depth.
13 https://pesthomepage.org/
14 NV5 Engineers and Consultants, Inc., 2022: Report of Subsurface Investigation and Geotechnical Engineering Evaluation,
New Hill Water Treatment Plant New Hill North Carolina.
17

The extinction depth was modeled as 10 feet for this study based upon the deep-rooted deciduous trees
present in the majority of the modeled area.
Surface water drainage features were modeled as seepage to the land surface in topographically low areas
using the UZF package. As well as drainage lines as determined by analyses of the LIDAR topography
using the SWAT Model.
No extraction by water wells was included in the model as the only well found in the model area is open
to the deep bedrock between depths of 40 and 340 feet and because it is not located in the vicinity of any
proposed sprayfields. Therefore, any pumping from this well will not affect the results of the mounding
analysis.
Model Calibration
Calibration was implemented by assessing the goodness of fit of modeled values of the watertable
elevation to the average water level measurements in Figure 15. Standard statistics used for assessing the
degree of fit are: Mean Residual (Mean of observed minus computed water level elevations), Mean
Absolute Residual (Absolute value of the Mean Residual ), the Root Mean Squared Residual (RMSR),
and the normalized RMSR (RMSR divided by the range in observed values). The NRMS value of 3.7%
is well below the recommended maximum value of 10% in the DEQ Modeling Policy.
295
285
U
ss 275
a
z
0 265
v
255
v
v
3 245
v
v
0
235
225
• Modeled
-1:1
......• Least Squares Fit
7
P
P_0
O8
7 2
• P 15
•
4•
11
225 235 245 255 265 275 285 295
Observed Water Level Elevation, NAVD88 Feet
Well
Measured
Modeled
Residual
Abs
Residual
Sq
Resodual
P 11
231.48
232.73
-1.25
1.25
1.56
P 15
246.51
243.78
2.73
2.73
7.47
P 7 2
254.48
257.27
-2.79
2.79
7.77
P 14
228.46
231.07
-2.61
2.61
6.80
P 08
281.76
281.49
0.27
0.27
0.07
P 09
278.56
278.53
0.03
0.03
0.00
min
228.46
means-->
-0.60
1.61
23.68
max
281.76
RMS
1.99
range
53.30
Corr coeff:
10.9961
NRMS
3.7%
Figure 15. -- Results of model calibration: see Table 3 for key to point labels.
The goodness of fit shown in Figure 15 was achieved using an isotropic and uniform value of hydraulic
conductivity of 1.2 feet/day for the surficial material and a value of 0.003 for the bedrock.

MOUNDING ANALYSIS
A mounding analysis was completed with the calibrated groundwater now model to conform with
15A NCAC .02T .0505 (9). Based upon agreement between the Soil Scientist and the CE Group,
the soils in the spray areas were grouped as High, Intermediate, and Low Rates The mounding
analysis applied natural recharge combined with irrigation for each month of the 80' % wet year
to each of these areas and natural recharge outside of them. Irrigation rates were determined by
applying Drainage Coefficients to the geometric mean minimum Ksat values or each soil as
recommended by the Soil Scientist. The irrigation rates for all soils were constrained to be less
those recommended by the Soil Scientist.
Table 5 shows the monthly values of the 80' % wet year precipitation, evaporation from surface
storage reservoirs, recharge from the 801 % wet year values from the SWAT model, Drainage
Coefficients, and irrigation rates and irrigation capacities used for the mounding analysis. In Table
5, HR corresponds to High Rate, IR to Intermediate Rate, and LR to Low Rate Soils.
0
:5
PRECI P
PET from
SWAT
(Preistley/T
aylor)
RECHARGE
HR(9.8 Acres)
I R(57.2 Acres)
LR(146.4 Acres)
Mean
80%
Wet
Mean
80%Wet
v
U
a,
no
c
cs
c
O
m
no
E
v
U
a,
no
c
o
c
O
m
no
'E
v
U
(,
40
c
cs
c
m
40
E
inches
inches
inches
inches
inches
inches
inches
inches
1
3.17
1 3.83
1.45
0.29
0.35
0.00%
0.00
0.00%
0.00
0.00%
0.00
2
3.72
4.50
1.70
0.36
0.44
2.00%
1.16
2.00%
0.55
2.00%
0.46
3
4.20
5.08
2.96
0.58
0.70
3.00%
1.90
4.00%
1.21
4.00%
1.01
4
3.45
4.17
4.26
0.55
0.67
4.00%
2.46
5.00%
1.46
5.00%
1.22
5
3.47
4.20
5.70
0.36
0.43
5.00%
3.17
10.00%
3.02
8.00%
2.01
6
3.44
4.17
6.37
0.19
0.23
7.00%
4.30
10.00%
2.92
9.50%
2.31
7
3.91
4.73
6.67
0.12
0.14
7.00%
4.44
10.00%
3.02
9.50%
2.39
8
2.96
3.59
6.15
0.09
0.11
6.00%
3.81
10.00%
3.02
9.50%
2.39
9
3.00
3.63
4.68
0.09
0.11
5.00%
3.07
8.00%
2.33
8.00%
1.95
10
3.17
3.84
3.23
0.12
0.14
4.00%
2.54
4.00%
1.21
5.00%
1.26
11
3.48
4.21
2.03
0.14
0.17
2.00%
1.23
3.00%
0.88
3.00%
0.73
12
3.46
4.19
1.50
0.21
0.25
2.00%
1.27
2.00%
0.60
2.00%
0.50
Yearl
41.43
1 50.13
1 46.69
1 3.08
1 3.73
1
1 29.341
1 20.20 1
1 16.21
Table 5. Monthly values of climatic data, and irrigation rates resulting from the mounding analysis.
Mounding analyses were conducted with the calibrated model using a steady-state model for each
month of the 80' % wettest year and applying the net recharge values for each month shown in
Table 5. Figures 16 through 26 show the modeled depth to the watertable and areas where it is
one -foot or less during the months of February through December of the 80'% wet year. No areas
within the boundaries of the modeled sprayfields have a depth to watertable of less than 1 foot for
any month of the year. No figure is included for January because no irrigation was applied during
that month for the mounding analysis. The mounding analysis also determined that no irritation
should occur during the January to avoid the development areas within the sprayfields where the
modeled depth to the watertable was less than one foot during that month.
Note that the boundaries of the proposed sprayfield I the southeast part of the project area were
reduced from the original design to avoid areas where the modeled depth to the watertable was
less than 1 foot. This condition results from the shallow bedrock in this area as shown on Figure
9.
19

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IF

WATER BALANCE AND WET WEATHER STORAGE
The application rates used for mounding analysis incorporated the additional water from the net of
precipitation and evaporation on the proposed weather storage and 5-day upset ponds designed by
the CE Group. The surface areas and storage volumes for these ponds were provided by the CE
Group The water balance summary computed using the climatic and irrigation data in Table 5 is
shown in Table 6. The convergent water balance is included as Attachment 5.
Maximum Net
Wastewater Flow Not
Constrained by
Im ation Capacity of S ra
fields
Prorated
Available Storage
Net Precip -
Evap on
Area.
Average
Storage
Average
Area or Soil Cateqory
Acres
in/wk
in/ r
ac-ft/ r
al/da
ac-ft/ rgal/day
ac-ft/ r
High
9.8
0.56
29.34
24.0
21,406
1.31
20,235
22.7
Mid
57.2
0.39
20.20
96.3
85,618
5.27
81,198
91.0
Low
146.4
0.31
16.21
197.8
176,484
10.82
166,828
187.0
Totals
213.4
318.1
283,508 17.40
268,262 300.7
Wastewater Flow Constrained by Available Storage
268,333 GPD
Required Wet Weather
29.52 Mgal
Analysis Date
12/10/23
Storage:
110 Days
Available Wet Weather
1 33.36 Mgal
Storage:
124 1 Days
Table 6.-- Summary of the convergent water balance.
Figure 38 demonstrates that the water balance is convergent by the annual cycle reaching zero
water in storage each year in September.
-,LLEa�' a� o f o-.LLEa�2 akoz o-. �". Ea �2 aN zcu f aE aN zc
Figure 38.-- Water in wet weather storage - 4 year convergent cycle.
42

CONCLUSIONS
A defensible conceptual hydrogeologic model of the proposed sprayfields and surrounding areas
has been constructed using available information from public domain sources, field investigations,
and existing water supply well information.
A three-dimensional groundwater flow model has been constructed and successfully tested against
measured groundwater level measurements. The simulated groundwater flow patterns are
consistent with the conceptual model. The best fit with the calibrated model resulted from
adjusting initial values of hydraulic conductivity from slug and pumping rests by least squares
fitting to measured water levels. Based on the statistics of this fit the agreement between measured
and observed water level elevations is within industry and NC DEQ guidelines. Consequently, the
model can reliably be used to assess the likely average water table configuration and depth to water
table under conditions that include the wettest month of the 80'% wet year.
Mounding analyses were conducted with the calibrated model using a steady-state recharge for
each month of the 80tn % wettest year as shown in Table 5. The mounding analysis concluded
that an irrigation capacity of 283,508 gpd can be accommodated with no areas within the irrigation
fields having a modeled depth to the watertable of less than one foot.
The mounding analysis shows that irrigation should not occur during November, December, and
January. The analysis also required modifications to the boundaries of some sprayfields to avoid a
modeled depth to the watertable of less than one foot that resulted from areas of shallow bedrock
and/or low permeabilities of the Surficial Unit.
The water balance computed using the climatic and irrigation data in Table 5 and surface areas of
the wet weather storage and 5-day upset ponds results in a wastewater now of 268,333 gpd. the
required wet weather storage of 29.52 million gallons is less than the designed capacity of 33.36
million gallons provide by the CE Group.
43

ATTACHMENT 1 Logs of Borings

Drilled Boring Log - Conservancy
Chatham County, NC
Boring
Depth (feet)
Description
P12/DW1
0.0 - 5.0'
Reddish brown silty clay (CL);
5.0 - 16.0'
Reddish brown sandy clay (SC);
16.0 - 18.0'
Green schist (refusal)
Dry
Boring
Depth (feet)
Description
P-2
0.0 - 6.0'
Reddish brown clay (CL)
6.0 - 9.0'
Brownish red sandy clay (SC);
9.0 - 18.0'
Gray sandy clay/sandy silt (SUML)
18.0'
Refusal
Dry
Boring
Depth (feet)
Description
P-8
0.0 - 2.0'
Yellowish brown silty sand (SM)
2.0 - 5.0'
Red clay (CL)
5.0 - 6.0'
Gray sandy clay (SC)
6.0 - 8.0'
Yellowish brown silty sand (SM)
8.0 - 14.0'
Red silty clay (CL)
14.0 - 20.0'
Red and Gray sandy silt (ML)
Set 20'x 2" w/ 10' 0.010" screen 2' stick-up H2O @ 10.12'
(6.8.21) Slug Test
Boring
Depth (feet)
Description
P-5
0.0 - 2.0'
Reddish brown silt clay (CL)
2.0 - 6.0'
Light yellowishbrown/yellow/gray sandy clay (CL)
6.0 - 10.0'
Light brownish red silty clay (CL)
10.0'
Auger refusal (Dry)

Boring
Depth (feet)
Description
P-14
0.0 - 2.0'
Yellowish brown silty fine sand (SM)
2.0 - 13.0'
Gray silty clay/clayey silt (CUML);
Set 15'x 2" w/ 5' 0.010" screen 1.5' stick-up H2O @ 4.30'
(6.10.21) Slug Test
Boring
Depth (feet)
Description
P-11
0.0 - 4.0'
Yellowish brown sandy clay (SC)
4.0 - 7.0'
Grayish brown sandy clay (SC)
7.0 - 8.0'
Reddish brown sandy clay (SC)
8.0 - 10.0'
Yellowish brown silty sand (SM)
Set 10'x 2" w/ 5' 0.010" screen 1' stick-up H2O @ 3.80'
(6.18.21) Slug Test
Boring
Depth (feet)
Description
P-15
0.0 - 5.0'
Yellowish brown sandy clay (SC)
5.0 - 7.0'
Maroon sandy clay (SC)
7.0 - 11.0'
Red clayey silt (ML)
Set 15'x 2" w/ 5' 0.010" screen 4' stick-up H2O @ 13.95'
(6.18.21) AND 9.30' (9.28.21) Slug Test
P-10 (along roadway), P-l0A and P-10 B (along stream at property line) drilled at end of Partin Road
entrance into site
Boring Depth (feet) Description
P-10a 0.0 - 3.0' Yellowish brown sandy clay (SC)
3.0 -
7.0'
Maroon sandy clay (SC)
7.0'
Gray clayey silt (ML); indurated siltstone
DRY
Boring Depth (feet)
Description
P-10b 0.0 -
3.0'
Yellowish brown sandy clay (SC)
3.0 -
7.0'
Maroon sandy clay (SC)
7.0 -
15.0'
Red indurated siltstone
DRY

Boring Depth (feet) Description
P-10 0.0 - 2.0' Yellowish brown silty clay (CL)
2.0 - 5.0' Yellowish brown clay (CL)
5.0 - 13.0' Reddish brown siltstone
DRY
2023 Boring Log
Boring
Depth (feet)
Description
P-5-3
0.0 - 2.0'
Yellowish brown sandy silt (CL)
2.0 - 5.0'
Brownish yellow silty clay (CL)
5.0 - 11.0'
Reddish brown clayey silt (siltstone) (ML)
DRY
P-7-1
0.0 - 3.0'
Yellowish brown sandy silt (CL)
2.0 - 6.0'
Brownish yellow silty clay (CL)
6.0 - 8.0'
Reddish brown clayey silt (siltstone) (ML)
DRY
P-5-1
0.0 - 2.0'
Yellowish brown sandy silt (CL)
2.0 - 4.0'
Brownish yellow silty clay (CL)
4.0 - 5.0'
Gray silty clay (CL)
5.0 - 8.0'
Yellowish brown silty clay (CL)
8.0 - 15.0'
Red clayey silt (siltstone) (ML)
DRY
P-7-2
0.0 - 3.0'
Yellowish brown silty clay (CL)
3.0 - 15.0'
Dusky red clayey silt (CL)
15.0 - 18.0'
Dark red clayey siltstone (ML)
Set 16'x 2" w/ 5' 0.010" screen 0.4' stick-up H2O @ 6.89'
(11.13.23) AND 6.15' (11.23.23) Slug Test

P-8
P-6-1
P-6-2
P-6-3
P-3-2
P-4-1
0.0 -
5.0'
Yellowish brown silty clay (CL)
5.0 -
15.0'
Dusky red clayey silt (CL)
15.0
- 28.0'
Dark red clayey siltstone (ML)
Set 25'x 2" w/ 5' 0.010" screen 0.2' stick-up H2O @ 17.20'
(11.13.23) AND 16.60' (11.24.23) Slug Test
0.0 -
4.0'
Yellowish brown and gray sandy silt (CL)
4.0 -
10.0'
Red clayey silt (ML)
10.0
- 18.0'
Dark red micaceous clayey silt (ML)
18.0
- 22.0'
Dark red micaceous clayey silt (ML)
DRY
0.0 -
5.0'
Yellowish brown and gray sandy silt (CL)
5.0 -
16.0'
Red clayey silt (ML)
16.0
- 22.0'
Dark red and gray micaceous clayey silt (ML)
DRY
0.0 -
4.0'
Yellowish brown and gray sandy silt (CL)
4.0 -
10.0'
Red clayey silt (siltstone) (ML)
DRY
0.0 -
3.0'
Yellowish brown silty clay (CL)
3.0 -
7.0'
Red clayey silt (ML)
7.0 -
10.0'
Dark red micaceous clayey silt (ML)
10.0
- 16.0'
Dark red micaceous clayey silt w/rounded quartz pebbles(ML)
16.0
-16.5'
Quartz float
16.5
- 25.0'
Red clayey silt (siltstone)
DRY
0.0 - 3.0' Yellowish brown sandy silt (CL)
3.0 - 6.0' Red clay (CL)
6.0 - 11.0' Reddish brown clayey silt (siltstone) (ML)

P-4-2
P-2-1
P-2-5
P-1-1
DRY
0.0 —
3.0'
Yellowish brown silty clay (CL)
3.0 —
6.0'
Red clayey silt (ML)
6.0 -
7.0'
Red and gray micaceous clayey silt (ML)
7.0 —
16.0'
Dusky red micaceous clayey silt (ML)
16.0 -36.0'
Red clayey silt (siltstone)
DRY
0.0 —
3.0'
Yellowish brown and gray sandy silt (CL)
3.0 —
6.0'
Dusky red clayey silt (ML)
6.0 —
20.0'
Dark red and gray micaceous clayey silt (ML)
20.0'
Siltstone
DRY
0.0 —
2.0'
Yellowish brown and gray sandy silt (CL)
2.0 —
6.0'
Dusky red and gray clayey silt (ML)
6.0 —
13.0'
Dark red micaceous clayey silt (ML)
DRY
0.0 — 3.0' Yellowish brown sandy silt (CL)
3.0 — 7.0' Grayish brown clayey silt (ML)
7.0' Reddish brown clayey silt (siltstone) (ML)
DRY

ATTACHMENT 2 MASW Survey Report
(See attached file
Pyramid FINAL Jordan Lake Spray Fields Geophysical Report.pdf in attachments pane to the
left of the pdf page)
50

PYRAMI D
GEOPHYSICS
PYRAMID GEOPHYSICAL SERVICES
(PROJECT 2022-099)
GEOPHYSICAL SURVEY
SEISMIC GEOPHYSICAL INVESTIGATION
TO CHARACTERIZE BEDROCK
THE CONSERVANCY AT JORDAN LAKE
NEW HILL, NORTH CAROLINA
April 26, 2022
Report prepared for:
Prepared by:
Reviewed by:
Eric Lappala
Eagle Resources
215 West Moore Street
Southport, NC 28461
/1z
Eric C. Cross, P.G.
NC License #2181
Douglas A. Canavello, P.G.
NC License #1066
5 0 3 INDUSTRIAL AVENUE, G R E E N S B O R O, NC 2 7 4 0 6
P: 3 3 6. 3 3 5. 3 1 7 4 F: 3 3 6. 6 9 1. 0 6 4 8
C 25 7: G E O L O G Y C 1 2 5 1: ENGINEERING

GEOPHYSICAL INVESTIGATION REPORT
The Conservancy at Jordan Lake
New Hill, North Carolina
Table of Contents
EXECUTIVE SUMMARY.................................................................................................1
INTRODUCTION...............................................................................................................3
FIELD METHODOLOGY..................................................................................................3
MASWMethodology........................................................................................................3
DISCUSSIONOF RESULTS..............................................................................................4
Correlation of Shear Wave Velocities with Soil Borings................................................4
Analysis of Shear Wave Velocity Cross Sections............................................................5
SUMMARY& CONCLUSIONS........................................................................................8
LIMITATIONS....................................................................................................................9
Figures
Figure 1 — MASW Transect Locations and Boring Locations
Figure 2 — MASW Transect 2A Shear Wave Velocities and Interpreted Bedrock
Figure 3 — MASW Transect 2B Shear Wave Velocities and Interpreted Bedrock
Figure 4 — MASW Transect 3 Shear Wave Velocities and Interpreted Bedrock
Figure 5 — MASW Transect 5 Shear Wave Velocities and Interpreted Bedrock
Figure 6 — MASW Transect 7 Shear Wave Velocities and Interpreted Bedrock
Figure 7 — MASW Transect 8 Shear Wave Velocities and Interpreted Bedrock
Figure 8 — MASW Transect 9 Shear Wave Velocities and Interpreted Bedrock
Figure 9 — MASW Transect 10 Shear Wave Velocities and Interpreted Bedrock
Figure 10 — MASW Transect 11 Shear Wave Velocities and Interpreted Bedrock
The Conservancy at Jordan Lake Geophysical Investigation
New Hill, North Carolina

EXECUTIVE SUMMARY
Project Description: Pyramid Geophysical Services (Pyramid), a department within
Pyramid Environmental & Engineering, P.C., conducted a geophysical investigation for
Eagle Resources across multiple areas at The Conservancy at Jordan Lake project site in
New Hill, North Carolina. Geotechnical borings performed by Eagle Resources prior to the
geophysical investigation provided evidence of variable bedrock depth across portions of
the site. It was Pyramid's understanding that Eagle Resources was generating a
groundwater model of the region and required a more comprehensive understanding of
bedrock depths to integrate into the model. The geophysical investigation was performed
from April 4-8, 2022, to provide a more comprehensive evaluation of the depth and
integrity of competent rock across the site. The investigation utilized 2D Multi -Channel
Analysis of Surface Waves (MASW) seismic testing at nine locations across the project
area to investigate the depth to rock at the project site.
Geophysical Results: The MASW surveys provided reliable results for the evaluation of
stratigraphy and the depth of the competent rock unit across the site. A total of 386 MASW
shots were performed at the property to generate nine separate MASW transects. 2D cross
sections of shear wave velocity were generated for each of the nine transects.
A velocity threshold of 1,200 feet per second (ft/s) was determined to represent the
transition into competent bedrock. This threshold was identified through analysis and
comparison of the depth at which bedrock was recorded in soil borings adjacent to the
MASW survey locations.
The results indicate highly -variable (in both depth and competency) bedrock across the
project site. Interpreted bedrock observed across the site ranged from shallow (at or near
the ground surface) to depths as great as 50+ feet below ground surface. Correlations
between soil borings and geophysical interpretations are high, indicating the MASW
results provide an effective tool for evaluating the depths of bedrock for groundwater
modeling purposes.
The Conservancy at Jordan Lake Geophysical Investigation 1 I P a g e
New Hill, North Carolina

Pyramid extracted the interpreted depth of the bedrock formation every twenty feet along
each profile. The geographic coordinates for each depth were included in tabular files that
were provided to Eagle Resources to input the final rock depth information into their
groundwater model calculations.
It should be noted that the transition from soil into rock can be more gradual than the
threshold lines presented in this report.
The Conservancy at Jordan Lake Geophysical Investigation 2 1 P a g e
New Hill, North Carolina

INTRODUCTION
Pyramid Geophysical Services (Pyramid), a department within Pyramid Environmental &
Engineering, P.C., conducted a geophysical investigation for Eagle Resources across
multiple areas at The Conservancy at Jordan Lake project site in New Hill, North Carolina.
Geotechnical borings performed by Eagle Resources prior to the geophysical investigation
provided evidence of variable bedrock depth across portions of the site. It was Pyramid's
understanding that Eagle Resources was generating a groundwater model of the region and
required a more comprehensive understanding of bedrock depths to integrate into the
model. The geophysical investigation was performed from April 4-8, 2022, to provide a
more comprehensive evaluation of the depth and integrity of competent rock across the
site.
Eagle Resources and Pyramid agreed to implement surface seismic geophysical methods
to investigate the depth to rock at the project site. The investigation utilized 2D Multi -
Channel Analysis of Surface Waves (MASW) seismic testing at nine locations across the
project area.
FIELD METHODOLOGY
MASW Methodology
The MASW method records surface wave seismic data and converts the data into
approximate shear wave velocity values. Variations in the shear wave velocities can be
used to interpret changes in stratigraphy and transitions from overburden into bedrock.
The MASW surveys were conducted using twenty-four 4.5 Hz geophones connected to a
Geometrics 24-Channel Geode seismograph. The bedrock/refusal material was expected
to be within a general depth range of approximately 6-20+ feet below the ground surface,
based on the boring information provided to Pyramid, with the potential expectation of
The Conservancy at Jordan Lake Geophysical Investigation 3 1 P a g e
New Hill, North Carolina

greater variability. Pyramid utilized 24 geophones spaced 5 feet apart, resulting in average
depth penetrations of 50-80 feet below the ground surface, depending on geologic
conditions and background noise at each transect location.
The sound source consisted of a 20-pound sledgehammer placed ten feet from the first
geophone. For each transect, a single "shot" was recorded, providing a 1D profile of shear
wave velocity at the center of the geophone spread. The entire spread was then shifted
twenty feet beyond the last geophone, and another shot was performed. This procedure
continued until the end of the spread reached its limit based on accessibility. A total of 386
shots were performed across the property.
Eagle Resources initially provided Pyramid with a proposed MASW transect location map
containing a total of twelve MASW test locations. Pyramid utilized the transect naming
conventions on this map to number the MASW transects that were performed. Due to
access limitations, Pyramid completed nine total transects at the project site. The ID
numbers of these transects correspond to the original proposed map provided by Eagle
Resources (resulting in transects labeled 2A, 2B, 3, 5, 7, 8, 9, 10 and 11). Transect 2 was
divided into 2A and 2B due to a significant turn in the path of the test line. Figure 1
provides an overlay of all MASW transect locations on an aerial photograph of the site, as
well as the locations of the geotechnical borings performed by Eagle Resources that were
used for ground -truth analysis.
DISCUSSION OF RESULTS
Correlation of Shear Wave Velocities with Soil Borings
Prior to the geophysical survey, several exploratory borings were performed at the project
site. Eagle Resources provided Pyramid with the boring locations and the refusal rock
depths recorded for each boring. Some of these boring locations were adjacent to the
MASW transects performed by Pyramid. Specifically:
The Conservancy at Jordan Lake Geophysical Investigation 4 1 P a g e
New Hill, North Carolina

• Boring P-08: Near the beginning of MASW Transect 8
• Boring P-09: Approximately 1,100 feet along MASW Transect 8
• Boring P-11: Approximately 90 feet along MASW Transect 2B
The borings generally recorded interpreted soil overburden, likely with varying
percentages of silt and clay underlain by weathered to competent bedrock. Pyramid
analyzed the depth at which weathered rock/bedrock was recorded in each of these borings.
Pyramid then analyzed the shear wave velocity in each of the corresponding MASW
transects that correlated to the depth of bedrock or termination in soils in the geotechnical
borings. On average, the recorded rock depths in the borings correlated to a shear wave
velocity threshold of approximately 1,200 feet per second (ft/s). This threshold also
correlates to other nearby MASW investigations that Pyramid has performed in the region.
For this report, Pyramid utilized the velocity threshold of 1,200 ft/s to represent the
interpreted competent rock transition at the site. It is important to note that these
interpretations are based solely on the geophysical data and the boring data listed above.
Analysis of Shear Wave Velocity Cross Sections
The 2D cross sections of shear wave velocity resulting from the nine MASW transects are
presented in Figures 2-10. The generalized geology observed in each cross section, as
mentioned above, consists of soil overburden with intermittent zones of possible weathered
rock lenses or boulders (discussed below) underlain by interpreted competent bedrock. A
thick black line is used to represent the transition into the interpreted competent rock unit
in each figure. Each figure includes the results and interpretations of the MASW transect,
as well as a more generalized plot of soil/rock transitions based on the 1,200 ft/s velocity
threshold mentioned above. The vertical scale on each profile is presented in generic depth
below ground surface.
The depth and behavior of the bedrock is observed to vary significantly among the various
MASW profiles. MASW Transect 2A (Figure 2) was located in the northwest portion of
the survey area and recorded intermittent zones of shallow weathered rock or boulders near
the ground surface across the profile. For the purposes of the groundwater model
The Conservancy at Jordan Lake Geophysical Investigation 5 1 P a g e
New Hill, North Carolina

information, these very shallow intermittent zones are not considered the true bedrock
formation. The surface of the interpreted deeper main rock formation is observed to
generally increase in depth from southeast to northwest, with average depths near 15 feet
below ground surface (BGS) across the southeast half of the profile increasing to average
depths of 25-30 feet BGS across the northwest half of the profile. MASW Transect 2B
(Figure 3) correlates well with Transect 2A, recording average interpreted rock depths near
15 feet BGS across the majority of the profile, with a possible increase in the depth of the
rock unit at the east end of the transect. Boring P-11 is overlain on MASW Transect 2B to
show the correlation between shear wave velocity and rock refusal depth.
MASW Transect 3 (Figure 4) was located south of Transects 2A and 2B. This transect
recorded a generally deeper interpreted rock surface that was observed to undulate across
the profile. Interpreted bedrock is at an average depth of approximately 30-35 feet BGS,
with variability ranging from approximately 25 feet BGS to 40 feet BGS. An isolated
possible boulder or zone of weathered rock is observed at 20 feet along the transect at a
depth of approximately 15 feet BGS.
MASW Transect 5 (Figure 5) was located in the central portion of the overall survey area,
east of Transect 3, and recorded intermittent zones of shallow weathered rock or boulders
near the ground surface at isolated locations across the profile. The surface of the
interpreted deeper main rock formation is observed to be at an average depth of
approximately 15 feet BGS with undulations ranging from approximately 10-20 feet BGS.
MASW Transect 7 (Figure 6) was located in the southeast portion of the survey area. This
transect recorded variable rock depths, with an undulating interpreted rock surface
extending from shallow (at or near the ground surface) across the central and western
portions of the profile down to 10-20 feet BGS across other portions of the transect.
Similarly, MASW Transect 8 (Figure 7), in the southeast portion of the survey area, also
recorded interpreted rock depths near the ground surface across portions of the profile
extending down to depths as great as 20 feet BGS. Borings P-08 and P-09 are overlain on
The Conservancy at Jordan Lake Geophysical Investigation 6 1 P a g e
New Hill, North Carolina

Transect 8 to further show the correlation between shear wave velocity and rock refusal
depths.
MASW Transect 9 (Figure 8) extends from near the beginning of Transect 8 to the south.
Interpreted rock depths between these two transects correlate well, recording the rock
surface at a depth near 20 feet BGS at their intersecting point. Transect 9 recorded this
average rock depth of 20 feet BGS across the profile, within intermittent shallow high -
velocity materials across the central third of the transect that suggest rock may be variably
shallower in this area.
MASW Transect 10 (Figure 9) was located in the east -central portion of the survey area.
This transect recorded a relatively consistent interpreted rock surface at an average depth
of approximately 15 feet BGS with some mild undulations. Possible zones of increased
weathering within the bedrock formation are observed intermittently from 50-250 feet
along the profile at an average depth of 30-35 fete BGS.
MASW Transect 11 (Figure 10) was located in the west -central portion of the survey area,
south of Transect 3. This transect generally recorded a mildly undulated interpreted rock
surface across the majority of the profile ranging in depth from approximately 10-20 feet
BGS. A significant depression or possible fracture is observed from 660-800 feet along the
transect, evidenced by a break in the 1,200 ft/s threshold and very low shear wave velocities
in the upper 5-20 feet of the subsurface.
Pyramid extracted the interpreted depth of the bedrock formation every twenty feet along
each profile. The geographic coordinates for each depth were included in tabular files that
were provided to Eagle Resources to input the final rock depth information into their
groundwater model calculations.
The Conservancy at Jordan Lake Geophysical Investigation 7 1 P a g e
New Hill, North Carolina

SUMMARY & CONCLUSIONS
Pyramid's evaluation of the seismic shear wave velocity data collected at The Conservancy
at Jordan Lake project site in New Hill, North Carolina, provides the following summary
and conclusions:
• The MASW surveys provided reliable results for the evaluation of stratigraphy and
the depth of the competent rock unit across the site.
• A total of 386 MASW shots were performed at the property to generate nine
separate MASW transects. 2D cross sections of shear wave velocity were generated
for each of the nine transects.
• A velocity threshold of 1,200 ft/s was determined to represent the transition into
competent bedrock. This threshold was identified through analysis and comparison
of the depth at which bedrock was recorded in soil borings adjacent to the MASW
survey locations.
• The results indicate highly -variable (in both depth and competency) bedrock across
the project site. Interpreted bedrock observed across the site ranged from shallow
(at or near the ground surface) to depths as great as 50+ feet below ground surface.
Correlations between soil borings and geophysical interpretations are high,
indicating the MASW results provide an effective tool for evaluating the depths of
bedrock for groundwater modeling purposes.
• Pyramid extracted the interpreted depth of the bedrock formation every twenty feet
along each profile. The geographic coordinates for each depth were included in
tabular files that were provided to Eagle Resources to input the final rock depth
information into their groundwater model calculations.
• It should be noted that the transition from soil into rock can be more gradual than
the threshold lines presented in this report.
The Conservancy at Jordan Lake Geophysical Investigation 8 1 P a g e
New Hill, North Carolina

LIMITATIONS
Geophysical surveys have been performed and this report was prepared for Eagle
Resources in accordance with generally accepted guidelines for MASW surveys. It is
generally recognized that the results of MASW surveys are non -unique and may not
represent actual subsurface conditions. Background noise and varying geologic conditions
can have an impact on MASW data quality. Interpretations regarding geologic conditions,
rock depth, soil type, and other stratigraphic/lithologic variability are made by the
geophysicist based on the data available and are subjective. For this project, "competent
rock" is defined as the shear wave velocity threshold that correlates to auger refusal and/or
bedrock in soil boring logs.
The Conservancy at Jordan Lake Geophysical Investigation 9 1 P a g e
New Hill, North Carolina

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ATTACHMENT 3 Coordinates and Top of Rock Depth from MASW
Survey
(See attached Excel file MASW_Coordinates_Rock_Depths_and_Elevations.xlsx in attachments
tab to left of pdf page)
51

LINE
Rock
lidar
rock
Easting
Northing
ID
Depth
elev
elev
1991576.0
699225.0
L-02
13
245
232
1991562.9
699241.4
L-02
13.3
245
231.7
1991549.8
699257.7
L-02
15.7
244
228.3
1991536.7
699274.0
L-02
18.6
243
224.4
1991523.6
699290.4
L-02
19.4
243
223.6
1991514.1
699306.6
L-02
14.2
242
227.8
1991504.6
699322.8
L-02
12
241
229
1991495.1
699339.0
L-02
13.8
241
227.2
1991485.7
699355.2
L-02
15
241
226
1991476.2
699371.4
L-02
16.9
240
223.1
1991466.7
699387.6
L-02
15.8
240
224.2
1991457.2
699403.8
L-02
14.9
240
225.1
1991447.8
699420.0
L-02
13.6
240
226.4
1991433.3
699435.3
L-02
13.1
240
226.9
1991418.7
699450.5
L-02
12.7
240
227.3
1991404.2
699465.8
L-02
12.5
241
228.5
1991389.7
699481.1
L-02
14.4
241
226.6
1991375.2
699496.3
L-02
15.7
241
225.3
1991360.7
699511.6
L-02
15.6
242
226.4
1991346.1
699526.8
L-02
13.2
242
228.8
1991331.6
699542.1
L-02
14.3
242
227.7
1991320.5
699557.6
L-02
15.7
242
226.3
1991309.4
699573.0
L-02
16.1
243
226.9
1991298.3
699588.5
L-02
12.3
243
230.7
1991287.2
699604.0
L-02
12.5
243
230.5
1991276.2
699619.4
L-02
12.7
244
231.3
1991265.1
699634.9
L-02
12.4
245
232.6
1991254.0
699650.4
L-02
12.8
246
233.2
1991242.9
699665.8
L-02
11.9
247
235.1
1991231.8
699681.3
L-02
10.8
247
236.2
1991220.7
699696.8
L-02
11
248
237
1991209.6
699712.2
L-02
13.8
249
235.2
1991198.5
699727.7
L-02
19.4
250
230.6
1991187.4
699743.2
L-02
19.2
250
230.8
1991176.3
699758.7
L-02
17.9
251
233.1
1991165.2
699774.1
L-02
18.4
253
234.6
1991154.1
699789.6
L-02
17.7
255
237.3
1991143.0
699805.1
L-02
18.2
255
236.8
1991132.0
699820.5
L-02
29.2
256
226.8
1991120.9
699836.0
L-02
24.1
257
232.9
1991116.2
699855.3
L-02
23.5
258
234.5
1991111.6
699874.6
L-02
11.3
259
247.7
1991107.0
699893.9
L-02
19.1
259
239.9
1991102.3
699913.2
L-02
20.4
261
240.6
1991097.7
699932.5
L-02
28.3
261
232.7
1991093.1
699951.7
L-02
29.1
262
232.9
1991081.3
699968.4
L-02
25.5
263
237.5
1991069.4
699985.1
L-02
24.1
263
238.9
1991057.6
700001.8
L-02
21.8
264
242.2
1991045.8
700018.5
L-02
21.8
265
243.2
LINE Rock lidar rock
Easting Northing _ID Depth elev elev
1991033.9 700035.2 L-02 18.3 266 247.7
1991022.1 700051.8 L-02 15.8 266 250.2
1991010.3 700068.5 L-02 17 266 249
1990998.4 700085.2 L-02 30 267 237
1990986.6 700101.9 L-02 29.1 267 237.9
1990974.8 700118.6 L-02 27.3 267 239.7
1990968.5 700137.1 L-02 26.3 267 240.7
1990962.2 700155.7 L-02 26.4 268 241.6
1990955.8 700174.3 L-02 26.7 268 241.3
1990949.5 700192.8 L-02 28.1 269 240.9
1990943.2 700211.4 L-02 37.9 269 231.1
1990936.9 700229.9 L-02 32.5 269 236.5
1990930.6 700248.5 L-02 31.5 270 238.5
1990924.3 700267.1 L-02 31.7 270 238.3
1990918.0 700285.6 L-02 31.7 270 238.3
1991657.5 699189.3 L-02 17.7 246 228.3
1991676.7 699189.5 L-02 19.5 246 226.5
1991696.0 699189.8 L-02 17.4 245 227.6
1991715.2 699190.1 L-02 16.6 244 227.4
1991734.4 699190.4 L-02 14.4 243 228.6
1991753.6 699190.7 L-02 13.1 241 227.9
1991772.9 699190.9 L-02 15.4 240 224.6
1991792.1 699191.2 L-02 14.5 238 223.5
1991811.3 699191.5 L-02 14.3 237 222.7
1991830.6 699191.8 L-02 12.5 236 223.5
1991849.8 699192.0 L-02 15.4 235 219.6
1991869.0 699192.3 L-02 22.9 235 212.1
1991888.3 699192.6 L-02 30.2 236 205.8

LINE
Rock
lidar
Easting
Northing
ID
Depth
elev
rock elev
1991821.8
697756.0
L-03
29.3
253
223.7
1991808.2
697770.0
L-03
32.1
253
220.9
1991794.6
697783.9
L-03
37.6
253
215.4
1991781.1
697797.8
L-03
39
253
214
1991767.5
697811.8
L-03
32.9
253
220.1
1991753.9
697825.7
L-03
31.1
252
220.9
1991740.3
697839.6
L-03
27.9
252
224.1
1991726.8
697853.6
L-03
36.3
251
214.7
1991713.2
697867.5
L-03
23.7
250
226.3
1991699.6
697881.4
L-03
26.7
250
223.3
1991686.0
697895.4
L-03
29.8
249
219.2
1991672.5
697909.3
L-03
28.8
248
219.2
1991658.9
697923.2
L-03
28.1
247
218.9
1991645.3
697937.2
L-03
28.3
245
216.7
1991631.7
697951.1
L-03
28.2
244
215.8
1991618.2
697965.0
L-03
34.7
244
209.3
1991604.6
697979.0
L-03
37
243
206

LINE
Rock
lidar
rock
Easting
Northing
ID
Depth
elev
elev
1993525.8
697525.3
L-05
20.9
249
228.1
1993545.9
697525.2
L-05
19.9
250
230.1
1993566.0
697525.2
L-05
18.5
251
232.5
1993586.0
697525.1
L-05
17.3
252
234.7
1993606.1
697525.0
L-05
16.3
253
236.7
1993626.2
697524.9
L-05
15.9
253
237.1
1993646.3
697524.9
L-05
15.2
254
238.8
1993666.4
697524.8
L-05
14.8
255
240.2
1993686.5
697524.7
L-05
12.9
256
243.1
1993706.6
697524.7
L-05
10.6
257
246.4
1993726.7
697524.6
L-05
10.3
258
247.7
1993746.8
697524.5
L-05
12.4
259
246.6
1993766.9
697524.4
L-05
12.8
260
247.2
1993787.0
697524.4
L-05
12.5
260
247.5
1993807.1
697524.3
L-05
13.1
260
246.9
1993827.2
697524.2
L-05
16.8
260
243.2
1993847.3
697524.2
L-05
18.9
260
241.1
1993867.4
697524.1
L-05
16.1
259
242.9
1993887.5
697524.0
L-05
13.6
258
244.4
1993907.6
697523.9
L-05
13.3
257
243.7
1993927.6
697523.9
L-05
14.4
256
241.6
1993947.7
697523.8
L-05
11.6
255
243.4
1993967.8
697523.7
L-05
10.1
255
244.9
1993987.9
697523.7
L-05
20.7
253
232.3
1994008.0
697523.6
L-05
20.4
252
231.6
1994028.1
697523.5
L-05
17.5
251
233.5
1994048.2
697523.4
L-05
17.9
249
231.1
1994068.3
697523.4
L-05
15
248
233
1994088.4
697523.3
L-05
11.6
247
235.4
1994108.5
697523.2
L-05
10.7
247
236.3
1994128.6
697523.1
L-05
10.6
247
236.4
1994148.7
697523.1
L-05
11.4
246
234.6
1994168.8
697523.0
L-05
13
246
233
1994188.9
697522.9
L-05
14
245
231
1994209.0
697522.9
L-05
15.1
245
229.9
1994229.1
697522.8
L-05
13.8
245
231.2
1994248.2
697521.0
L-05
12.8
244
231.2
1994267.2
697519.1
L-05
13.3
244
230.7
1994286.3
697517.3
L-05
13.7
245
231.3
1994305.4
697515.5
L-05
12.1
245
232.9
1994324.5
697513.6
L-05
9
245
236
1994343.6
697511.8
L-05
12.3
245
232.7
1994362.7
697510.0
L-05
13.2
244
230.8
1994381.8
697508.1
L-05
13.1
244
230.9
1994400.9
697506.3
L-05
11.9
243
231.1
1994420.0
697504.5
L-05
12.6
243
230.4

LINE
Rock
lidar
rock
Easting
Northing
ID
Depth
elev
elev
1998428.7
693362.4
L-07
22.6
245
222.4
1998408.9
693364.1
L-07
22.5
245
222.5
1998389.2
693365.7
L-07
20
245
225
1998369.4
693367.4
L-07
18.3
244
225.7
1998349.6
693369.1
L-07
17.7
244
226.3
1998329.8
693370.8
L-07
17.1
245
227.9
1998310.0
693372.5
L-07
16.8
245
228.2
1998290.3
693374.2
L-07
16.1
246
229.9
1998270.5
693375.9
L-07
14.2
247
232.8
1998250.7
693377.6
L-07
13.7
248
234.3
1998230.9
693379.3
L-07
14.5
246
231.5
1998211.2
693381.0
L-07
14.3
247
232.7
1998191.4
693382.7
L-07
11.1
249
237.9
1998171.6
693384.4
L-07
7.3
249
241.7
1998151.8
693386.1
L-07
3.3
251
247.7
1998132.0
693387.8
L-07
3.3
252
248.7
1998112.3
693389.5
L-07
5
254
249
1998092.5
693391.2
L-07
8.3
256
247.7
1998072.7
693392.9
L-07
8.6
256
247.4
1998052.9
693394.6
L-07
5.3
257
251.7
1998033.2
693396.3
L-07
3
257
254
1998013.4
693397.9
L-07
3
259
256
1997993.6
693399.6
L-07
3.1
260
256.9
1997973.8
693401.3
L-07
3.1
260
256.9
1997954.0
693403.0
L-07
3.3
260
256.7
1997934.3
693404.7
L-07
7.6
262
254.4
1997914.5
693406.4
L-07
8
263
255
1997894.7
693408.1
L-07
8.3
264
255.7
1997874.9
693409.8
L-07
9.6
265
255.4
1997855.1
693411.5
L-07
10.4
266
255.6
1997835.4
693413.2
L-07
10.8
267
256.2
1997815.6
693414.9
L-07
11.9
268
256.1
1997795.8
693416.6
L-07
12
270
258
1997776.0
693418.3
L-07
12.3
270
257.7
1997756.3
693420.0
L-07
13.8
271
257.2
1997736.5
693421.7
L-07
13.9
273
259.1
1997716.7
693423.4
L-07
12.4
273
260.6
1997696.9
693425.1
L-07
12.3
274
261.7
1997677.1
693426.8
L-07
9.5
273
263.5
1997657.4
693428.5
L-07
3
273
270
1997637.6
693430.2
L-07
6.2
271
264.8
1997617.8
693431.8
L-07
8.8
271
262.2
1997598.0
693433.5
L-07
8.6
270
261.4
1997578.3
693435.2
L-07
7.4
270
262.6
1997558.5
693436.9
L-07
11.4
268
256.6
1997538.7
693438.6
L-07
11.4
267
255.6
1997518.9
693440.3
L-07
10.7
266
255.3

LINE Rock lidar rock
Easting Northing ID Depth elev elev
2001077.4 692805.9 L-08 13.4 295 281.6
2001057.4 692808.9 L-08 18.2 295 276.8
2001037.4 692811.8 L-08 18.8 295 276.2
2001017.4 692814.8 L-08 18.8 295 276.2
2000997.3 692817.8 L-08 18.5 295 276.5
2000977.3 692820.7 L-08 18.4 295 276.6
2000957.3 692823.7 L-08 17.4 295 277.6
2000937.3 692826.7 L-08 16.2 295 278.8
2000917.3 692829.6 L-08 15.1 295 279.9
2000897.2 692832.6 L-08 14.4 294 279.6
2000877.2 692835.6 L-08 14.6 294 279.4
2000857.2 692838.5 L-08 16.2 294 277.8
2000837.2 692841.5 L-08 18.4 294 275.6
2000817.2 692844.5 L-08 19 294 275
2000797.1 692847.4 L-08 18.5 293 274.5
2000777.1 692850.4 L-08 18.5 293 274.5
2000757.1 692853.4 L-08 18.3 292 273.7
2000737.1 692856.3 L-08 17.4 292 274.6
2000717.1 692859.3 L-08 16.9 291 274.1
2000696.9 692859.3 L-08 16 290 274
2000676.7 692859.4 L-08 15.1 289 273.9
2000656.5 692859.4 L-08 15.7 288 272.3
2000636.4 692859.4 L-08 16.5 288 271.5
2000616.2 692859.5 L-08 7.4 287 279.6
2000596.0 692859.5 L-08 8.5 286 277.5
2000575.8 692859.5 L-08 11.4 286 274.6
2000555.7 692859.6 L-08 11.9 285 273.1
2000535.5 692859.6 L-08 11.5 284 272.5
2000515.3 692859.6 L-08 11.4 284 272.6
2000495.2 692859.7 L-08 11.5 284 272.5
2000475.0 692859.7 L-08 11.7 284 272.3
2000454.8 692859.7 L-08 12.1 284 271.9
2000434.6 692859.8 L-08 13.2 284 270.8
2000414.5 692859.8 L-08 14.2 283 268.8
2000394.3 692859.8 L-08 14.1 283 268.9
2000374.1 692859.9 L-08 12.5 283 270.5
2000353.9 692859.9 L-08 11.1 281 269.9
2000333.8 692860.0 L-08 10.8 280 269.2
2000313.6 692860.0 L-08 12.1 278 265.9
2000293.4 692860.0 L-08 16.7 277 260.3
2000273.3 692860.1 L-08 5.3 276 270.7
2000253.1 692860.1 L-08 8.3 275 266.7
2000232.9 692860.1 L-08 8.7 274 265.3
2000213.5 692858.1 L-08 9 274 265
2000194.1 692856.0 L-08 9.2 273 263.8
2000174.7 692854.0 L-08 9.2 273 263.8
2000155.3 692852.0 L-08 8.4 272 263.6
2000135.9 692849.9 L-08 2.8 272 269.2
2000116.5 692847.9 L-08 2.8 271 268.2
2000097.1 692845.9 L-08 2.7 271 268.3
LINE
Rock
lidar
rock
Easting
Northing
ID
Depth
elev
elev
2000077.7
692843.8
L-08
2.9
271
268.1
2000059.0
692840.6
L-08
2.9
272
269.1
2000040.3
692837.4
L-08
2.8
273
270.2
2000021.7
692834.2
L-08
2.9
273
270.1
2000003.0
692830.9
L-08
2.9
274
271.1
1999984.3
692827.7
L-08
2.9
276
273.1
1999965.6
692824.5
L-08
3
277
274
1999947.0
692821.3
L-08
3
279
276
1999928.3
692818.1
L-08
3.1
280
276.9
1999908.8
692812.3
L-08
3.1
281
277.9
1999889.3
692806.5
L-08
3.2
281
277.8
1999869.9
692800.7
L-08
3.1
281
277.9
1999850.4
692794.9
L-08
3
281
278
1999830.9
692789.2
L-08
3.3
280
276.7
1999813.2
692778.4
L-08
3.2
279
275.8
1999795.5
692767.7
L-08
3.5
278
274.5
1999777.8
692756.9
L-08
5
276
271
1999760.2
692746.2
L-08
5.9
274
268.1
1999742.5
692735.5
L-08
3.4
272
268.6
1999724.8
692724.7
L-08
3.1
271
267.9
1999707.1
692714.0
L-08
7.7
269
261.3
1999689.4
692703.2
L-08
9.5
267
257.5
1999671.7
692692.5
L-08
10
265
255
1999654.0
692681.8
L-08
11.4
263
251.6
1999636.3
692671.0
L-08
13.4
262
248.6
1999618.6
692660.3
L-08
14
262
248
1999599.0
692658.5
L-08
14.3
260
245.7
1999579.5
692656.7
L-08
14.2
260
245.8
1999560.0
692654.9
L-08
13.3
260
246.7
1999540.5
692653.1
L-08
12
261
249
1999521.0
692651.3
L-08
12
262
250
1999502.6
692656.5
L-08
13.6
262
248.4
1999484.2
692661.7
L-08
16
262
246
1999465.7
692667.0
L-08
15.4
262
246.6
1999447.3
692672.2
L-08
11.7
262
250.3
1999428.9
692677.4
L-08
12.4
262
249.6
1999410.5
692682.6
L-08
12.6
262
249.4
1999392.1
692687.9
L-08
12.7
262
249.3
1999373.7
692693.1
L-08
13.1
262
248.9
1999355.3
692698.3
L-08
13.5
262
248.5
1999336.8
692703.6
L-08
13.4
262
248.6
1999318.4
692708.8
L-08
13.4
262
248.6

LINE
Rock
lidar
Easting
Northing
ID
Depth
elev
rock elev
2000731.3
692817.7
L-09
19.4
292
272.6
2000728.3
692798.1
L-09
19.2
292
272.8
2000725.3
692778.4
L-09
18.5
292
273.5
2000722.3
692758.7
L-09
17.1
293
275.9
2000719.3
692739.1
L-09
16.5
293
276.5
2000716.3
692719.4
L-09
16.6
293
276.4
2000713.3
692699.7
L-09
19.1
293
273.9
2000710.3
692680.1
L-09
18.7
292
273.3
2000707.3
692660.4
L-09
17.7
292
274.3
2000704.3
692640.8
L-09
17.8
291
273.2
2000701.3
692621.1
L-09
16.7
290
273.3
2000698.3
692601.4
L-09
14.8
290
275.2
2000695.2
692581.8
L-09
12.5
289
276.5
2000692.2
692562.1
L-09
11
288
277
2000689.2
692542.4
L-09
13
288
275
2000686.2
692522.8
L-09
23.1
287
263.9
2000683.2
692503.1
L-09
11.8
286
274.2
2000680.2
692483.4
L-09
10.4
285
274.6
2000677.2
692463.8
L-09
4.4
284
279.6
2000674.2
692444.1
L-09
21.9
283
261.1
2000671.2
692424.5
L-09
25.2
282
256.8
2000668.2
692404.8
L-09
27.7
282
254.3
2000665.2
692385.1
L-09
26.8
281
254.2
2000662.2
692365.5
L-09
13
281
268
2000659.2
692345.8
L-09
10.8
280
269.2
2000656.2
692326.1
L-09
14
279
265
2000653.2
692306.5
L-09
15.1
279
263.9
2000650.2
692286.8
L-09
16.2
278
261.8
2000647.2
692267.1
L-09
17.4
278
260.6
2000644.2
692247.5
L-09
18.2
278
259.8
2000641.2
692227.8
L-09
23.8
277
253.2
2000638.2
692208.2
L-09
24.2
278
253.8
2000635.2
692188.5
L-09
18.4
278
259.6
2000632.2
692168.8
L-09
16.6
279
262.4

LINE
Rock
lidar
rock
Easting
Northing
ID
Depth
elev
elev
1997928.7
696189.9
L-10
17.6
277
259.4
1997927.4
696209.4
L-10
20.1
276
255.9
1997926.1
696228.8
L-10
16.1
276
259.9
1997924.8
696248.2
L-10
14.8
275
260.2
1997923.5
696267.7
L-10
15.6
275
259.4
1997922.2
696287.1
L-10
16.7
275
258.3
1997920.9
696306.5
L-10
19.4
274
254.6
1997919.6
696325.9
L-10
14.3
274
259.7
1997918.3
696345.4
L-10
13.3
274
260.7
1997917.0
696364.8
L-10
12.5
274
261.5
1997915.7
696384.2
L-10
12.3
274
261.7
1997914.4
696403.7
L-10
11.5
273
261.5
1997913.1
696423.1
L-10
12.7
274
261.3
1997911.8
696442.5
L-10
14.7
273
258.3
1997910.5
696461.9
L-10
16.2
273
256.8
1997909.2
696481.4
L-10
15.8
274
258.2
1997907.9
696500.8
L-10
15
274
259
1997906.6
696520.2
L-10
13.6
274
260.4
1997905.3
696539.7
L-10
10.8
275
264.2
1997904.0
696559.1
L-10
11.1
276
264.9
1997902.7
696578.5
L-10
9.8
276
266.2
1997901.4
696597.9
L-10
16.3
277
260.7
1997900.1
696617.4
L-10
10.2
277
266.8

Rock
lidar
rock
Easting
Northing
LINE ID
Depth
elev
elev
1991728.0
696665.2
L-11
15.9
227
211.1
1991733.3
696684.1
L-11
13.9
229
215.1
1991738.6
696702.9
L-11
13.4
229
215.6
1991743.8
696721.8
L-11
13.8
230
216.2
1991749.1
696740.7
L-11
14.4
231
216.6
1991754.4
696759.5
L-11
17.5
233
215.5
1991759.7
696778.4
L-11
19.6
234
214.4
1991765.0
696797.3
L-11
18.5
235
216.5
1991770.3
696816.2
L-11
18.3
235
216.7
1991775.6
696835.0
L-11
21.6
236
214.4
1991780.9
696853.9
L-11
23.7
236
212.3
1991786.2
696872.8
L-11
20.7
237
216.3
1991791.5
696891.6
L-11
19.4
237
217.6
1991796.8
696910.5
L-11
19.8
238
218.2
1991802.1
696929.4
L-11
20.8
239
218.2
1991807.3
696948.3
L-11
22.8
240
217.2
1991812.6
696967.1
L-11
18.9
240
221.1
1991817.9
696986.0
L-11
17.2
240
222.8
1991823.2
697004.9
L-11
16
240
224
1991828.5
697023.7
L-11
16
241
225
1991833.8
697042.6
L-11
16.5
241
224.5
1991839.1
697061.5
L-11
17.9
241
223.1
1991844.4
697080.4
L-11
19.2
241
221.8
1991849.7
697099.2
L-11
17.3
241
223.7
1991855.0
697118.1
L-11
16.7
241
224.3
1991860.3
697137.0
L-11
9.9
241
231.1
1991865.5
697155.8
L-11
9.7
241
231.3
1991870.8
697174.7
L-11
9.6
241
231.4
1991879.4
697193.7
L-11
9
241
232
1991887.9
697212.7
L-11
8.5
241
232.5
1991896.5
697231.6
L-11
9.3
241
231.7
1991905.0
697250.6
L-11
10.6
241
230.4
1991913.6
697269.6
L-11
13.3
241
227.7
1991922.1
697288.6
L-11
18.9
242
223.1
1991930.7
697307.5
L-11
47.5
242
194.5
1991939.2
697326.5
L-11
48.7
242
193.3
1991947.8
697345.5
L-11
47
243
196
1991956.3
697364.5
L-11
46.3
243
196.7
1991964.9
697383.4
L-11
50.2
244
193.8
1991973.4
697402.4
L-11
50.1
244
193.9
1991977.0
697421.5
L-11
25.9
246
220.1
1991980.6
697440.6
L-11
10.2
248
237.8
1991984.2
697459.6
L-11
12.3
249
236.7
1991987.9
697478.7
L-11
12
250
238
1991991.5
697497.8
L-11
12.9
251
238.1
1991995.1
697516.9
L-11
13.6
251
237.4
1991998.7
697535.9
L-11
13.3
252
238.7
1992002.3
697555.0
L-11
12.2
252
239.8
1992005.9
697574.1
L-11
11.6
253
241.4

ATTACHMENT 4 Slug and Pumping Test Analysis Curves
52

d`
10.
0.1
18. 36. 54. 72. 90.
Time (min)
WELL TEST ANALYSIS
Data Set: \... \P8_Slug_Test.agt
Date: 03/25/22
Time: 10.43.40
PROJECT INFORMATION
Company: Eagle Resources
Client: Conservancy
Project: 30006.1
Location: Jordan Lake
Test Well: P-14
Test Date: 6/10/21
AQUIFER DATA
Saturated Thickness: 5. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (P-8)
Initial Displacement: 1.012 ft
Static Water Column Height: 5. ft
Total Well Penetration Depth: 5. ft
Screen Length: 5. ft
Casing Radius: 0.08333 ft
Well Radius: 1. ft
Gravel Pack Porosity: 0.
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
K = 0.0009803 ft/day
y0 = 1.007 ft

d`
10.
0.1
400. 800. 1.2E+3 1.6E+3 2.0E+3
Time (min)
WELL TEST ANALYSIS
Data Set: \... \P11_Slug_Test.agt
Date: 03/25/22
Time: 10.27.20
PROJECT INFORMATION
Company: Eagle Resources
Client: Conservancy
Project: 30006.1
Location: Jordan Lake
Test Well: P-14
Test Date: 6/10/21
AQUIFER DATA
Saturated Thickness: 5. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (P-11)
Initial Displacement: 1.148 ft
Static Water Column Height: 5. ft
Total Well Penetration Depth: 5. ft
Screen Length: 5. ft
Casing Radius: 0.08333 ft
Well Radius: 1. ft
Gravel Pack Porosity: 0.
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
K = 0.0009803 ft/day
y0 = 1.298 ft

d`
10.
0.1
12. 18. 24. 30.
Time (min)
WELL TEST ANALYSIS
Data Set: \... \P14_Slug_Test.agt
Date: 03/25/22
Time: 10.13.34
PROJECT INFORMATION
Company: Eagle Resources
Client: Conservancy
Project: 30006.1
Location: Jordan Lake
Test Well: P-14
Test Date: 6/10/21
AQUIFER DATA
Saturated Thickness: 5. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (P-14)
Initial Displacement: 3.53 ft
Static Water Column Height: 5. ft
Total Well Penetration Depth: 5. ft
Screen Length: 5. ft
Casing Radius: 0.08333 ft
Well Radius: 1. ft
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
K = 0.06677 ft/day
y0 = 0.6274 ft

d`
10.
0.1
600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
Time (min)
WELL TEST ANALYSIS
Data Set:
Date: 03/25/22
Time: 10.10.19
PROJECT INFORMATION
Company: Eagle Resources, P.A.
Client: Protocol Samping Servoce
Project: 30006.1
Location: Conservancy
Test Well: P-15
Test Date: 6/28/21
AQUIFER DATA
Saturated Thickness: 5. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (New Well)
Initial Displacement: 1.979 ft
Static Water Column Height: 5. ft
Total Well Penetration Depth: 5. ft
Screen Length: 5. ft
Casing Radius: 0.08333 ft
Well Radius: 0.1667 ft
SOLUTION
Aquifer Model: Unconfined
Solution Method: Hvorslev
K = 0.0007069 ft/day
y0 = 1.304 ft

d`
100.
10.
40. 80. 120. 160. 200.
Time (min)
WELL TEST ANALYSIS
Data Set:
Date: 01 /15/22
Time: 16.15.36
PROJECT INFORMATION
Company: Eagle Resources
Client: Conservancy
Project: 30009.1
Location: SWell 1
Test Well: Well_01
Test Date: 01 /14/2022
AQUIFER DATA
Saturated Thickness: 266. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (New Well)
Initial Displacement: 25. ft
Static Water Column Height: 266. ft
Total Well Penetration Depth:
266. ft Screen Length: 266. ft
Casing Radius: 0.25 ft
Well Radius: 0.4 ft
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
K = 0. 00 1791 ft/day
y0 = 24.59 ft

10.
d`
12. 18. 24. 30.
Time (min)
WELL TEST ANALYSIS
Data Set: Y:\...\P-7-2 Slug Test.aqt
Date: 11 /19/23
Time: 15.27.18
PROJECT INFORMATION
Company: Eagle Resorces P.A.s
Client: Conservancy
Project: 30006.2
Location: Sug Test P-7-2
Test Well: P-7-2
Test Date: 119/13/2023
AQUIFER DATA
Saturated Thickness: 10. ft
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (New Well)
Initial Displacement: 4.32 ft
Static Water Column Height: 11. ft
Total Well Penetration Depth: 5. ft
Screen Length: 5. ft
Casing Radius: 0.08333 ft
Well Radius: 0.1667 ft
SOLUTION
Aquifer Model: Confined
Solution Method: Hvorslev
K = 0.0002256 ft/day
y0 = 1.09 ft

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4:0 PIEDMONT
ENVIRONMENTAL
ASSOC I A T E S, P. A.
The Conservancy Real Estate Group, LLC Project Number: 601
341 Kilmayne Dr., Ste. 201 April 29, 2022
Cary, NC 27511 REVISED December 13, 2023, 4/2/2024
Soil Series and Saturated Hydraulic Conductivity Report
Re: Conservancy at Jordan Lake Project, Chatham County, NC
Executive Summary:
Piedmont Environmental Associates, P.A. has performed a soil series identification and
saturated hydraulic conductivity (ksat) study at the Conservancy at Jordan Lake
Assemblage in Chatham County NC. Areas were evaluated that were suitable for the
surface irrigation of wastewater. This report discusses the soil evaluation, the dominant
soil series encountered on -site, and in -situ measurements of ksat quantified within the
various mapped soil units.
This report is being prepared to satisfy the requirements set forth by 15A NCAC 02U
concerning the soils report for reclaimed wastewater irrigation systems. This report does
not contain all the required information needed to complete the design of a spray
irrigation system. The goal of this evaluation was to provide soil characteristic and
hydraulic conductivity data for the next phase of system design. Soil mapping fieldwork
was completed 2016-2021. Saturated hydraulic conductivity field work was completed in
2019-2021 by NC Licensed Soil Scientists Chris Murray and his associates.
At the time of re -submittal in March 2024, we can confirm that no changes to the site
have occurred since our original work was completed.
Introduction:
Piedmont Environmental Associates traversed the tract and observed landforms (slope,
drainage patterns, past use, etc.) as well as soil conditions (depth, texture, structure,
seasonal wetness, restrictive horizons, etc.) through the use of hand auger borings. These
borings were used to generate a soil series map for the site (Appendix 1, A-G). Each of
these borings were advanced to a depth of 48" or auger refusal, were located with a GPS
receiver and are documented in the attached table of soil boring logs (Appendix 2). Soil
boring descriptions were also conducted at Ksat locations within each soil series
(Appendix 3). Within each soil map unit, at least one profile description was conducted
to 7' if possible.
Soil/Site Conditions:
The site consists of native soils that derived from Triassic Sediments. The most
predominate soil series encountered were the Mayodan (max. rate soils), the
Brickhaven/Carbonton (intermediate rate soils, Brickhaven and Carbonton have the same
216 S. Swing Rd. Y. Greensboro, NC 27409 Y. 336-662-5487

soil taxonomy, the only differentiation being the depth to seasonally high water table
indicators) and Creedmoor (low -rate soils).
At each boring location, the soils were classified by standard methodology for soil
classification employed by the Natural Resource Conservation Service (MRCS). The
soils were then categorized into groups based on similar morphological characteristics
and/or high frequency of association. The soils in this area are inherently variable and
inclusions of other soil types may exist within map units. Auger boring locations were
approximated in the field using GPS technology. Likewise, unsuitable topographic areas
were also approximated in the field using GPS technology.
An "Amended" soil designation was used in a portion of the proposed wetted areas. This
was utilized to describe areas of complex topography within the proposed spray fields.
Topsoil from clearing activities elsewhere on the project will be used after light grading
to eliminate these features and prevent them from becoming a conduit to surface waters.
The fill material will be shaped to have a final grade of at least 3% so that positive
drainage will occur. Post construction soil borings and/or Ksat tests may be required per
NC DEQ guidelines after amendment.
Parameters for each of the areas requiring fill are given in Table 1 below:
Table 1 - Conservancy at Jordan Lake, Reccomended Fill Table
Creedmoor, "Low Rate"
Soils
Soil Unit
Area (SF)
Thickness of Fill(ft)
Fill Material Required (cu. yd)
FA
5
21259
0.5
394
FA
46
7810
0.5
145
FA
56
2745
0.5
51
FA
57
2373
0.5
44
FA
99
820
0.5
15
FA
100
4153
0.5
77
FA
159
85216
0.5
1578
FA
160
41505
0.5
769
FA
161
3669
0.5
68
FA
162
87968
0.5
1629
FA
164
14009
0.5
259
FA
168
21184
0.5
392
FA
173
107292
0.5
1987
FA
175
299031
0.5
5538
FA
179
22077
0.5
409
FA
182
57540
0.5
1066
FA
184
41328
0.5
765
FA
186
10277
0.5
190

FA
188
50870
0.5
942
FA
190
164399
0.5
3044
FA
191
278051
0.5
5149
FA
199
16684
0.5
309
FA
201
46909
0.5
869
FA
202
108278
0.5
2005
FA
204
43964
0.5
814
FA
205
14785
0.5
274
FA
206
8859
0.5
164
FA
207
5119
0.5
95
FA
208
46208
0.5
856
FA
211
15072
0.5
279
FA
214
35605
0.5
659
FA
220
2756
0.5
51
FA
221
28806
0.5
533
FA
222
6606
0.5
122
FA
224
89694
0.5
1661
FA
227
18233
0.5
338
FA
228
14128
0.5
262
FA
232
75960
0.5
1407
FA
233
3463
0.5
64
FA
234
18866
0.5
349
FA
235
156481
0.5
2898
FA
236
7933
0.5
147
FA
237
32783
0.5
607
FA
238
10959
0.5
203
FA
239
106968
0.5
1981
FA
240
75370
0.5
1396
FA
241
8893
0.5
165
FA
242
43196
0.5
800
FA
243
68277
0.5
1264
FA
244
14484
0.5
268
FA
245
68840
0.5
1275
FA
246
11833
0.5
219
FA
247
66185
0.5
1226
FA
248
33493
0.5
620
FA
249
3603
0.5
67
FA
250
52500
0.5
972
FA
255
188718
0.5
3495
FA
256
97176
0.5
1800
FA
264
61838
0.5
1145
FA
265
5420
0.5
100
FA
266
9855
0.5
183
FA
268
6792
0.5
126
FA
272
4915
0.5
91

FA
275
43546
0.5
806
FA
285
63345
0.5
1173
FA
290
2514
0.5
47
FA
291
24807
0.5
459
FA
294
9381
0.5
174
FA
295
20037
0.5
371
FA
296
8867
0.5
164
FA
312
9785
0.5
181
Fill materials in the amended zones shall be added per the following procedure:
Approved Procedures for the Addition of Fill Materials
1) A NC Licensed Soil Scientist shall review the site to determine that soil moisture
conditions are low enough to ensure that compaction of the underlying subsoil
and rutting of the soil surface will not occur. The Soil Scientist shall also be
present during the procedure outlined below to minimize the risk of damaging the
application area through direct supervision of the installation.
2) The material shall be inspected to ensure that fibrous organics, building rubble, or
other debris are not present. Fill material shall have USDA soil textures classified
as sand, loamy sand or sandy loam, however the final six inches of fill used shall
have a sandy loam or loam texture for the establishment of a vegetative cover.
3) Heavy vegetative cover or organic litter shall be removed from the native soil
within the application area prior to incorporation of the fill material.
4) Prior to the addition of the fill material, disking should occur in the area to be
amended. This will allow for a more seamless interface between the native soil
and the added material.
5) A layer of fill material shall be added to the application area. This first layer
of fill material and the existing soil shall then be mixed to a depth of six inches
below the native soil/fill interface.
6) The fill area shall be shaped to shed surface water and shall be stabilized with a
vegetative cover to prevent erosion if installation is to occur greater than one
week from fill addition. The side slope of the fill shall not exceed a rise to run
ratio of 1:4
7) A soil test shall be performed on the fill material after installation to determine the
amount of liming material necessary to stabilize the material, and the fertilizer
required for the establishment of a cover crop if applicable.
8) If a vegetative cover crop is to be established on the fill material, fescue grass
seed shall be applied at a rate of 5lbs per thousand square feet and mulched with
wheat straw at a rate of 1 bale per thousand square feet.
9) After settling and establishment, post construction soil testing including saturated
hydraulic conductivity (ksat) measurements (if deemed necessary) shall be

conducted to ensure that vertical infiltration rates have not been diminished in the
amended portion of the irrigation zone.
Hydraulic Conductivity Analysis:
Saturated hydraulic conductivity (Ksat) measurements were conducted in the dominant
soil horizons by the constant head well permeameter technique (also known as shallow
well pump -in technique and bore hole permeameter method). These Ksat measurement
sites were located with a GPS receiver and are shown in Appendix 1. This procedure is
described in Methods of Soil Analysis, Part 1., Chapter 29 — Hydraulic Conductivity of
Saturated 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. — Oct. 1989, "A
Constant -head Permeameter for Measuring Saturated Hydraulic Conductivity of the
Vadose Zone" and "Comparison of the Glover Solution with the Simultaneous —
Equations Approach for Measuring Hydraulic Conductivity." A volume of water was
applied and measured with time until a steady state of water now was achieved. This
volume/time with steady state was used to calculate the saturated hydraulic conductivity
of the subsoil by the Glover equation. The geometric mean Ksat values for each soil and
horizon are included in Appendix 4 of this report. The Ksat data calculations/field data
are included in Appendix 5.
The final recommended loading rate for the high -rate soils is 27.77 inches per year, while
the final recommended loading rate for the intermediate and low -rate soils is 20.20 and
15.21 inches per year respectively. The maximum recommended drainage coefficients
are 7%, 10% and 9.5% for the high, intermediate and low -rate soils respectively.
A maximum dosing rate of 0.3 inches per dose is recommended for the soil zones of this
project with a minimum 4 hour "soak period" between irrigation events.
The Ksat measurements were made in the unsaturated soil zone and are not intended to
provide values of the saturated zone, possible mounding, or the rate of water movement
off site. According to 15A NCAC 02U.0905, a hydrogeologic evaluation will be required
by the NC Division of Water Quality (DWQ) for this wastewater system since the
projected flow is to exceed 25,000 gallons per day — please refer to the accompanying
report from Eagle Resources, P.A. for further information.
Maximum Instantaneous Application Rate:
Table 2 gives the typical ranges of soil infiltration rates as a function of surface texture
and slope. Most of the surface textures encountered on the site fell into the sandy loam
class. Slopes ranged from 3-9% within the map unit(s). The maximum recommended
instantaneous application rate is therefore 0.45 in hr-i.

Table 2. Typical Ranges of Soil Infiltration Rates by Soil Texture and Slope
Basic Infiltration Rate (in hr ')*
Slope
Texture 0-3% 3-9% 9+%
sands 1.0+ 0.7+ 0.5+
loamy sands
0.7-1.5
0.5-1.0
0.4-0.7
sandy loams and fine sandy loams
0.5-1.0
0.4-0.7
0.3-0.5
very fine sandy loam and silt loam
0.3-0.7
0.2-0.5
0.15-0.3
sandy clay loam and silty clay loam
0.2-0.4
0.15-0.25
0.1-0.15
clay and silty clay
0.1-0.2
0.1-0.15
< 0.1
Source: Sprinkler Irrigation Association, Sprinkler Irri ag tion (1969)
* For good vegetative cover, these rates may be 25-50% greater. For poor surface conditions,
rates may be as much as 50% less.
Conclusions:
This report discusses the general location of soils for surface wastewater dispersal and
does not constitute or imply any approval or granting of a permit as needed by the client
from NC DEQ. Piedmont Environmental Associates is a professional consulting firm
that specializes in the delineation of soil areas for wastewater disposal. As an
environmental consulting firm, we are hired for our professional opinion in these matters.
The rules governing wastewater treatment (interpreted and governed by local and state
agencies) are evolving constantly, and in many cases, affected by the opinions of
individuals employed by the governing agencies.

If you have any questions or require additional information, please do not hesitate to call
[phone].
Sincerely,
G. Christopher Murray
NC Licensed Soil Scientist 91284
List of Appendices:
Appendix 1. Soil Map
Appendix 2. Soil Boring Log Data
Appendix 3. Soil Profile Descriptions at Ksat Locations.
Appendix 4. Geometric Mean Ksat Data
Appendix 5. Ksat Field Data.

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INFORMATION
SITE ID #
HR-1 Bt 30" REDO 3 24
LOCATION COORDINATE SYSTEM
Date
3/19/24
Measurement Conducted By
SST/CM
Job Name
Job Number
601
Weather Condition
Temperature
Soil
Horizon
Bt
Source of Water
Depth of Hole
30
Radius of Hole
2.54
Initial Depth of Water in Hole (H)
15.24
cm
Final Depth of Water in Hole (H)
15.24
cm
Ratio H/r
6.0000
Start Saturation Time
Start of Steady -State Condition Time
No. of Reservoirs Used at Steady -State
1
A factor in Equation [21 of Manual
0.001127
Hole Depth: 30 76.2
H;: 6 15.24
Hf: 6 15.24
Clock
Time
Water Level
Reading
Time Interval
Change in
Water Level
Flow Volume
Flow rate
Q
Flow rate
Q
Ksat
Ksat
Equivalent
Ksat
cm
Minute
cm
cm3
cm3/min
cm3/hour
cm/hour
cm/day
d/sq. ft
11.56
12.13
63.1
57.8
17.00
5.3
106
6.24
374.1
0.42
10.12
2.49
12.43
54.2
30.00
3.6
72
2.40
144.0
0.16
3.89
0.96
13.13
50.4
30.00
3.8
76
2.53
152.0
0.17
4.11
1.01
13.43
37.9
30.00
12.5
250
8.33
500.0
0.56
13.52
3.33
1413
28
30.00
9.9
198
6.60
396.0
0.45
10.71
2.64
14%
18.8
30.00
9.2
184
6.131
368.0
0.41
9.95
2.45
15.13
10
30.00
8.8
176
5.87
352.0
0.40
9.52
2.35
15.431
0.8
30.00
9.21
1841
6.131
368.01
0.41
1 9.95
1 2.45
AVERAGE
cm/hr: 0.41
in/hr: 0.161

INFORMATION
SITE ID #
HR-1 BC 38" REDO 3 24
LOCATION COORDINATE SYSTEM
Date
3/19/24
Measurement Conducted By
SST/CM
Job Name
Job Number
4687
Weather Condition
Temperature
Soil
Horizon
BC
Source of Water
Depth of Hole
38
Radius of Hole
2.54
Initial Depth of Water in Hole (H)
15.24
cm
Final Depth of Water in Hole (H)
15.24
cm
Ratio H/r
6.0000
Start Saturation Time
Start of Steady -State Condition Time
No. of Reservoirs Used at Steady -State
2
A factor in Equation [21 of Manual
0.001127
Hole Depth: 38 96.52
H;: 6 15.24
Hf: 6 15.24
Clock
Time
Water Level
Reading
Time Interval
Change in
Water Level
Flow Volume
Flow rate
Q
Flow rate
Q
Ksat MI
Ksat
Equivalent
Ksat
cm
Minute
cm
cm3
cm3/min
cm3/hour
cm/hour
cm/da
d/s . ft
11.52
12.13
46.2
45.0
21.00
1.2
126
6.00
360.0
0.406
9.74
2.40
12.43
41.0
30.00
4
420
14.00
840.0
0.947
22.72
5.60
13.13
37.2
30.00
3.8
399
13.30
798.0
0.899
21.58
5.32
13.43
34.2
30.00
3
315
10.50
630.0
0.710
17.04
4.20
14.13
31.3
30.00
2.94
308.7
10.29
617.4
0.696
16.70
4.11
14.43
28.4
30.00
2.86
300.3
10.01
600.6
0.677
16.25
4.00
15.131
25.8
30.00
2.6
273
9.101
546.0
0.615
14.77
3.64
15.43
23.0
30.00
2.8
294
9.80
588.0
0.663
15.90
3.92
AVERAGE
cm/hr: 0.65
in/hr: 0.257

Hole Depth: 74 187.96
H,: 6.5 16.51
16.51
AVERAGE
cm/hr: 0.12
Whr: 0.047
Ksat vs. Time

Hole Depth: 24 60.96
H,. 8 2032.
Hf: 8 20.32
----------
----------
----------
AVERAGE
cm/hr: 3.46
Whr: 1.36
Ksat vs. Time
a0
s.m
4.00
2.00
0.00
0 0 0 6 m
�' m m m _ seri�i

INFORMATION
SITE ID #
HR-2 BC 36" REDO 3 24
LOCATION COORDINATE SYSTEM
Date
3/19/24
Measurement Conducted By
SST/CM
Job Name
Job Number
601
Weather Condition
Temperature
Soil
Horizon
BC
Source of Water
Depth of Hole
36
Radius of Hole
2.54
Initial Depth of Water in Hole (H)
15.24
cm
Final Depth of Water in Hole (H)
15.24
cm
Ratio H/r
6.0000
Start Saturation Time
Start of Steady -State Condition Time
No. of Reservoirs Used at Steady -State
2
A factor in Equation [21 of Manual
0.001127
Hole Depth: 36 91.44
H;: 6 15.24
Hf: 6 15.24
Clock
Time
Water Level
Reading
Time Interval
Change in
Water Level
Flow Volume
Flow rate
Q
Flow rate
Q
Ksat
Ksat
Equivalent
Ksat
cm
Minute
cm
cm3
cm3/min
cm3/hour
cm/hour
cm/day
d/sq. ft
11.44
12.12
47.3
47.0
28.00
0.3
31.5
1.12
67.5
0.076
1.83
0.45
12.42
46.6
30.00
0.4
42
1.40
84.0
0.095
2.27
0.56
13.12
46.1
30.00
0.5
52.5
1.75
105.0
0.118
2.84
0.70
13.42
45.5
30.00
0.6
63
2.10
126.0
0.142
3.41
0.84
14.12
45.1
30.00
0.38
39.9
1.33
79.8
0.090
2.16
0.53
14.42
44.7
30.00
0.4
42
1.401
84.0
0.095
1 2.27
0.56
15.121
44.3
30.00
0.42
44.11
1.471
88.21
0.099
1 2.39
0.59
15.421
43.9
30.00
0.41
421
1.401
84.01
0.095
2.27
L 0.56
AVERAGE
cm/hr: 0.10
in/hr: 0.038

INFORMATION
SITE ID #
HR-2 C 86" REDO 3 24
LOCATION COORDINATE SYSTEM
Date
3/19/24
Measurement Conducted By
SST/CM
Job Name
Job Number
601
Weather Condition
Temperature
Soil
Horizon
C
Source of Water
Depth of Hole
54
Radius of Hole
2.54
Initial Depth of Water in Hole (H)
15.24
cm
Final Depth of Water in Hole (H)
15.24
cm
Ratio H/r
6.0000
Start Saturation Time
Start of Steady -State Condition Time
No. of Reservoirs Used at Steady -State
2
A factor in Equation [21 of Manual
0.001127
Hole Depth: 54 137.16
H;: 6 15.24
Hf: 6 15.24
Clock
Time
Water Level
Reading
Time Interval
Change in
Water Level
Flow Volume
Flow rate
Q
Flow rate
Q
Ksat
Ksat
Equivalent
Ksat
cm 7
Minute
cm
cm3
cm3/min
cm3/hour
cm/hour
cm/day
d/sq. ft
11.48
12.12
45.3
45.1
24.00
0.2
21
0.87
52.5
0.059
1.42
0.35
12.42
43.1
30.00
2
210
7.00
420.0
0.473
11.36
2.80
13.12
41.3
30.00
1.8
189
6.30
378.0
0.426
10.22
2.52
13.42
38.7
30.00
2.6
273
9.10
546.0
0.615
14.77
3.64
14.12
36.2
30.00
2.5
262.5
8.75
525.0
0.592
14.20
3.50
14.42
33.8
30.00
2.4
252
8.401
504.0
0.568
1 13.63
3.36
15.121
31.2
30.00
2.6
2731
9.101
546.01
0.615
1 14.77
3.64
15.421
28.6
30.00
2.61
2731
9.101
546.01
0.615
14.77
1 3.64
AVERAGE
cm/hr: 0.60
in/hr: 0.236

Hole Depth: 25 63.5
H,. 8 20.32
Hf: 8 20.32
----------
AVE AT
AVERAGE
cm/hr: 4.22
Whr: 1.66
Ksat vs. Time

INFORMATION
SITE ID #
HR-3 BC 38" REDO 3 24
LOCATION COORDINATE SYSTEM
Date
3/19/24
Measurement Conducted By
SST/CM
Job Name
Job Number
601
Weather Condition
Temperature
Soil
Horizon
BC
Source of Water
Depth of Hole
38
Radius of Hole
2.54
Initial Depth of Water in Hole (H)
15.24
cm
Final Depth of Water in Hole (H)
15.24
cm
Ratio H/r
6.0000
Start Saturation Time
Start of Steady -State Condition Time
No. of Reservoirs Used at Steady -State
2
A factor in Equation [21 of Manual
0.001127
Hole Depth: 38 96.52
H;: 6 15.24
Hf: 6 15.24
Clock
Time
Water Level
Reading
Time Interval
Change in
Water Level
Flow Volume
Flow rate
Q
Flow rate
Q
Ksat
Ksat
Equivalent
Ksat
cm
Minute
cm
cm3
cm3/min
cm3/hour
cm/hour
cm/day
d/sq. ft
11.40
12.10
46
45.5
30.00
0.5
52.5
1.75
105.0
0.118
2.84
0.70
12.40
45
30.00
0.5
52.5
1.75
105.0
0.118
2.84
0.70
13.10
44.4
30.00
0.6
63
2.10
126.0
0.142
3.41
0.84
13.40
43.9
30.00
0.5
52.5
1.75
105.0
0.118
2.84
0.70
14.10
43.4
30.00
0.5
52.5
1.75
105.0
0.118
2.84
0.70
14.40
42.9
30.00
0.5
52.5
1.751
105.0
0.118
1 2.84
0.70
15.101
42.4
30.00
0.5
52.51
1.751
105.01
0.118
1 2.84
0.70
15.401
41.9
30.00
0.51
52.51
1.751
105.01
0.118
2.84
1 0.70
AVERAGE
cm/hr: 0.12
in/hr: 0.05

Hole Depth: 83 210.82
H,: 6.5 16.51
16.51
----------
----------
----------
----------
----------
----------
----------
----------
AVERAGE
cm/hr: 0.42
Whr: 0.165
Ksat vs. Time
aw
0.20
0.00 -.
10.13 10.17
10.3, 11.12 Serlesl
1210 1222
12.43 13.11

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Hole Depth: 59 149.86
H, 6 15.24
Hf: 6 5.24
245.00
AVERAGE
cm/hr. 0.25
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Ksat vs. Time

Time
Readin
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Water Level
Q
Q
Ksat vs. Time
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2020/07/15 10:08: 1084.2 10.00
2020/07/1510:18: 1083.35 10.00
2020/07/15 10:28: 1082.5 10.00
2020/07/151038: 1081.7 10.00
2020/07/1510:48: 1080.925 10.00
2020/07/1510:58: 1080.075 10.00
202 0/07/15 11:08: 1078.975 10.00
1.225
99.216939
9.92
595.3
0.6709
0.26
1.1
89.092762
8.91
534.6
0.6024
0.24
1.175
95.167268
9.52
571.0
0.6435
0.25
0.875
70.869242
7.09
425.2
0.4792
0.19
0.85
68.844407
6.88
413.1
0.4655
0.18py
5
68.844407
6.88
413.1
0.4655
0.18
0.8
64.794736
6.48
388.8
0.4381
0.17
0.775
62.7699
6.28
376.6
0.4245
0.17�
0.85
68.844407
6.88
413.1
0.4655
0.18
1.1
89.092762
8.91
534.6
0.6024
0.24

Hole Depth: 55 139.7
H: 6 5.24
V4: 6 5.24
AVERAGE
cm/hr. 0.10
irVhr. 0.04
Ksat vs. Time

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Hole Depth: 47 119.38
H: 6 5.24
V4: 6 5.24
AVERAGE
cm/hr. 0.21
irVhr. 0.08
Ksat vs. Time

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Hole Depth: 36 91.44
H: 6 15.24
V4: 6 5.24
AVERAGE
cm/hr. 0.22
irVhr. 0.09
Ksat vs. Time

Hole Depth: 71 180.34
H,: 6 15.24
Hf6 5.24
145.00
AVERAGE
cm/hr. 0.06
in/hr. 0.0222
Ksat vs. Time

11
00
11
11
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11
11
11
11
11
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11
11
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Hole Depth: 35 88.9
H: 6 5.24
V4: 6 5.24
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cm/hr. 0.03
irVhr. 0.01
Ksat vs. Time
0.10
0.0s
0.00
I-
13.10 3enesl
4.30
0
16.02

Hole Depth: 72 182.88
H,: 6 15.24
Hf6 5.24
0.15
o.10
0.05
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AVERAGE
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Ksat vs. Time

Hole Depth: 20 50.8
H,. 6 15.24
Hf: 6 5.24
----------
----------
----------
----------
----------
----------
----------
----------
----------
----------
AVERAGE
cm/hr: 0.11
Whr: 0.045
Ksat vs. Time
o0 -.
a0
0.20
0.00
1120 °xrlal
11.1 J
13.05 -
13.30

Hole Depth: 50 127
H, 6 15.24
Hf: 6 5.24
AVE AT EQUILIBRIUM(gpd/Tt2):i 0.70
AVERAGE
cm/hr. 0.12
in/ 0.047
Ksat vs. Time

Hole Depth: 16 40.64
Hi: 7 17.78
Hf: 7 8
----------
----------
AVERAGE
cm/hr: 0.97
Whr: 0.380
Ksa t vs. Time
1.00
0.95
0.. �.
0.a5
0.a0
13.59
14.13 14.31 3erlesl
14.43
14.49

nch cm
Hole Depth: 16 40.64
H,: 7 17.78
Hf 7 7.78
AVERAGE:
cm hou' in/hour
0.10 0.039
Ksat vs. Time

Hole Depth: 16 40.64
H, 6 15.24
Hf: 6 5.24
WMA1A
AVERAGE
cm/hr. 0.08
in/hr. 0.03
Ksat vs. Time
0.25
0.20
0.15
o.10 _
0.05
o.00
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14.26 05 s-i-
9
16.15

Hole Depth: 36 91.44
H: 6 15.24
V4: 6 5.24
AVERAGE
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irVhr. 0.11
Ksat vs. Time

Hole Depth: 15 38.1
H: 6 5.24
V4: 6 5.24
AVERAGE
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iNhr. 0.02
Ksat vs. Time
0.06
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0.00
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.. •':X.. -'ea &V w v� --yu- Fd la •.
ASSOC 1 A T E S. P. A
The Conservancy Real Estate Group, LLC Project Number: 601
341 Kilmayne Dr., Ste. 201 April 29, 2022
Cary, NC 27511. REVISED December 13, 2023
Re: Agronomist report for reclaimed water to be applied at The Conservancy at
Jordan Lake Project— Chatham County, NC.
L Introduction
Piedmont Environmental Associates, PA has completed an agronomist report for the site
referenced above. This report addresses the requirements set forth by 15A NCAC 02U
concerning the agronomic management plan for reclaimed wastewater disposal, where
dedicated spray irrigation fields are used as final wastewater receiver sites. The proposed
facility will treat wastewater and apply over approximately 233 acres of dedicated spray
field. The purpose of this report is to perform an agronomic evaluation which ensures
there are no nutrient management limitations for this facility. As part of this study, the
proposed spray areas were analyzed to determine nutrient and other agronomic
limitations based on year-round application of the treated wastewater.
II. Site/Proiect Description
The proposed irrigation zones contain three major soil units (a max rate Mayodan, an
intermediate rate Brickhaven/Carbonton and low -rate Creedmoor map units - please
reference the soils report prepared by Piedmont Environmental Associates for further
details and additional soil background information). We have provided nutrient loading
calculations for each of the above referenced soil/loading groups below.
III. Soil Sampling Methods and Results
Composite soil samples were collected within the proposed wetted areas. The majority of
the proposed wetted areas is dominated by various types of pine and hardwood species.
The soil samples listed below were collected in these wooded areas, which comprise the
wetted areas described in the soil report. Composite soil samples were created by
collecting random cores from the upper 6 inches of soil throughout each proposed zone.
Soil fertility sample results are reported in Appendix 1 and summarized in Table 1. Soils
were not analyzed for nitrogen due to the dynamic nature of soil N. Likewise, soils were
not analyzed for heavy metals given that historical land management does not indicate
any prior heavy metal loading.
216 S. Swing Rd., Suite 1 Y. Greensboro, NC 27409 Y. 336-662-5487

Table 1. Soil Fertility Results Summary for Selected
Nutrients/Parameters
Sample
p
N
C
Area
CEC
H
P
K
Mg
Ca
a
Zn
Mn
u
Sampl
(meq/100
e
Vegetation
-
m
pine/hardwo
4.
3
28
1.
0.
Drange
od
4.6
6
12
2
61
0
16
2
23
6
pine/hardwo
5.
4
42
1.
30
0.
HR 1
od
4.1
4
4
1
79
4
12
1
9
4
pine/hardwo
4.
3
18
0.
I R-1
od
2.8
7
4
0
47
1
15
1
26
4
pine/hardwo
4.
2
12
0.
0.
I R-2
od
2.4
5
4
2
27
8
13
5
18
3
pine/hardwo
4.
2
0.
0.
LR-01
od
2.1
3
3
4
25
84
12
4
9
2
Averag
4.
5.
3
47.
21
0.
0.
e
-
3.2
7
4
0
8
9
14
8
77
4
IV. Wastewater Nitrogen Analysis
Appendix 2 shows the predicted Effluent parameters for the treated wastewater of this
project. We utilized the data shown in this exhibit for the nutrient calculations given
throughout the remainder of this report.
For our purposes, we defined total nitrogen (TN) as follows:
TN = TKN (NHa+organic N) + NO2-N + NO3-N
The predicted effluent TN value is 10 mg/L.
V. Nitrogen Loading
Plant available nitrogen (PAN) was calculated using the following equation:
PAN = (Min. Rate [TKN - NH3-N]) - (Vol. Rate [NH3-N]) + NO3-N + NO2-N
We chose 40% for our mineralization rate and 50% for our volatilization rate since these
values are commonly accepted for spray irrigation wastewater systems. PAN was
therefore calculated to be 8.35 mg/L per this equation.

Plant available nitrogen (PAN) application rates were determined for the spray areas
based on the wastewater analysis and proposed hydraulic loading rates.
Using these estimates, the annual wastewater plant available nitrogen (PAN) was
calculated per the following equation (the high rate value of 27.77 in/yr is used below as
an example):
N Equation:
27.77 +R-. 1 1 ft-. 1 7.48 oai-. 1 43.560 W 1 3.78 -L 1 8.35
1 Ib N
1 yr. 1 12 +a- 1 1 ##1 1 1 ac. 1 1 gad 1 1 -L 1 453,592
PAN values for the max rate Mayodan, an intermediate rate Brickhaven/Carbonton and
low -rate Creedmoor map units are provided in Table 2:
Table 2. PAN Applied per Soil Loading Rate Group,
Conservancy at Jordan Lake Project
PAN Applied
Soil Group Annual Irrigation Rate (lbs/ac)
High (Mayodan) 27.77 52.5
Intermediate (Brickhaven/Carbonton) 20.2 38.2
Low (Creed moor) 15.21 28.7
Recommended annual PAN application rates were determined using available data for
the proposed receiver crop. Based on communication with the project engineer (CE
Group), the proposed cover crop on the newly dedicated spray areas will be both turf
grass and trees and shrubs. Realistic Yield Expectation (RYE) values for each of these
crop classes was determined to be:
Turf Grasses — 145 lbs/Ac*
Ornamental Shrubs/Herbaceous Plants — 174 lbs/Ac**
Trees — 50 lbs/Ac***
Extension publications used to determine these RYE rates are included in Appendix 3.
*This value was taken from the NCSU Realistic Yield online database
(https://realisticvields.ces.ncsu.edu). Note that values for Fescue or Bermudagrass
52.5 Ib N
ac. yr

hay were utilized, as a turf grass option was not provided. We expect the
management and nutrient requirements for turf to be very similar for that of a hay
crop. The database input parameters were Chatham County, Creedmoor/Green
Level Complex on 2-6% slopes.
**This value was taken from the attached Oklahoma State University extension
publication "Fertilizing Shade and Ornamental Trees and Shrubs". In this
publication, N fertilization rates from 1 to 6 lbs of actual N per 1000 SF are
recommended depending on whether establishment (4-6 lbs/1000 SF) or
maintenance (1-3 lbs/1000 SF) is the objective. We chose a median value of 4
lbs/1000 SF since maintenance and establishment within the spray fields is expected
for the life of the project. This translates to 174 lbs N/Ac.
***This value was taken from the attached NC Interagency Nutrient Management
Committee publication "Issue Guidance, Animal Waste Application on Forestland".
In this publication, a maximum of 60 lbs N/Ac. is recommended. We utilized 50 lbs
N/Ac. as a conservative estimate.
The three crop classes were then averaged to provide an overall nitrogen RYE value of
123 lbs N/Ac.
The proposed maximum annual wastewater loading rate for the application areas (27.77
in/yr) would deliver 52.5 lb PAN/ac/yr while the intermediate and low rate applications
would deliver 38.2 and 28.7 in/yr respectively to the application sites as discussed above.
The proposed PAN application rates would then be well below the threshold for the
averaged recommended PAN rates for the crop classes (123 lb PAN/ac/yr), and
additional N fertilization may be necessary for crop establishment and maintenance.
If irrigation rates are significantly lower than the proposed maximum rate, supplemental
fertilizer nitrogen may be required for optimal crop performance in those areas containing
grass. Irrigation rates and wastewater analyses should be monitored on an annual basis to
determine if supplemental nitrogen should be considered.
VI. Phosphorus Loading
Several assumptions were also made in determining P loading on the proposed spray
fields. Wastewater total phosphorus (TP) values are composed of both organic and
inorganic forms of P. Since much of the wastewater-P is typically in an organic form, not
all of the P will be immediately plant available. In addition, a significant portion of the
inorganic wastewater-P will form insoluble Fe and Al precipitates and/or become
strongly adsorbed to amorphous soil Fe minerals once land applied. Given these
assumptions, we estimate that 60% of the applied P will become plant available (NCDA,
1999). Based on the projected wastewater analysis, total phosphorus is estimated to be 5
mg/L. We could therefore expect 3 mg/L of plant available P.

Using these estimates, the annual wastewater P205 was calculated per the following
equation (the high rate value of 27.77 in/yr is used below as an example):
P205 Equation:
FP@
Ib
27.77 +r+
1 ft-.
7.48 ga4,
43,560 W
3.78 -L
3 12,945
1 P205
1 yr.
12 +rt
1 ##3
1 ac.
1 gai-
1 -1.
453,592 -12,945
Table 3 provides the P205 loading for the max rate Mayodan, the intermediate rate
Brickhaven/Carbonton and low -rate Creedmoor map units:
Table 3. P205 Applied per Soil Loading Rate Group,
Conservancy at Jordan Lake Project
PAN Applied
Soil Group Annual Irrigation Rate (lbs/ac)
High (Mayodan) 27.77 18.9
Intermediate (Brickhaven/Carbonton) 20.2 13.7
Low (Creed moor) 15.21 10.3
Based on the RYE data sources referenced above, we would expect 44-56 lb P205/Ac/yr
to be assimilated in grass crops, while a rate of 30-40 lbs/Ac (equivalent) is
recommended for ornamental plants.
In this case, supplementary phosphorus will likely be needed for crop establishment and
maintenance. Due to chemical P-fixation in soils, phosphorus loss from the site should
be considered nominal even if P application rates exceed vegetation removal rates,
provided sound erosion control practices are implemented and irrigation runoff is
prevented. Soil erosion and phosphorus loss potential from each spray zone could be
evaluated using the North Carolina Phosphorus Loss Assessment Tool (PLAT) if
additional questions arise concerning P-loss potential. "Low" or "Medium" PLAT
ratings would confirm that additional P loading would not present a limitation to the
proposed wastewater application.
As noted in the soil fertility test results, current soil test phosphorus (P) levels varied
minimally according to sampled areas. In each of the soil samples at least 100 lb/ac of P
is recommended, suggesting native P levels are quite low.
VIL Salt and Heavy Metal Loading
According to the soil fertility analysis, sodium (Na) levels are "low" to "very low",
ranging from 12-16 mg/kg soil. Sodium levels above 15% of the CEC can be detrimental
18.9 Ib
P205
ac. yr

to crop production and to the soil structure in the surface horizons. The soil fertility lab
results indicate that these soils do not meet this threshold level of sodium.
Sodium concentrations were not analyzed in the provided wastewater analysis. However,
reclaimed wastewater typically has Sodium Adsorption Ratios (SAR) values below 10.0,
thereby posing little risk of developing sodium related problems in the soil. Wastewater
SAR should be determined prior to wastewater application to ensure sodium loading will
not pose a problem. Annual soil samples should also be taken to monitor sodium status
in the soil. Irrigated areas can be amended with gypsum additions should SAR or soil
sodium levels start to increase.
Since heavy metals were not included in the wastewater analysis, we did not calculate
metal loading or site life limitations. However, considering the waste stream source,
heavy metal loading and associated plant toxicities are not expected to be an agronomic
concern.
VIII. Additional Soil Sample Results
Based on the results of sampled soils, the average surface CEC of the proposed
application area is 3.2 meq/100g. Although these values are considered relatively low
from a total nutrient holding capacity standpoint, adding lime at the recommended rates
should increase the pH dependant CEC and ensure nutrient availability for optimum plant
uptake. Since maintaining a pH of 6.0-6.5 is essential for ensuring optimal nutrient
availability, soil pH should be measured on an annual basis. Lime applications should
follow recommendations made by the current soil analysis and on all future soil samples.
Dolomitic lime could be used to satisfy liming requirements and as well as any Mg or Ca
deficiency.
Potassium (K) was not measured as part of the wastewater analysis. Soil test results
suggest native K values are low since as much as 200 lbs K/Ac is recommended for crop
establishment, suggesting that any receiving crop should benefit from additional K
fertilization.
Fe and Mn values were reported to be "optimal" to "high" in the attached soil sample
results. We would not expect elevated values of these elements to be of concern since
liming should help mitigate the effects of these elements. Lime addition will be
necessary as discussed below in all of the disposal fields.
IX. Crop Establishment and Management
Prior to seeding tall fescue grass (where applicable), a suitable seed bed should be
established by removing existing vegetation, stumps, weeds, etc. by chemical controls
and/or tillage. Tillage may also be necessary to develop favorable soil structural
conditions. Starter fertilizer and lime should be incorporated into the prepared seedbed
prior to seeding. Fescue grass is best established from seed in mid -August to mid-

September. Seed should be broadcast applied at a rate of 10-15 lb/ac or incorporated into
the seedbed at a rate of 6 lb/ac. Once established, fescue grass should be mowed to a
height of no less than 3 inches. If additional fertilization or liming is required based on
soil tests, applications should made in the late summer/early fall. Re -seeding may be
required in the fall on an annual basis.
Establishment of ornamental plants is like that of turf crops above. A suitable planting
bed should be established by removing existing vegetation, stumps, weeds, etc. by
chemical controls and/or tillage. Tillage may also be necessary to develop favorable soil
structural conditions. Starter fertilizer and lime should be incorporated into the prepared
seedbed prior to the transplanting of the ornamentals. Nursery and/or extension
recommendations for the individual plants should be considered to determine optimal
season for establishment (generally fall or spring).
X. Conclusions
Based on the projected wastewater analysis and the proposed irrigation rates, none of the
PAN application rates would exceed recommended PAN rates for the proposed crops.
The proposed application rates would supply 99 lb PAN/ac/yr in the application areas.
Soil test phosphorus levels in the proposed irrigation zones were natively low.
Wastewater-P will be applied at rates below that of P removal rates, and supplemental P
fertilization may be required.
Additional nitrogen, phosphorus, potassium, and lime additions will be required on most
of the proposed spray areas to create optimal growing conditions. Heavy metal loading
and plant toxicities are not expected to be an agronomic concern based on the proposed
wastewater source.
Annual agronomic and effluent constituent monitoring as well as soil testing within the
application areas is recommended to ensure that there are no agronomic nutrient
concerns.

If you have any questions or require additional information, please do not hesitate to call
336-662-5487.
Sincerely,
G. Christopher Murray
NC Licensed Soil Scientist #1284
List of References:
NCSU Realistic Yield online database(https:Hrealisticyields.ces.ncsu.edu). North
Carolina State University, North Carolina Department of Agriculture and Consumer
Services, North Carolina Department of Environment and Natural Resources,
Natural Resources Conservation Service. Raleigh NC.
2. NCSU Nutrient Management Manual. North Carolina Cooperative Extension.
Reference Section 59.
Waste Coefficients Worksheet. 1999. North Carolina Department of Agriculture and
Consumer Services Agronomic Division.
List of Appendices:
Appendix 1 — Soil Fertility Sample Test Results from Waypoint Analytical Laboratories
Appendix 2 — Expected Effluent Parameters
Appendix 3 — Extension Publications

0
Waypoint
2850 Daisy Lane, Wilson, 0 -9973
Main 252-206-1721 °Fax 25Z-2D6-9973
ANALYTICAL "Every acre... Every year®' www.waypointanalytical.com
Client :
Piedmont Enviromental Assoc., P. A.
216 South Swing Road
Suite 1
Greensboro NC 27310
Lab No: 04734
Grower:
PRESERVE @ JORDAN
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
SOIL ANALYSIS
22-024-0683
06526
01 /27/2022
01/24/2022
1 of 2
Sample ID: 601 PRESERVE-D RAN(
Test
Method
Results
SOIL
TEST RATINGS
Calculated Cation
Exchange Capacity
Low
Medium
Optimum
Soil pH
1:1
4.6
4.6 meq/100g
Buffer pH
BPH
6.68
%Saturation
Phosphorus (P)
M3
12 ppm
%sat meq
K 1.8 0.1
Ca 30.4 1.4
Mg 11.1 0.5
H 54.3 2.5
Na 1.5 0.1
Potassium (K)
M3
32 ppm
Calcium (Ca)
M3
280 ppm
Magnesium (Mg)
M3
61 ppm
Sulfur (S)
M3
6 ppm
Boron (B)
M3
0.1 ppm
Copper (Cu)
M3
0.6 ppm
Iron (Fe)
M3
166 ppm
K/Mg Ratio: 0.16 ❑
Manganese (Mn)
M3
23 ppm
Ca/Mg Ratio: 2.74 ❑
Zinc (Zn)
M3
1.2 ppm
Sodium (Na)
M3
16 ppm
Soluble Salts
Organic Matter
LOI
0.3%
Estimated N Release
49 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Fescue Athletic Field Yield Goal : 0 Rec Units: LB/1000 SF
(Ibs) LIME (tons)
N
P20,
K20
Mg
S
B
Cu
Mn
Zn
Fe
70
3.5
4.0
6.0
0.18
0.69
0
0
0
0
0
Crop : Rec Units:
Comments :
Fescue Athletic Field
Limestone application is targeted to bring soil pH to 6.2.
M3 - Mehlich 3 BPH - Lime Index HIM - Humic Matter LOI - Loss On Ignition 1:1 -Water pH
Analysis prepared by: Waypoint Analytical Carolina, Inc.

0
Waypoint
2850 Daisy Lane, Wilson, NC -9973
Main 252-206-1721 °Fax 25Z-2D6-9973
ANALYTICAL "Every acre... Every year®' www.waypointanalytical.com
Client :
Piedmont Enviromental Assoc., P. A.
216 South Swing Road
Suite 1
Greensboro NC 27310
Lab No: 04735
Grower:
PRESERVE @ JORDAN
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
SOIL ANALYSIS
22-024-0683
06526
01 /27/2022
01/24/2022
Sample ID: PRES. HR 1
2of2
Test
Method
Results
SOIL
TEST RATINGS
Calculated Cation
Exchange Capacity
Low
Medium
Optimum
Soil pH
1:1
5.4
I
4.1 meq/100g
Buffer pH
BPH
6.81
%Saturation
Phosphorus (P)
M3
4 ppm
% sat meq
K 2.6 0.1
Ca 51.7 2.1
Mg 16.1 0.7
H 29.3 1.2
Na 1.3 0.1
Potassium (K)
M3
41 ppm
Calcium (Ca)
M3
424 ppm
Magnesium (Mg)
M3
79 ppm
Sulfur (S)
M3
12 ppm
Boron (B)
M3
0.1 ppm
Copper (Cu)
M3
0.4 ppm
Iron (Fe)
M3
138 ppm
K/Mg Ratio: 0.1 5❑
Manganese (Mn)
M3
309 ppm
Ca/Mg Ratio: 3.21 ❑
Zinc (Zn)
M3
1.1 ppm
Sodium (Na)
M3
12 ppm
Soluble Salts
Organic Matter
LOI
0.3%
Estimated N Release
50 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Fescue Athletic Field Yield Goal : 0 Rec Units: LB/1000 SF
(Ibs) LIME (tons)
N
P205
K20
Mg
S
B
Cu
Mn
Zn
Fe
35
3.5
5.0
6.0
0
0.53
0
0
0
0
0
Crop : Rec Units:
Comments :
Fescue Athletic Field
Limestone application is targeted to bring soil pH to 6.2.
M3 - Mehlich 3 BPH - Lime Index HIM - Humic Matter LOI - Loss On Ignition 1:1 -Water pH
Analysis prepared by: Waypoint Analytical Carolina, Inc.

0iWaypont
2850 Daisy Lane, Wilson, 20 -9973
Main 252-205-1721 'Fax 252-2Q5-9973
ANALYTICAL "Every acre... Every year®' www.waypointanalytical.com
Client :
Piedmont Enviromental Assoc., P. A.
216 South Swing Road
Suite 1
Greensboro NC 27310
Lab No: 10191
Grower :
MONCURE
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
SOIL ANALYSIS
21-326-9746
06526
04/29/2022
11 /22/2021
Sample ID: MONCURE 1R-1
1 of 3
Test
Method
Results
SOIL
TEST RATINGS
Calculated Cation
Exchange Capacity
Low
Medium
Optimum
Soil pH
1:1
4.7
I
2.8 meq/100g
Buffer pH
BPH
6.79
%Saturation
Phosphorus (P)
M3
4 ppm
% sat meq
K 2.7 0.1
Ca 32.3 0.9
Mg 14.0 0.4
H 50.0 1.4
Na 2.3 0.1
Potassium (K)
M3
30 ppm
Calcium (Ca)
M3
181 ppm
Magnesium (Mg)
M3
47 ppm
Sulfur (S)
M3
16 ppm
Boron (B)
M3
0.1 ppm
Copper (Cu)
M3
0.4 ppm
Iron (Fe)
M3
202 ppm
K/Mg Ratio: 0.19 ❑
Manganese (Mn)
M3
26 ppm
Ca/Mg Ratio: 2.31 ❑
Zinc (Zn)
M3
1.0 ppm
Sodium (Na)
M3
15 ppm
Soluble Salts
Organic Matter
LOI
0.9%
Estimated N Release
64 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K20
Mg
S
B
Cu
I Mn
Zn
Fe
2500 1.3
110
200
16
13
1.0
0.2
1 0
1.5
0
Crop : Rec Units:
Comments :
Trees -Evergreen
Limestone application is targeted to bring soil pH to 6.2.
*** Apply 30# actual N per tree one month after planting. For transplants incorporate 60# actual N per acre prior to
planting or 60# actual N per acre two weeks after planting. For the second year apply 30# actual N per tree in spring.
*** after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
M3 - Mehlich 3 BPH - Lime Index HIM - Humic Matter LOI - Loss On Ignition 1:1 -Water pH
Analysis prepared by: Waypoint Analytical Carolina, Inc.

0iWaypont
2850 Daisy Lane, Wilson, 20 -9973
Main 252-205-1721 'Fax 252-2Q5-9973
ANALYTICAL "Every acre... Every year®' www.waypointanalytical.com
Client :
Piedmont Enviromental Assoc., P. A.
216 South Swing Road
Suite 1
Greensboro NC 27310
Lab No: 10192
Grower :
MONCURE
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
SOIL ANALYSIS
21-326-9746
06526
04/29/2022
11 /22/2021
2of3
Sample ID: MONCURE 1R-2
Test
Method
Results
SOIL
TEST RATINGS
Calculated Cation
Exchange Capacity
Low
Medium
Optimum
Soil pH
1:1
4.5
2.4 meq/100g
Buffer pH
BPH
6.79
%Saturation
Phosphorus (P)
M3
4 ppm
% sat meq
K 2.4 0.1
Ca 26.7 0.6
Mg 9.4 0.2
H 58.3 1.4
Na 2.4 0.1
Potassium (K)
M3
22 ppm
Calcium (Ca)
M3
128 ppm
Magnesium (Mg)
M3
27 ppm
Sulfur (S)
M3
13 ppm
Boron (B)
M3
0.1 ppm
Copper (Cu)
M3
0.3 ppm
Iron (Fe)
M3
237 ppm
K/Mg Ratio: 0.25 ❑
Manganese (Mn)
M3
18 ppm
Ca/Mg Ratio: 2.84 ❑
Zinc (Zn)
M3
0.5 ppm
-
Sodium (Na)
M3
13 ppm
Soluble Salts
Organic Matter
LOI
1.1 %
Estimated N Release
69 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K20
Mg
S
B
Cu
I Mn
Zn
Fe
2500 1.3
110
200
25
16
1.0
0.5
1 2
1.8
0
Crop : Rec Units:
Comments :
Trees -Evergreen
Limestone application is targeted to bring soil pH to 6.2.
*** Apply 30# actual N per tree one month after planting. For transplants incorporate 60# actual N per acre prior to
planting or 60# actual N per acre two weeks after planting. For the second year apply 30# actual N per tree in spring.
*** after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
M3 - Mehlich 3 BPH - Lime Index HIM - Humic Matter LOI - Loss On Ignition 1:1 -Water pH
Analysis prepared by: Waypoint Analytical Carolina, Inc.

0
Waypoint
2850 Daisy Lane, Wilson, 0 -9973
Main 252-206-1721 °Fax 25Z-2D6-9973
ANALYTICAL "Every acre... Every year®' www.waypointanalytical.com
Client :
Piedmont Enviromental Assoc., P. A.
216 South Swing Road
Suite 1
Greensboro NC 27310
Lab No: 10193
Grower:
MONCURE
Field:
Report No:
Cust No:
Date Printed:
Date Received
PO:
Page
SOIL ANALYSIS
21-326-9746
06526
04/29/2022
11 /22/2021
3of3
Sample ID: MONCURE LR-01
Test
Method
Results
SOIL
TEST RATINGS
Calculated Cation
Exchange Capacity
Low
Medium
Optimum
Soil pH
1:1
4.3
MENEM
-
-
2.1 meq/100g
Buffer pH
BPH
6.79
%Saturation
Phosphorus (P)
M3
3 ppm
% sat meq
K 2.9 0.1
Ca 20.0 0.4
Mg 9.9 0.2
H 66.7 1.4
Na 2.5 0.1
Potassium (K)
M3
24 ppm
Calcium (Ca)
M3
84 ppm
Magnesium (Mg)
M3
25 ppm
Sulfur (S)
M3
5 ppm
Boron (B)
M3
0.1 ppm
Copper (Cu)
M3
0.2 ppm
Iron (Fe)
M3
171 ppm
K/Mg Ratio: 0.29 ❑
Manganese (Mn)
M3
9 ppm
Ca/Mg Ratio: 2.02 ❑
Zinc (Zn)
M3
0.4 ppm
Sodium (Na)
M3
12 ppm
Soluble Salts
Organic Matter
LOI
1 .4%
Estimated N Release
75 Ibs/acre
Nitrate Nitrogen
SOIL FERTILITY GUIDELINES
Crop : Trees -Evergreen Yield Goal : 0 Rec Units: LB/ACRE
(Ibs) LIME (tons)
N
P20,
K20
Mg
S
B
Cu
I Mn
Zn
Fe
2500 1.3
110
200
25
25
1.0
0.9
1 3
1.8
0
Crop : Rec Units:
Comments :
Trees -Evergreen
Limestone application is targeted to bring soil pH to 6.2.
*** Apply 30# actual N per tree one month after planting. For transplants incorporate 60# actual N per acre prior to
planting or 60# actual N per acre two weeks after planting. For the second year apply 30# actual N per tree in spring.
*** after the second year apply 30# actual N in spring and 30# actual N per tree in fall until harvest.
M3 - Mehlich 3 BPH - Lime Index HIM - Humic Matter LOI - Loss On Ignition 1:1 -Water pH
Analysis prepared by: Waypoint Analytical Carolina, Inc.

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OKLAHOMA EXTENS/ON SE/4V/1--E HLA-6412
Fertilizing Shade and
Ornamental Trees and Shrubs
L �
David Hillock
Assistant Extension Specialist, Consumer Horticulture
Mike Schnelle
Extension Floriculture Specialist
To fertilize or not to fertilize —that is the question. Young
trees should be fertilized annually. Established or mature trees
in a well fertilized lawn may not need this practice.
Fertilize young trees annually from the time they are
transplanted until they become established or reach a desir-
able size. A grass -free circle three to four feet wide should be
maintained around the tree or shrub for at least three years.
Fertilizer may be scattered on the soil surface in this circle.
Fertilizer is best applied between early spring and late July to
early August while the plants are actively growing. During this
time, the plants can utilize the nutrients available in fertilizers.
A late summer fertilizer application can result in soft or suc-
culent growth that may not harden -off prior to a freeze. Even
though plant roots continue to grow during the winter months
when soil temperatures are favorable (above 400F), much of
the nitrogen can be lost due to leaching or vaporization. If
plants seem to be weak or nutrient deficient (determined by
a soil test), then a fall application of fertilizer will be beneficial.
Nutrient -starved plants should be fertilized to correct deficien-
cies after frost, but before freezing weather if possible. Lack
of proper nutrition makes all plants subject to more winter
damage.
Mature trees are fertilized to maintain vigor. Low vigor is
slow to show. Lack of twig growth; dead twigs and branches;
stunted, pale green, or yellow leaves; and early fall leaf loss
are symptoms of low vigor.
Generally, large trees should average six to nine inches of
twig or terminal growth per year. Young trees should average
nine to 12 inches. However, growth varies with species and
the season for both young and old trees.
To check tree growth for the current season, measure
the twig from its tip to the first ring of bud scale scars (Figure
1). Last year's growth is the distance between the first ring of
scars and the next ring of scars. This latest growth will often
have a different color on the twig than the previous year. You
can usually find the bud scale scars for about the last three
years of growth. Compare the length of the current season's
growth with the last two or three to figure the growth rate.
Shrub vigor can be figured the same way. However, the
annual growth may be less than for a tree.
If the growth rate is satisfactory, additional fertilizer may
not be needed. In fact, it could be detrimental in large doses
to young plantings when there is little rainfall or inadequate
irrigation.
Oklahoma Cooperative Extension Fact Sheets
are also available on our website at:
http://osufacts.okstate.edu
,or- Dormant Leaf
/ Buds
(yI
Opposite Leaves
and Buds
J'A/
A Trees ` Shrubs
Figurel. Most young trees should grow an average of nine
to 12 inches or more per year. Six to nine inches is good
growth for established trees (A). Vigor is determined by
the differences between annual bud scars (A & B). Less
than six inches annual growth for a tree may indicate a
need for fertilizer (B).
Annual bud scars may be harder to find on a shrub,
but distance between leaf buds is an indication of vigor
(C & D) Shrub sizes vary, so distance between leaf buds
and vigor must be weighed for the type of shrub.
Fertilizers
A complete fertilizer contains nitrogen, phosphorus, and
potassium, in that order. The number on the bag must specify
the percentage of each of these nutrients, as well as indicate
the trace elements, including iron and magnesium. Trace ele-
ments, or micronutrients, are used in very small amounts. Soil
pH strongly affects the availability of these micro -elements.
All things being equal, pH controls the flow of nutrition to
plants like a water faucet controls water flow from the well or
reservoir.
Division of Agricultural Sciences and Natural Resources • Oklahoma State University

It is best to base fertilizer choice and amount on a soil
test. This test can be done for a nominal fee by the OSU soil
testing lab.
To take a soil sample, select six or more random spots
in the area. Never take soil from less than three spots. Dig a
hole six to eight inches deep and take a profile slice one inch
thick and put the slice of soil from each spot in a container
(Figure 2). Mix the soil thoroughly and take a pint of the soil
mixture to your county Extension office. The standard soil
test will accurately reveal the pH, nitrogen, phosphorus, and
potassium in your soil. Micronutrients can also be tested for
an added fee. The report will include the proper fertilizer
recommendation based on the analysis.
In the absence of a soil test, base your fertilizer choice
and amount on its nitrogen content. For young plantings, a
complete fertilizer would probably be best. For established
or mature trees, a fertilizer containing only nitrogen may be
selected, especially if a complete fertilizer is applied to the lawn
around the tree once or twice per year. Although forest trees
respond mostly to nitrogen, remember that they are in their
natural habitat, while urban trees are in an unnatural setting
and most are growing in disturbed soils. Where large trees are
growing in areas without regular lawn fertilizer applications,
choose a complete fertilizer such as 16-6-12 or 12-24-12.
Three pounds of actual nitrogen per 1,000 square feet per
season is a reasonable amount for established plantings.
Fertilizer Rates
Fertilizer is usually quoted in terms of actual nitrogen,
phosphorus, or potassium. In 100 pounds of 16-6-12, there
are 16 pounds of nitrogen (N), 6 pounds of phosphorus (P200'
and 12 pounds of potassium (K20). Sixteen divided into 100
is 6.25; therefore, 6 1/4 pounds of 16-6-12 would give one
actual pound of nitrogen. If the recommendation calls for no
more than three pounds actual nitrogen per 1,000 square
feet per season, apply a total of 18 3/4 pounds of 16-6-12 or
25 pounds of 12-24-12. If using only nitrogen, 9 pounds of
ammonium nitrate (33-0-0) or 6 2/3 pounds of urea (45-0-0)
would give three pounds of actual nitrogen.
Figure 2. Take soil from the center of the spot where the
tree is to be planted and three more spots about three feet
from this spot. Take soil from no less than three spots
from shrub bed areas. Place soil from each spot in the
same container and mix thoroughly. If the soil in the bed
and lawn areas are the same type, the soil sample from
both areas may be mixed to comprise one sample.
The quantity of fertilizer to apply on established orna-
mentals depends on the nitrogen content of the fertilizer you
are using, the area fertilized, and the amount of new growth
desired. Nitrogen controls vegetative growth, so application
rates are based on this primary nutrient. Between one and six
pounds of actual nitrogen per 1,000 square feet per season
are recommended.
If you are following a low -maintenance approach to
landscape management and want to keep the plants healthy,
but minimize the amount of new growth that requires pruning,
then you would fertilize at the lower end of this range (one to
three lbs. of nitrogen/1,000 square feet). However, if you are
fertilizing to encourage optimum growth of a new planting,
then higher application rates (four to six lbs. of nitrogen/1,000
square feet [multiple applications over the growing season])
maybe used. Optimum growth fertilization is usually done
only on herbaceous ornamentals, such as annual flowers,
roses, or on newly planted ground covers to encourage their
spread.
Figuring Area Fertilizer Needs
Young plantings should respond to applications of fertilizer
totaling four pounds actual nitrogen per season. In a grass -
free circle four feet wide, this would amount to five ounces of
16-6-12, or three ounces in the three-foot circle. The three
pounds actual nitrogen would equal 3 1/2 ounces of 16-6-12
in the four -foot circle.
To compute the amount of fertilizer needed, measure the
area under the tree. Measure the distance from a few feet
beyond the end of the branches. Roots will grow to and sev-
eral feet beyond the branch tips in most cases. Compute the
area of shrub beds by measuring the length and multiplying
by width. If roots are covered with paving, subtract that area
from the total area (Figure 3 and Table 1).
Note: The root system of such tree species as cottonwood,
elm, maple, mulberry, pagoda, and willow extend beyond the
end of the branches by 30 to 50 percent. Therefore, enlarge
your totals and area of application by that much for such
species.
Branch
Spread
ke
—Curb
Paved Area
Figure 3. Stake off a square or rectangle that includes all
the branch area plus five or six more feet on all sides.
Do not include areas covered by paving. In this example,
fertilizer is needed for a 1,200 square foot area.
6412-2

Table 1. The amount of nitrogen fertilizers needed to supply
from 1/2 to 2 lb. of actual nitrogen per 1,000 square feet.
Approximate pounds of
fertilizer needed to supply
Material
2
lb. N
1
lb. N
3/4
lb. N
1/2
lb. N
Urea (45-0-0)
4
2
1 1/2
1
Ammonium nitrate (33-0-0)
6
3
2
1 1/2
Ammonium sulfate (21-0-0)
11
5
4
2 1/2
16-6-12
121/2
6
41/2
3
12-24-12
17
8
6
4
10-20-10
20
10
71/2
5
Applying Fertilizers
Nitrogen is readily absorbed by surface application
since it is carried by water. Phosphorus and potassium are
much more slowly absorbed. The system shown in Figure 4
is effective on slopes where fertilizer might be washed away
before it could be absorbed by the soil. The fertilizer is placed
in holes four to six inches deep. A bulb planter is a handy
tool for digging the holes. The holes are dug two feet apart
to within three feet of the trunk. By using two -foot spacings,
there will be approximately 250 holes per 1,000 square feet.
Forfertilizing trees, the methods described above are prefer-
able to the use of various fertilizer spikes, tablets, and hose
end root applicators. Fertilizer should not be injected in tree
trunks when it can be avoided. Injection holes often become
infected with wood rots.
Because shrubs have a more limited root system, spread
the described amount of fertilizer underthe shrub and scratch
it into the soil about 1/2 inch deep. Do not place fertilizers next
to plant stems and do not cultivate azaleas. When growing
azaleas and roses, start with a soil test. Specialty fertilizers
11009anan
210220002
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Minimum distance of three feet between
tree trunk and fertilizer holes
Figure 4. Drill or punch holes every two feet within the
area to be fertilized. String or twine may be used to mark
off the area. Place a hole in the center of each square.
Stay three feet away from the trunk.
Table 2. Amounts of phosphorus and potassium fertil-
izer materials needed to supply 3.6 pounds (P20) per
1,000 square feet and 6 pounds of potash (K20) per 1,000
square feet.
Amount per
Quantity
hole based
needed
on 250 holes
per 1,000
per 1,000
Material sq. ft.
sq. ft.
Phosphorus (P)"
Superphosphate (0-20-0)
18 lb.
2 tbs.
Treble superphosphate (0-46-0)
8 lb.
1 tbs.
Potassium (K)"
Muriate of potash (0-0-60)
10 lb.
1 tbs.
Nitrogen, phosphorus, potassium
10-20-10 (1.8#N; 3.6#P; 1.8#K)
18 lb.
2 tbs.
12-24-12 (1.8#N; 3.6#P; 1.8#K)
15 lb.
2 tbs.
'Note: Do not add P and K unless shown to be deficient by soil analysis.
are sold for maintaining azaleas and roses. Broadleaf ever-
greens, like azalea and magnolia, grow best in well -drained
acid soils. To maintain an acid soil, use acid -type fertilizers
and avoid materials such as lime, wood ashes, fresh manure,
and bone meal.
Organic fertilizers may also be used around broadleaf
evergreens. Nutrients in these materials are released slowly
and do not cause excessive growth. Apply such organic fer-
tilizers as cottonseed or soybean meal at five to six pounds
per 100 square feet of planted area. Broadleaf evergreens
are often benefited by applications of compost. Vines such
as English ivy should be fertilized in the fall after frost. This
will nourish the plants without excessive spring growth.
Micronutrient Treatment
Before applying micronutrients such as iron, make sure
the plants are not suffering from a nitrogen deficiency.
Magnolia: Apply one pound of Epsom salts (magnesium
sulfate) for every 10 feet of branch spread and mulch with
manure or compost and water thoroughly during any drought
regardless of season. Products such as Ironite, containing
trace elements and used as directed on the package, may
prove beneficial.
Pin Oaks: Many plants suffer from iron chlorosis or de-
ficiency. Iron deficiency shows by yellowing of the leaf blade
while the leaf veins remain green even though fertilizers have
been correctly applied. Iron deficiency shows first on the up-
per or new leaves. The same symptoms on lower leaves may
indicate magnesium deficiency, too. Magnesium deficiency
may also affect pin oak. Refer to the Magnolia section. Iron
deficiency can be corrected during the early growing season
by applying a commercial chelated iron product according to
the package directions. It is often wise to also fertilize with
nitrogen when treating for iron deficiency. The tree should be
much greener within two to six weeks following treatment. If
not, magnesium deficiency, soil acidity, and drainage could
be improper, as these conditions often accompany chlorosis.
Acidity and drainage (soil percolation) mustbecorrected when
they are a part of the problem. Iron and magnesium applied
6412-3

in the fall may correct the deficiency, but the symptoms may
persist until spring growth emerges.
Most pin oak problems are a result of poor adaptability to
the site or climate. Pin oak and sweetgum become progres-
sively less adapted west of a north/south line through Tulsa.
Micronutrients such as iron and magnesium may be ap-
plied in a foliar spray. This is usually done early in the season
and early or late in the day. If the chemical dries too rapidly
or is blown away, it is not effective. Foliar sprays should be
coupled with soil application. Generally, foliar spray is for
emergency treatment in Oklahoma and it is not a practical
method for maintenance fertilizing.
Pines: In addition to nitrogen as previously discussed,
apply a two- to four -inch layer of compost, forest floor litter,
or rotted or composted animal manure from the dripline to
the trunk in late October or November. Young pines may be
treated annually. The manure may have been composted,
but it is preferable that it has not been heat treated since the
heat may kill beneficial organisms.
When applying fertilizers, be sure that the plants get
adequate watering during the entire year.
Proper nutrition is a major key to success with landscape
plantings. Poorly nourished plants succumb to drought, freez-
ing temperatures, insects, and diseases more quickly.
The information given herein is for educational purposes only. Reference to commercial products or trade names is made with
the understanding that no discrimination is intended and no endorsement by the Cooperative Extension Service is implied.
Oklahoma State University, in compliance with Title VI and V I I of the Civil Rights Act of 1964. Executive Order 11246 as amended, Title IX of the Education Amendments of 1972. Americans
with Disabilities Act of 1990, and other federal laws and regulations, does not discriminate on the basis of race, color, national origin, gender, age, religion, disability, or status as a veteran in
any of its policies, practices, or procedures. This includes but is not limited to admissions, employment, financial aid, and educational services.
Issued in furtherance of Cooperative Extension work, acts of May 8 and June 30. 1914. in cooperation with the U.S. Department of Agriculture. Robert E. Whitson, Director of Cooperative Exten-
sion Service, Oklahoma State University, Stillwater. Oklahoma. This publication is printed and issued by Oklahoma State University as authorized by the Vice President, Dean, and Director of
the Division of Agricultural Sciences and Natural Resources and has been prepared and distributed at a cost of 20 cents per copy. 0506 GH
6412-4

NORTH CAROLINA INTERAGENCY NUTRIENT MANAGEMENT COMMITTEE
♦ North Carolina Cooperative Extension Service (NC CES) and North Carolina State University — Soils Department, Crop Science
Department (NCSU)
♦ North Carolina Department of Environment & Natural Resources - Division of Soil and Water Conservation (DENR-DSWC)
♦ North Carolina Department of Agriculture and Consumer Services — Agronomic Division (NCDACS)
♦ United States Department of Agriculture - Natural Resources Conservation Service (USDA-NRCS)
4405 Bland Road, Suite 205, Raleigh, North Carolina 27609 [phone] FAX [phone]
Issue Guidance February 28, 2008
Animal Waste Application on Forestland
Background: The Interagency Nutrient Management Committee received a request
from NCSU specialists to comment on a draft fact sheet on utilizing abundant animal
waste materials to address nutrient deficiencies in NC forest soils. This document
summarizes the comprehensive response of the INMC that addresses technical issues
within the purview of the Committee.
Guidance: The charge of the INMC (NCDA, NRCS, NCSU Departments of Soil and
Crop Sciences, and DENR) is to ensure nutrient and waste management guidance and
standards are based on the best available science and address both the agronomic
needs of the crop as well as environmental protection. Because of its role in providing
guidance to state and federally permitted animal operations through its consultative
role with the Senate Bill 1217 Interagency Group as well as its review and concurrence
in NRCS standards 590 (Nutrient Management) and 633 (Waste Utilization), the INMC
requests that the following be included in a document section devoted to the INMC
position on organic application rates in forestland.
The North Carolina Interagency Nutrient Management Committee, composed of technical
representatives from the NCSU Departments of Soil & Crop Sciences, NCDA&CS, NC
DENR, and USDA Natural Resources Conservation Service (NRCS), evaluated the
opportunities for the forestland application of animal waste during 2006-2007. In
response to this Committee's efforts, the USDA NRCS updated its Waste Utilization
standard to address the application of organic materials in forest land. The findings from
the INMC include:
1. Although research indicates that plantation tree growth can be increased with the
application of animal waste, the potential water quality benefits are not fully understood.
Because of the reduced surface runoff from forestland, the short-term impacts on water
quality appear to be minimal with the silvaculture-based waste application rates used in
the available studies.
2. The long-term nutrient -related water quality impacts of waste application in
forestland, however, are less clear. The studies generally indicate an increase in nitrate
leached down through the soil profile, and/or a rapid accumulation of phosphorus in the
soil surface. Soil phosphorus levels in some studies reached a level considered
agronomically high or very high within a few years with annual applications. This is a
concern because high Soil Test Phosphorus (STP) levels limit site availability for other
uses, including further waste application, in the future. Also, research has linked high
surface STP levels with increased potential for offsite transport of P, especially in sandy
soils or soils with sandy surface horizons.
NC INMC Guidance on Animal Waste Application in Forestland
February 2008

3. Most of the available studies that consider water quality, express that caution and
continued study is needed to fully understand the long term fate of nutrients in these
systems.
4. Accordingly, the Interagency Nutrient Management Committee supports application
guidance as specified in the NRCS 590 (Nutrient Management) and 633 (Waste
Utilization) standards dated June 2007 or later. The guidance includes the following
prescriptions on application rates:
• Organic fertilization should be a part of forestry management plan developed
by a qualified professional.
• Nutrients should not be applied to forests that are composed of organic or
poorly drained mineral soils. For pine plantations, nitrogen should not be
applied during the first five years after planting,
• Application should not exceed 60 lbs PAN/acre/year on pine forestland, and
on long -leaf pine 30 Ibs PAN/acre/year due to increased disease pressure
caused by Nitrogen application.
• Higher PAN application rates on forestland may be approved by technical
specialists in situations where concentrated single waste applications may be
necessary, such as lagoon closures or lagoon sludge management. In cases
where concentrated single applications are needed, total application rate
should not exceed 300 Ibs PAN/ac.
Annual soil tests, taken at a 0"6" sampling depth, should be completed prior
• to pine forest applications to help determine potential for P leaching. If soil
test agronomic P indices are above 50, then no additional waste application
should occur on forestland. A phosphorous loss assessment (PLAT) is not
needed for forestland receiving waste materials.
5. The INMC also recommends that the following issues be addressed in your
document:
North Carolina and NPDES permitted animal operations must apply waste
materials in accordance with their respective waste management plans, and
these waste management plans must meet technical criteria set forth by
NRCS standards 590 and 633. Permitted operations that apply waste
materials at rates that exceed approved 590 and 633 application rates may
be subject to penalties levied by NC Division of Water Quality.
• Negative impacts to streams, wetlands, and riparian buffers must be avoided
when applying waste materials, and appropriate application setbacks must be
observed. At a minimum, waste materials should not be applied;
o In wetlands, in poorly drained or organic soils
o Within 100' of a well
o Within 200' of a dwelling other than those owned by the producer
o Within 75' of a residential property boundary
o For NC and NPDES permitted animal feeding operations, it is
required that operations observe setbacks set forth by their
respective permits and NC regulatory requirements. Current
application setbacks for both state and federally permitted
NC INMC Guidance on Animal Waste Application in Forestland
February 2008

operations are found at:
htW //www.enr.state.nc.us/DSWZ/pat7eslAppenxWasteAppSetbacks.pdf
Some native plants adapted to low fertility sites are able to compete with
introduced species because of the limited forestland fertility. Application of
organic materials may increase potential for introducing and/or enhancing
viability of invasive plants. Because the effects of increased fertility in native
plant understory is not well understood, application of waste materials in
forestland where health of native plant communities is a resource concern
should be closely monitored for negative impacts. Any increase in the
presence of noxious or invasive plant species in the communities should be
noted and considered when applying waste.
NC INMC Guidance on Animal Waste Application in Forestland
February 2008

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TECHNICAL SPECIFICATIONS
for The Conservancy at Jordan Lake
Reclaimed Water Irrigation and Storage Pond
Chatham County, North Carolina
April 10, 2024
CE GROUP
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
[phone] voice - [phone] fax - email [e-mail]

TABLE OF CONTENTS
Pages
Irrigation General, Materials, etc..
1—
21
Section TS-014
Bore and Jack
1-3
Section 01011
Existing Underground Utility Lines & Structures
1-2
Section 01560
Erosion and Sediment Control
1
— 3
Section 02110
Clearing, Excavating, Filling, and Grading
1-6
Section 02600
Low Pressure Forcemain
1-
5
Section 02720
Storm Drainage
1
— 5
Section 03300
Cast Concrete
1
— 15
Section 11310
Return from Upset Pond Pump Station
1-
6
Irrigation Pump Station
1
- 18
Weather Station and Moisture Sensor
1-
49

The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
RESPONSIBILITIES OF CONTRACTOR
1.01 CONTRACTOR'S UNDERSTANDING
By submitting a bid proposal, it is understood and agreed by the Contractor that he has, by
careful examination of the site, satisfied himself as to the nature and location of the work, the
conformity of the ground, the character, quality, and quantity of materials to be used, the character
of the equipment, and facilities incidental to the completion of the work, the general and local
conditions, and other matters which may in any way affect the work under this contract. The
contract shall not be affected or modified nor shall any of its terms or obligations be affected or
modified by verbal agreement or conversation with any officer, agent, or employees of the Owner,
either before, during, or after the execution of this contract.
All work shall be in conformance with 15A NCAC 02U standards
1.02 MATERIALS AND WORKMANSHIP
Any material specified by name and/or model number in the specifications or in the
irrigation drawing or detail drawings shall be deemed to be used for the purpose of identifying the
materials and insuring the specific use of that material in the construction of the system. No
substitutions will be permitted without prior written approval by the Owner's Authorized
Representative and the designer or the architect of the system. No substitutions will be considered
prior to the contract being signed.
All materials used in the system shall be new and without flaws or defects of any type and
shall be given the best of their class and kind. All materials shall have a minimum guarantee of
one year against material defects or defective workmanship.
After the award of the contract and prior to beginning work, the Contractor shall submit for
appraisal six (6) copies of the complete shop drawings and submittals for materials he proposes
to install. Quantities of materials and equipment need not be included. This list
may not include all items for which shop drawing submittals are required to meet the
requirements of the project:
1. Detail drawings of all classes of pipe, joints, and fittings.
2. Detail drawings of restrained and flexible joints, including test reports to confirm thrust
restraint capacities and restraining mechanism application.
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
3. Pipeline laying schedule tabulated and referenced to construction line and grade controls
shown on plans, with station, offset and elevations. References shall be provided for
pipe, fittings, valves service connections and other important features of the pipeline.
4. Detail drawings of all Jack and Bore Pits.
5. Service Connections.
6. Valves and Valve Boxes.
7. All Appurtenant Items.
8. Contractor's testing plans for all reclaimed water system piping supplied.
9. Certification and test reports for the materials, manufacturing, and testing of the types of pipe
supplied shall be performed and furnished by the pipe manufacturer in accordance with the
latest standards of the industry.
No deviations from the specifications shall be allowed. If substitution of material is
desired by the Contractor, sufficient descriptive literature and material samples must be furnished
to establish the material as an equal substitute. In addition, the Contractor must state his reasons
for desiring substitute materials.
All materials and equipment shall be installed in a neat and workmanlike manner
following the recommendation of the manufacturers of the materials.
The Owner's Authorized Representative retains the right to order removal or replacement
of any items which, in his opinion, do not present a reasonably neat and workmanlike appearance.
Any removal and replacing of materials shall be done when directed in writing at no additional
expense to the Owner.
In addition, the Contractor shall coordinate and cooperate with other trades to enable the
work to proceed as rapidly and as efficiently as possible.
1.03 ORDINANCES, REGULATIONS, CODES, PERMITS & INSPECTIONS
A Contractor is obligated to follow all regulations, ordinances, and codes governing the
type of work he is doing on the job site. Any permits that are needed for the installation or
construction of any work included under this contract and which are required by the authorities of
the jurisdiction, shall be obtained and paid for by the Contractor following those ordinances,
regulations, and codes which require the permits. If the authorities of the jurisdiction require
inspection at certain times during the installation, the Contractor shall arrange for, and be present
at, any such inspection.
Any additional work or furnishing of materials required due to inspection by the
authorities of jurisdiction shall be furnished at no cost to the Owner.
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
In the event that the specifications for this project and existing ordinances, regulations, or
codes are in conflict, the conflict must be and shall be noted in writing by the Contractor to the
Owner's Representative, and any necessary changes in work shall follow the previously established
procedure for claims for extra compensation.
1.04 PROJECT SUPERVISION
The Contractor shall provide a competent Superintendent and any necessary assistants on
the proj ect when work is in progress. The Superintendent shall not be changed during the duration
of the project without the consent of the Owner's Representative unless the Superintendent ceases
his status as an employee of the Contractor. The Superintendent shall represent the Contractor in
the Contractor's absence, and all directions given to him by the Owner's Representative shall be
binding as if they were given directly to the Contractor.
The Contractor's Superintendent shall supervise the Contractor's employees on the job site
and be responsible for their actions and conduct on the job site.
1.05 EXAMINATION AND VERIFICATION OF DRAWING & JOB SITE
Prior to submitting a proposal for this project, each bidder has the responsibility to
examine the premises and satisfy himself as to the conditions under which he will be obligated to
operate when installing the transmission line under this contract.
All plot dimensions on the irrigation design are approximate. Prior to proceeding with the
work, the Contractor shall carefully check and verify all dimensions and shall report all variations
from those indicated in the irrigation plan to the Owner in writing. If changes are to be made, they
will be made in accordance with previous provisions.
Where minor adjustments to the system layout may be required, as in connections to
existing stub outs, or in working around the existing structures, the Contractor shall make the
required adjustments at no additional cost to the Owner.
1.06 GUARANTEES
The work included under this contract shall be guaranteed by the Contractor against all
defects and malfunctions due to faulty workmanship or defective material for a period of one year
from the date of final acceptance by the Owner. Upon being informed by the Owner of any defects
or malfunctions, the Contractor shall effect all necessary repairs and/or replacements in a
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
reasonably expedient manner at no additional cost to the Owner.
Emergency repairs, when necessary, may be made by the Owner without relieving the
Contractor of his guarantee obligation.
The Contractor shall be obligated to repair any settling of back -filled trenches which may
occur during the guarantee period. The Contractor is also obligated to restore any and all damaged
plantings, paving, or improvements within the year period.
If the Contractor does not respond to the Owner's request for repair work within a period
of ten (10) days, the Owner may proceed with such necessary repairs and charge the Contractor for
all expenses incurred in the repair work.
1.07 MAINTENANCE OF EXISTING SYSTEM
If the irrigation system being installed under this contract is to replace an existing system,
the existing system shall be maintained in satisfactory working order until the contracted system is
available for use in any given area. If cut -ins or tap -ins to the existing system are required,
shutdown time of the existing system shall be minimized as much as is practical.
The purpose of this provision is to prevent possible damage to or loss of existing turf due
to loss of existing irrigation facilities. If such capabilities are lost, the Contractor shall be held
responsible for maintaining the existing turf or for the cost of replacing the turf If damage to the
existing system does not impair the capabilities of irrigating the turf, such damage may be left
unrepaired on written approval of the Owner's Representative.
1.08 EQUIPMENT, TOOLS, AND LABOR
The Contractor shall provide and pay for all equipment (power or otherwise), tools, and
labor required for the completion of this project. All materials, utilities, transportation, and other
facilities necessary for the execution and completion of the contract are also the responsibility of
the Contractor.
1.09 "AS -BUILT" RECORD DRAWING
The Contractor shall provide and keep up to date a complete set of "as -built" drawings
which shall be corrected daily to show changes in sprinkler locations, controller locations, pump
locations, piping locations, and all other deviations from the original irrigation design drawing as
provided to him. All isolation valve locations and electrical or hydraulic splice box locations shall
be shown with actual measurements to easily located permanent reference points so that these
items may be easily located in the field.
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
Upon completion of the work, the Contractor shall furnish the Owner and architect with a
complete set of as -built drawings showing the sprinkler system as installed. The as -built drawings
furnished shall display a neat, orderly, readable and professional representation of the installed
system and shall be provided on a reproducible media such as mylar film or good quality vellum.
This is the responsibility of the Contractor and shall not be construed to be the responsibility of any
other party.
1.10 TRAINING OF MAINTENANCE PERSONNEL
Upon completion of the work and acceptance by the Owner, the Contractor shall be
responsible for the training of maintenance personnel and shall furnish copies of all available parts
lists, trouble shooting lists, specification sheets, and catalog sheets to the Owner prior to final
payment.
The Contractor shall set the initial watering schedules and programming of the any
automatic controllers in accordance with the specifications or irrigation plan as furnished by the
Owner. Changes in the schedules and programming and instructions on how to make such changes
shall be the responsibility of the designer of the system.
1.11 SURGE PROTECTION
It is the responsibility of the Contractor to provide surge protection for all electrical
equipment installed by him in relation to the irrigation contract. Said protection shall include but
not necessarily be limited to the items described in the following paragraphs.
The Contractor shall place a good grounding conductor and grounding plate at each
automatic controller (or control group) location. The grounding plate shall be a minimum of 4"
wide and 96" long and shall be buried 30" below grade and parallel to grade. A small amount of
GEM material shall be spread on the smoothed bottom of the excavation for the installation of the
copper plate and an additional amount spread on the top of the plate prior to backfilling with soil.
Said plate shall be installed to assure the best possible firm contact with the soil on both sides of
the plate. The plate shall be installed as close as possible to a minimum of fifteen feet from the
control equipment it is grounding and the 56 bare copper wire shall be connected to a 10' ground
rod with minimum of ten feet between grounding plate and ground rod. The grounding plate and
ground rod shall be installed in a straight line. Connection of ground rod and 56 bare copper wire
shall be made with the use of a cadweld connector.. The plate shall be backfilled and tamped to
assure good soil contact.
The installed grounding system should have a reading of no more than 10 ohms resistance
to the ground in which it is placed. Resistance to the grounding electrode shall be measured by
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
using a MEGGER direct reading Earth Resistance Testing instrument as manufactured by James G.
Biddle Co. of Plymouth Meeting, Pennsylvania or a similar type measuring instrument.
NOTF-
0 - 5 Ohms -- Excellent Grounding Protection
5 - 10 Ohms -- Good Grounding Protection
Above 10 ohms -- Resistance is considered a poor ground
and steps must be taken to improve the
grounding conditions
MATERIALS
2.01 PVC PIPE AND FITTINGS
Plastic pipe from sizes 2" through 6" shall be SDR 21 Class 200 nonplasticized rigid
PVC pipe with integral bell and rubber ring gasket unless otherwise specified.Plastic pipe
from sizes 8" through 12" shall be DR 14 Class 150 (C-900) nonplasticized rigid PVC pipe with
integral bell and rubber ring gasket unless otherwise specified. PVC pipe shall be supplied in 20'
standard lengths and shall be as manufactured by Certain -teed Products Corporation of
Valley Forge, Pennsylvania, or approved equal.
SPECIAL NOTE:
Identification tape or polyethylene wrap shall be installed with all PVC or ductile
irrigation piping. The identification tape shall be a purple (Pantone 522) in color and shall be at
least three (3 ") inches wide with white or black lettering stating "CAUTION:
RECLAIMED WATER - DO NOT DRINK" printed on the tape and repeated every three (3')
feet or less. A 16 gauge AWG shielded wire shall be installed in the trench as well just above the
identification tape.
Fittings for integral bell with rubber ring gasket pipe shall be of the gasket type and shall
be nonplasticized PVC, asbestos cement with brass tapped outlet inserts, ductile iron double strap
nylon coated service saddle, or ductile iron push -on type. PVC fittings shall be rated for 200 PSI
(ASTM D-3139) and shall be as manufactured by Harrington Corporation of Lynchburg, Virginia,
or approved equal. Ductile iron push -on fittings shall be as manufactured by the Harrington
Corporation of Lynchburg, Virginia or equal.
All pipe fittings size 6" and greater (except 6" tap couplings) shall be ductile iron push -on
or cast iron mechanical joint style fittings.
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
2.02 115 V.A.C. ELECTRIC POWER WIRING
All wiring shall have a copper conductor with 600 V.A.C. rated polyethylene (PE) or
polyvinyl chloride (PVC) OF rated insulation. All 115 V.A.C. electric power wiring shall be
installed in accordance with applicable electric installation codes. 115 V.A.C. service to
controllers shall consist of one black wire, one white wire, and one ground wire. All wiring shall
be buried to a depth of at least 24" (minimum) and to the depth of the pipe when new pipe is
installed. Wire splices shall be kept to an absolute minimum number. Concentrations of wire
splices shall be placed in a splice or valve box. All wiring splices shall be made watertight using
approved methods involving the use of epoxy -resin waterproofing materials (3M or equal).
NOTE: All wiring to be installed shall be sized and located as indicated on the wiring plans and/or
described in the drawing notes and specifications.
When a central control system is installed the pulse wires shall be of a different color than
the 115 V.A.C. power wires. No pulse wire needed for the system as designed.
All 115 V.A.C. power and pulse wiring shall be bundled, taped at minimum intervals of
approximately 10' and laid in the trench to the left side of the pipeline.
2.03 CONTROL LINES
Control wiring for the 24 V.A.C. remote control irrigation valves shall be single strand
copper wire with OF polyethylene insulation rated for a minimum of 300 V.A.C.. All control
wiring shall have a soft drawn single strand copper conductor of the gauge specified below.
Valve common wires shall be 710 AWG with yellow insulation, while "hot" wires to the
valves shall be 714 AWG with red insulation with an individual wire per head pull back to the
assigned irrigation controller. Pairing of sprinkler heads shall be done only at the controller. The
common and hot wire color assignments shall be adhered to unless otherwise specified.
Valve wiring shall be bundled, taped at minimum intervals of approximately 10' and laid
in the trench to the rights side of the pipeline in the direction the pipe is laid.
Splices shall be made using wire nuts and waterproofing kits (3M Model DBY and DBR
or equal).
Wire splices shall be kept to an absolute minimum. Where major concentrations of
splices are necessary said splices shall be placed in a Carson 10" round valve box with cover
installed below grade. Splices at valve locations shall be made inside of the valve box. All splice
locations shall be noted on the as built plan.
CE Group. PAGE 7 OF 18

The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
2.05 CONTROL EQUIPMENT
Automatic controllers shall be ICC manufactured by Toro Sentinel or approved equal and
shall provide all necessary features for programming as shown on the irrigation design plan. Each
controller shall be encased in a sturdy, lockable, weatherproof mounting box and must be easily
accessible for maintenance. There shall be no time lags between sections or stations and the
controller will be of a compatible type for operating the automatic control valves specified.
2.06 SURGE PROTECTION EQUIPMENT
Surge protection units shall be installed on primary (120 V.A.C.) power lines and "pulse"
(signal) wiring at each satellite and central controller (or controller bank) location. Each surge
protection unit shall be connected to at least one 18" wide by 96" long buried grounding plate and
10'ground rod. Grounding plates and grounding conductors shall be placed no closer than five (5)
feet to any control or power wiring. The grounding systems shall be located in a consistent manner
throughout the installation in respect to controller positions and shall be noted on the as built plans.
It shall be the Contractor's responsibility to determine if the above mentioned surge
protection equipment is provided with an irrigation controller as a "built-in" unit or if it must be
supplied and installed separately.
2.07 QUICK COUPLING VALVES AND KEYS
Quick coupling valves and keys shall be as manufactured by Rainbird and shall be of
brass construction and single lug, one piece design. Quick coupling valves shall be model number
474-04 with purple cover while quick coupling keys shall be model number 464-01. Valves and
keys shall be nominally 1 1/2" in size. Three (3) quick coupling keys and three (3) hose swivel
elbow assemblies shall be provided with the system.
2.08 MANUALLY OPERATED GLOBE OR GATE VALVES
1. Gate valves shall be of the resilient seat type meeting the requirements of
ANSUAWWA C509, and coated per ANSUAWWA C550.
a. All 2-inch and 3-inch valves shall have flanged joint ends.
CE Group. PAGE 8 OF 18

The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
b. Valves 2-inch in size shall comply with the "intent" of ANSUAWWA C509 and
C550.
2. Gate Valves shall open by turning the operating unit (operating nut or hand wheel) to
the left, or counterclockwise, when viewed from the top. The operating nut, or hand
wheel, shall have an arrow cast in the metal indicating the direction of opening.
3. All gate valves shall be iron body, bronze trimmed, solid wedge, resilient -seated, and
shall be equipped with O-Ring type stuffing boxes.
a. All gate valve stem nuts shall be bronze.
b. All gate valve "gates" shall be fully encapsulated with the resilient seat material
that shall be fully bonded to the gate
c. All gate valve resilient wedge, O-Rings, and gaskets in contact with the potable Diene
Monomer) material.
4. All gate valve bolting materials, excluding joint accessories, shall be a minimum of
Grade 304 stainless steel, shall be readily accessible for valve maintenance, shall have
square or hexagonal heads and shall be in conformance with the requirements of
Section 4.4.4 of ANSUAWWA C509.
5. All gate valves shall be coated with a fusion bonded epoxy coating applied to both the
exterior and the interior surfaces prior to assembly of the valves.
6. All gate valves, when fully opened, shall have an unobstructed waterway diameter
equal to or larger than the full nominal diameter of the valve.
7. Underground ("buried") gate valves
a. These valves shall have non -rising stems and shall be furnished with 2-inch
square AWWA operating nuts.
b. Valves shall have mechanical joint ends and shall be furnished complete with
joint accessories.
8. All gate valves intended to be located above ground and/or inside structures shall be
outside screw and yoke (OS&Y), or non -rising stem hand -wheel operated types, with
flanged joint ends. The face-to-face dimensions and drilling shall conform to ANSI
B16.10 for Class 125, flanged joint -end gate valves.
9. The minimum design working water pressure shall be:
a. 200 psig for 3-inch through 12-inch sizes,
b. 150 psig for 16-inch through 36-inch sizes.
10. All gate valves, prior to shipment from the manufacturing facility, shall be tested by
subjecting it to a minimum hydraulic pressure equal to twice the specified working
pressure.
11. All gate valves shall be warranted by the manufacturer for a minimum of 10-years.
water, reclaimed water, or wastewater shall be E.P.D.M. (Ethylene Propylene)
2.09 AUTOMATIC CONTROL VALVES
All automatic control valves to be installed on this project shall be an integral part of the
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
sprinkler head and shall be rated for 24 volt AC operation. As such these valves shall require no
access valve boxes in that the major moving parts of the valve are accessible through the top of the
sprinkler head.
All "in -line" automatic remote control valves shall be of the size, type, and model number
specified on the irrigation drawing and shall be installed in valve boxes to provide for easy access
and location. Valve boxes shall be Carson 10910-1 with 10910-2 cover or approved equal.
2.10 SLEEVING BENEATH PAVED AREAS
Sleeving for pipe and wire under paved areas, when called for, shall be installed by the
Contractor. A separate sleeve must be used for the communication cable, all 115 V.A.C. wiring,
and all 24 volt wiring.
2.11 IRRIGATION METER
A. GENERAL
1. Sensus 2" Series "W" Turbo Meter
2. Meter accuracy: The meter assembly shall be designed to produce an accuracy of
better than plus (+) or minus (-) 0.5% of actual flow rate with pipe velocities ranging
from 1 to 33 fps and pressures ranging from 1 to 150 psi.
3. Meter supports: The pipe supports used in the meter assemblies shall be adjustable.
4. Meter Calibration: Meters shall be provided with calibration certification tags prior to
installation.
5. Register shall be permanently, hermetically sealed at the factory.
a. All registers shall be of the straight reading type with a center sweep and shall
read in U.S. gallons.
b. Register housing shall be copper with a glass top joined together by a roll seal.
The register will be driven by a ceramic magnet.
6. The measuring chamber shall be vertical rotor mounted in a plastic inlet hub along
with an internal strainer. Strainer will be plastic in 1/2-inch and 1-inch sizes whereas
in the 2, 3 and 4-inch sizes the strainer shall be stainless steel. The measuring
chamber will be held in place by stainless steel screws. The rotor thrust bearing shall
be sapphire.
7. All meters shall have a bronze main case. Register lid and clamp band shall be high
impact resistant plastic.
8. Meters sized 2-inches and smaller shall be compact and have threaded ends and meters
sized 3-inches and larger shall have round flanged ends.
B. METER BOXES
1. Meter boxes cover shall be purple in color and of one-piece construction. Boxes shall not
exceed 25 pounds in weight.
2. Boxes and lids must pass an AASHTO H-20 (16,000 pound wheel load) style test, and
the boxes shall be able to withstand a 200 pound side load.
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
3. Boxes shall have pre-cut pipe entry areas and shall be designed to be securely
stackable.
SITE MAINTENANCE, MATERIAL STORAGE & CLEAN-UP
3.01 PROTECTION OF WORK AND PROPERTY
The Contractor shall continuously maintain adequate protection of all his work from
damage and shall protect the Owner's property from injury or loss arising in connection with work
on this contract. The Contractor shall take care to avoid damage to any existing buildings,
equipment, piping, pipe coverings, electrical systems, sewers, sidewalks, landscaping, grounds,
above ground or underground installations or structures of any kind, and shall be held responsible
for any damage that does occur. Damage includes not only mechanical damage but also damage
from leaks in the irrigation system being installed by the Contractor, whether through negligence or
otherwise. The contractor shall adequately protect adjacent property as provided by law and shall
provide and maintain all passageways, guard fences, lights and other facilities for protection
required by the Public Authority for local conditions. The Contractor shall securely cover all
openings into the section of the system he is working on and components of the system as it is
being installed to prevent obstructions in the pipe and the breakage, misuse, or disfigurement of the
equipment.
3.02 LANDS FOR MATERIAL STORAGE
The Owner shall provide a specified area in which all material to be used on the project
shall be stored when not in use. Provision of this land is for the purpose of keeping the property
neat and orderly and in no way waives any requirements of the Contractor to protect his equipment
and materials from damage by the elements or from theft or vandalism. The Contractor has the
right to erect temporary construction facilities for storage and protection of his materials and
equipment on the lands set aside by the Owner for materials storage.
3.03 HANDLING OF MATERIALS
The Contractor shall be responsible for correct procedures in loading, unloading, stacking,
transporting, and handling all materials to be used in the system. The Contractor shall avoid rough
handling which could affect the useful life of equipment. Pipe shall be handled in accordance with
the manufacturer's recommendations on loading, unloading, and storage.
INSTALLATION AND INSPECTION
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The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
4.01 INSPECTION OF WORK IN PROGRESS
The Owner's Authorized Representative shall be responsible for inspection of the
Contractor's work while such work is in progress. A Representative shall bring to the attention of
the Contractor any work which does not meet the specifications of this contract and the Contractor
shall correct such work as brought to his attention.
4.02 STAKING OF SPRINKLER LOCATIONS
Staking of sprinkler locations shall be done by the Contractor and approved by the System
Designer or the Owner's Representative.
4.03 EXCAVATION, TRENCHING, AND BORING
All excavation shall be unclassified and shall include all materials encountered except
materials which cannot be excavated by normally employed mechanical means. Such exceptions
shall be brought to the attention of the Owner's Representative and an adjustment in price shall be
agreed upon before excavation of these areas proceeds. Such price adjustments and agreement
shall include responsibility for the disposal of the unsuitable materials removed from the trench and
the acquiring of additional backfill materials.
For the purposes of these specifications "normally employed mechanical" means shall
include the use of all power equipment normally used in the construction of golf course irrigation
systems, including chain trenchers with small backhoe units and backhoe units equipped with
buckets up to and including 24" wide. Equipment beyond this including blasting equipment, jack
hammers, larger backhoes (than that described above), backhoe type machines equipped with jack
hammer units, or the like shall be considered as being beyond "normally employed mechanical
means".
The minimum depth of cover over piping 6" and larger shall be twenty (36) inches.
If installation is to occur in areas with existing turf which is to be maintained,
the Contractor shall properly backfill and re -sod all damaged areas reusing existing sod, or he
shall pull in 2" PVC pipe and roll the disturbed areas level.
If trenching is necessitated through existing asphalt paths, the Contractor shall cut
the asphalt in a straight line to the width of the trench prior to trenching. Removal of cut
asphalt and replacement with new asphalt shall be the responsibility of the Contractor. When
crossing concrete paths, the replaced path shall be 12" wider than the width of the trench.
CE Group. PAGE 12 OF 18

The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
The Contractor shall exercise reasonable care to avoid causing damage to any and all
underground utilities or structures. The Owner shall advise the Contractor of any underground
utilities or structures of which he is aware. Utility locating services shall be called upon to pinpoint
location of any underground utilities on the site of the project. It shall be the responsibility of both
parties to assure that this procedure is carried out.
4.04 INSTALLATION OF SYSTEM MAIN
Installation of the system main shall be in accordance with the manufacturer's instructions
and (if feasible) shall proceed from the point of connection of supply for the system pumping
station, reservoir, or existing line. Poured in place concrete thrust blocks shall be installed at any
directional change in the pipeline in accordance with the pipe manufacturer's recommendations and
commonly accepted pipeline construction practices. Restrained joint pipe may also be used for
directional changes.
4.05 INSTALLATION OF LATERAL LINES
Lateral pipes and fittings shall be installed in accordance with the manufacturer's
recommendations, including the fitting of any solvent weld PVC pipe runs with O-ring type gasket
or compression couplings approximately every two hundred linear feet to prevent excessive strain
when contracting in cold weather.
4.06 PIPE CROSSINGS OF ROADWAYS
When the irrigation piping must be installed across a paved road other than the Owner's
private road, the Contractor shall contact and obtain the necessary permission of the agency or
persons having jurisdiction. The Contractor shall install piping, sleeving, and wire sleeving across
the area in accordance with the governing agency's guidelines. At the very least a DIP/Cast Iron
sleeve of sufficient size to pass the mainline pipe and wire shall be installed. An accompanying
PR200 PVC 2" wire sleeves with separation of the pulse wire, all 115 V.A.C. wiring, and all 24
volt wiring. Any method employed, however, must satisfy the governing agency's requirements.
The Contractor shall pay for all costs incurred including permits and road surface replacement or
repair if pavement is removed or damaged by his operations.
At Crossings of the Owner's private roads, the Contractor shall install the irrigation pipe
and a PVC PR 160 wire and/or tubing sleeve at the very least. Requirements above and beyond
this shall be as specified on the irrigation plans.
CE Group. PAGE 13 OF 18

The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
4.07 SPRINKLER HEADS
All sprinklers shall be Rainbird and Toro as shown in detailed drawings. The sprinkler
shall initially be installed so that the top of the head is four (4) inches above finished grade level
and shall be lowered by the contractor after grow -in and establishment of the surrounding turf. The
contractor shall coordinate the lowering of the sprinkler heads with the Owner shall do so at his
direction. Backfill around the swing joint and sprinkler shall be free of large rocks, roots, or
foreign debris. If installation occurs on a course with existing turf, the sprinkler head shall be
installed and the resulting disturbance about the head shall be sodded re -using the previously
removed existing sod the same day.
4.08 CONTROL EQUIPMENT
All automatic valves and controllers shall be installed following the recommendations of
the manufacturer of said equipment and, more specifically, in accordance with the detailed
drawings accompanying this contract specification. The location of all controllers shall be
approved by the Owner's Representative before the actual installation of said controllers.
4.09 ISOLATION VALVES
Proposed isolation valves shall be sized to line size as shown on the plan, unless otherwise
noted. Isolation valves shall be thrust blocked as shown in the detail drawings.
4.10 SALVAGE OF EXISTING MATERIALS
All existing irrigation equipment including heads, valves, quick couplers, controllers and
valve boxes (but excluding existing pipe) which might otherwise be damaged with the installation
of new materials or interfere with the installation and maintenance of the new system shall be
removed and presented to the Owner's Authorized Representative.
TESTING AND ACCEPTANCE OF SYSTEM
5.01 PRESSURE AND LEAKAGE TESTING SYSTEM
A. Reclaimed water mains shall be tested between valved sections. The total length of pipe
for any single test shall not exceed 3,000 feet. Testing shall be done immediately after
CE Group. PAGE 14 OF 18

The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
installation and backfilling has been completed.
B. All valves shall be tested for secure closure.
C. The mains shall be tested in accordance with, the latest revision of ANSUAWWA C600
(for Ductile Iron) and C605 (for PVC) under an average hydrostatic pressure of not less
than 150 psi, using a 300 psi gauge, for a minimum of 2 hours. Pressure shall be
maintained until all sections under testing have been checked for evidence of leakage.
D. While the system is being filled with water, air shall be carefully and completely exhausted.
If permanent air vents are not located at all high points, the Contractor shall install
corporation stops or fittings and valves at such points so the air can be expelled as the pipe
system is slowly filled.
E. The test pressure shall not vary by more than +5 psi for the duration of the test. The rate of
loss shall not exceed that specified in part M or N as listed below. Visible leaks shall be
corrected regardless of total leakage shown by test.
F. All pumps, gauges and measuring devices shall be furnished, installed and operated by the
Contractor; and all such equipment, devices and their installation shall be approved by the
Engineer and Utility.
G. All water for testing and flushing shall be potable water, or reclaimed water, as provided
by the Contractor, at the Contractor/developer's expense, from a source approved by the
Engineer. Flow velocity during line filling should not exceed 2 feet per second (fps).
H. The quantity of water used for testing, which shall be compared to the allowable quantity,
shall be measured by pumping from a calibrated container, again approved by the County
Inspector.
I. All restrained sections of the buried main shall be completely backfilled before such
sections are tested.
J. All pressure and leakage testing shall be done in the presence of the County Inspector and
the Engineer of Record or his designated representative.
K. When leakage occurs in excess of the specified amount, the defective pipe, pipe joints or
other appurtenances shall be located and repaired at the expense of the Contractor. If the
defective portions cannot be located, the Contractor, at his own expense, shall remove and
reconstruct as much of the original work as necessary to obtain a water main within the
allowable leakage limits upon retesting.
L. If the Contractor elects to perform hydrostatic testing against valves in an existing
distribution system, he does so at his own risk and will bear the cost of any damage to the
existing valve, piping system, private or public property, or the new pipeline under test.
ALLOWABLE LIMITS FOR LEAKAGE IN PVC PIPE
1. The hydrostatic pressure test shall be performed as hereinabove specified and no installation,
or section thereof, will be acceptable until the leakage is less than the number of
gallons per hour as determined by the formula:
CE Group. PAGE 15 OF 18

The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
a. The maximum infiltration rate of 10 gallons per day per inch of pipe
diameter per mile of pipe installed in accordance with 15A NCAC 2T
The test pressure will be 200 PSI at the low point of the section under test
for 2 hours.
L=SDP 1/2
133,200
L = Allowable leakage, in gals. per hour
S = Length of line under testing (ft)
D = Nominal diameter of pipe, inches
P = Average test presure, psi
5.02 BALANCING AND ADJUSTMENT
The Contractor shall balance and adjust the various components of the sprinkler system so
that the over-all operation of the system is most efficient. This includes a synchronization of the
controllers, adjustments to pressure regulators, pressure relief valves, part circle sprinkler heads,
and individual station adjustments on the controllers. The Contractor has the right to call in the
Designer or Owner's Representative to aid in the balancing and adjustment of the system.
5.03 FLUSHING AND CLEANING
A. All mains shall be cleaned and flushed to remove all sand and other foreign matter.
B. Pipeline shall be cleaned with a "pig", of an appropriate material for the pipeline to be
cleaned, so as not to damage the interior lining of the pipeline. Contractor shall be
responsible to install and remove appropriate connections to accomplish the required
pipeline "pigging".
5.04 NOTICE OF COMPLETION
When the Contractor is satisfied that the system is operating properly, that it is balanced
and adjusted, that all work and clean-up is completed, he shall issue the notice of completion to the
Owner's Authorized Representative. The notice of completion shall include the request for final
inspection with date and time given.
CE Group. PAGE 16 OF 18

The Conservancy
"IRRIGATION GENERAL"
October 5, 2022
5.04 FINAL INSPECTION WITH OWNER'S REPRESENTATIVE
The Owner's Representative will respond to the notice of completion by the contractor and
shall appear at the given time for a tour of the project with the purpose of making it the final
inspection. Any inconsistencies in regard to the specifications shall be noted by the Owner's
Representative and a written copy of correction shall be given to the Contractor.
5.05 ACCEPTANCE OF THE SYSTEM
The Owner may accept the system even though the corrections on the final inspection
have not been made by the Contractor. In such a case, there will be deductions for the incomplete
or noncorrected work based on the previous previsions set out in these specifications. Such
deductions shall be made from the final payment.
5.06 AS -BUILT PLAN ACCEPTANCE
Acceptance of the system is based on the furnishing by the Contractor of a completed
as -built plan which is acceptable to the Owner or Owner's Representative. Said as built plan will
include locations of all valves (automatic and manual) and splice boxes with triangulated
measurements to each location as well as any deviations from the locations of pipe and heads as
represented by the contract documents.
The as -built plan shall be drawn in ink on a good grade of drafting vellum or Mylar film at
a scale of 1 "=200' or 1 "=100' and shall indicate the accurate location, type and size of all pipe,
valves, heads, controllers and wire and/or tubing splices. Power and pulse wire runs shall be
indicated by dashed and dotted lines running parallel to the irrigation piping. Measurements
relative to the nearest heads shall be recorded for all isolation and air release valves, all quick
coupling valves, and all splices other than those associated with valve in head solenoids, remote
control valves, or satellite controllers. Control "zone" borders shall be indicated. The ideal base
sheet for the irrigation as -built is an accurately scaled aerial photograph, which the owner shall
provide. If the owner chooses not to provide the aerial view, then the designer shall provide a base
sheet derived from the installation plans. The contractor shall provide reproducible copies of the
as -built to the owner and architect designer upon completion of the work.
5.07 TRAINING OF MAINTENANCE PERSONNEL IN OPERATION
AND MAINTENANCE OF SYSTEM
The Contractor's responsibility of training maintenance personnel in the operation and
maintenance of the system, as outlined in a previous section of these specifications, shall not be
waived due to acceptance to the system. If this responsibility is not fulfilled, the cost of obtaining
CE Group. PAGE 17 OF 18

The Retreat at Haw River
"IRRIGATION GENERAL"
October 5, 2022
this training by the Owner shall be shown as a deduction in the final payment.
5.08 WARRANTY AND GUARANTEE CERTIFICATE
Contractor to provide a certification of warranty for all irrigation components covering 1 year from
the date of final acceptance by the Owner.
CE Group. PAGE 18 OF 18

The New FLEX800 35/55 Series features a dual trajectory main nozzle that provides exceptional nozzle
performance at the 25° standard angle position and great performance in windy applications at the 15° low
angle position. And the part/full circle drive allows you to adjust the area of coverage to match your seasonal
watering needs or meet water rationing mandates in seconds with no additional parts required.
Industry's Largest Nozzle Selection
Nozzles from 43' to 92' radius plus a wide assortment
of back nozzles lets you put the precise amount of water
exactly where you need it. All nozzles threaded in from front.
Stainless Steel Valve Seat
Eliminates body damage from rocks and debris. This
in -destructible stainless steel seat is molded to the
body and virtually eliminates body replacements due
to seat damage.
Optional Radius Reduction Screw
Allows for fine tuning the radius to exactly the distance
you need. In combination with main nozzle sizing and
trajectory adjustment the radius reduction screw can
effectively reduce the sprinkler throw down to 30'.
These sprinklers can be full circle today and part
circle tomorrow allowing you to adjust the area
coverage to match your seasonal needs or meet
water rationing mandates.
25'
Dual Trajectory
The 25° setting provides
15'
maximum distance of
throw and the 15 ° setting
provides improved wind
performance, radius
reduction and obstacle
avoidance.

FLX35 Series Performance Chart-25'
Front
Nozzle Set 30
0
(White Plug)
Nozzle Set 31
0
(Yellow)
Nozzle Set 32
•
(Blue)
Nozzle Set 33
•
(Brown)
Nozzle Set 34
(Orange)
Nozzle Set 35
o
(Green)
Nozzle Set 36
0
(Gray)
Nozzle Set 37
(Black)
Nozzle
102-2208
102-6906
102-0726
102-6907
102-0728
102-6955
102-6935
102-6936
Positions
0
0
00
o
0
0
0
0
0
0
0
�
LUJ
Yellow
Biege
Yellow
Brown
Yellow
Yellow
Yellow
Yellow
Yellow
Yellow
Yellow
Green
Green
Green
Green
Green
102-5670
102-6942
102-5670
102-5671
102-5670
102-6884
102-5670
102-6884
102-5670
102-6884
102-5670
102-6885
102-6531
102-6885
102-6531
102-6885
Back
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Nozzle
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Positions
102-0335
102-0335
102-0335
102-4335
102-0335
102-0335
102-4335
102-4335
102-0335
102-0335
102-0335
102-4335
102-0335
102-0335
102-4335
102-4335
PSI
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
50
43
8.2
53
13.8
56
18.3
61
21.7
65
25.3
65
45
10.0
53
15.5
59
20.5
64
24.4
68
28.2
72
34.1
80
46
11.5
57
17.3
62
22.7
67
27.1
71
31.1
75
37.8
78
40.3
80
44.0
1.00
47
1.3.4
59
19.1
65
24.9
70
29.8
74
34.1
1 79
40.9
81
43.8
83
47.3
FLX35 Series Performance Chart-15'
PSI
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
50
43
8.2
52
13.6
58
18.1
61
21.5
62
25.6
65
45
10.0
54
15.3
60
20.3
64
24.2
65
27.3
69
33.1
80
46
11.5
58
17.2
64
22.6
69
26.8
69
30.2
75
36.8
76
39.7
76
42.9
100
47
13.4
60
19.0
66
24.7
71
29.5
72
32.9
78
39.5
82
42.6
82
46.1
Stator
102-6929 Blue
102-1939 Yellow
102-1940 White
Conversions
FLX35-3134
FLX35-3537
iw. Not recommended at these pressures. Radius shown in feet.
Toro recommends the use of a 1'/," swing joint at flows over 25-GPM (95-LPM). Sprinkler radius data collected in Toro's zero wind test facility per ASAE standard 5398.1.
Actual site conditions must be considered when selecting the appropriate nozzle.
All sprinklers are equipped with the selectable pilot valve that allo ws settings at 50, 65, 80 and 100 PSI.
FLX35 Nozzle Apex
Pressure
Nozzle
Apex at 15`
Apex at 25'
31
6'@51'
13'@54'
32
6'@51'
11'@64'
65 PSI
33
7' @ 59'
13' @ 68'
34
8' @ 63'
15' @ 74'
35
9'@66'
15'@76'
36
8' @ 75'
18' @ 83'
80 PSI
37
9' @ 74'
19' @ 82'

FLX55 Series Performance Chart-25'
Front
Nozzle Set 51
(Yellow)
Nozzle Set 52
(Blue)
Nozzle Set 53
(Brown)
Nozzle Set 54
(Orange)
Nozzle Set 55
(Green)
Nozzle Set 56
(Gray)
Nozzle Set 57
(Black)
Nozzle Set 58
(Red)
Nozzle Set 59
(Beige)
Nozzle
102-6906
102-0726
102-6907
102-0728
102-6955
102-6935
102-6936
102-6909
102-4259
Positions
O
•
O
•
Yellow
Brown
Yellow
Yellow
Yellow
Yellow
Yellow
Yellow
Yellow
Green
Green
Green
Green
Green
Green
Green
Green
Green
102-5670
102-5671
102-5670
102-6884
102-5670
102-6884
102-5670
102-6884
102-5670
102-6885
102-6531
102-6885
102-6531
102-6885
102-6531
102-6885
102-6531
102-6885
Back
•
•
•
•
•
•
so-so
•
•
•
•
•
•
•
•
Nozzle
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Red Plug
Positions
102-0335
102-4335
102-0335
102-4335
102-0335
102-0335
102-0335
102-4335
102-0335
102-4335
102-4335
102-4335
102-0335
102-0335
102-0335
102-0335
102-0335
102-0335
PSI
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
50
55
14.1
57
18.5
62
22.3
66
25.8
65
57
15.8
60
20.9
65
25.1
69
28.7
73
35.9
80
59
17.5
61
23.1
68
27.8
72
31.7
76
39.7
80
43.1
83
48.2
85
50.0
89
57.5
100
61
19.3
63
25.3
71
30.3
75
34.5
80
43.5
83
49.0
88
51.5
90
53.9
92
61.3
FLX55 Series Performance Chart-15'
PSI
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
50
55
14.0
59
16.5
62
22.2
63
25.6
65
56
15.6
62
20.7
65
25.0
66
28.5
75
35.3
80
59
17.4
66
23.0
69
27.7
70
31.5
78
39.0
78
42.4
79
46.9
79
49.5
82
57.2
100
60
19.2
68
25.1
71
30.2
72
34.3
80
41.9
81
47.2
83
52.1
83
53.4
85
60.8
Stator
102-1939 Yellow
102-1940 White
102-1941 White
Conver-
sions
FLX55-5154
FLX55-5558
FLX55-59
,.,yam Not recommended at these pressures. Radius shown in feet.
Toro recommends the use of a 1'/,"swing joint at flows over 25-GPM (95-LPM). Sprinkler radius data collected in Toro's zero wind test facility per ASAE standard 5398.1.
Actual site conditions must be considered when selecting the appropriate nozzle.
All sprinklers are equipped with the selectable pilot valve that allo ws settings at 50, 65, 80 and 100 PSI.
FLX55 Nozzle Apex
Pressure
Nozzle
Apex at 15'
Apex at 25'
51
6'@51'
13'@54'
52
6'@51'
11'@64'
65 PSI
53
7' @ 59'
13' @ 68'
54
8' @ 63'
15' @ 74'
55
9'@66'
15'@76'
56
8' @ 75'
18' @ 83'
57
9' @ 74'
19' @ 82'
80 PSI
58
10' @ 82'
18' @ 87'
59
11' @ 81,
21' @ 91'

Main Nozzle Adapter Performance Charts
Intermediate Nozzle Performance Charts
102-2929
Beige
Trajectory
30°
25°
20°
15°
10°
7°
Pressure
Flow
Radius
Radius
Radius
Radius
Radius
Radius
PSI
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
50
3.4
8.1
30.7
53
17.4
52
17.1
50
16.4
48
15.7
45
14.8
42
13.8
60
4.1
8.9
33.7
57
18.7
56
18.4
53
17.4
51
16.7
47
15.4
45
14.8
65
4.5
9.3
35.2
58
19.0
56
18.4
54
17.7
51
16.7
49
16.1
46
15.1
70
4.8
9.6
36.3
59
19.4
57
18.7
56
18.4
53
17.4
50
16.4
48
15.7
80
5.5
10.3
39.0
61
20.0
60
19.7
58
19.0
56
18.4
53
17.4
50
16.4
90
6.2
10.9
41.3
63
20.7
61
20.0
59
19.4
57
18.7
54
17.7
51
16.7
100
6.9
1 11.5
43.5
65
21.3
63
20.7
60
19.7
58
19.0
55
18.0
51
16.7
102-2928
IF -
Trajectory
30°
25°
20°
15°
10°
7°
Pressure
Flow
Radius
Radius
Radius
Radius
Radius
Radius
PSI
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
50
3.4
6.3
23.8
53
17.4
51
16.7
48
15.7
46
15.1
43
14.1
40
13.1
60
4.1
7.0
26.5
55
18.0
53
17.4
50
16.4
48
15.7
45
14.8
42
13.8
65
4.5
7.2
27.3
56
18.4
54
17.7
52
17.1
49
16.1
47
15.4
44
14.4
70
4.8
7.5
28.4
57
18.7
55
18.0
53
17.4
51
16.7
49
16.1
46
15.1
80
5.5
8.0
30.3
59
19.4
58
19.0
56
18.4
54
17.7
52
17.1
49
16.1
90
6.2
8.5
32.2
60
19.7
58
19.0
57
18.7
55
18.0
53
17.4
50
16.4
100
6.9
9.0
34.1
61
20.0
59
19.4
57
18.7
55
18.0
53
17.4
50
16.4
102-2927
Gray
Trajectory
30°
25°
20°
15°
10°
7°
Pressure
Flow
Radius
Radius
Radius
Radius
Radius
Radius
PSI
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
50
3.4
5.0
18.9
50
16.4
48
15.7
46
15.1
44
14.4
41
13.5
38
12.5
60
4.1
5.5
20.8
52
17.1
50
16.4
48
15.7
46
15.1
43
14.1
40
13.1
65
4.5
5.7
21.6
53
17.4
51
16.7
49
16.1
46
15.1
44
14.4
41
13.5
70
4.8
5.9
22.3
53
17.4
51
16.7
49
16.1
47
15.4
45
14.8
42
13.8
80
5.5
6.3
23.8
54
17.7
52
17.1
50
16.4
48
15.7
46
15.1
43
14.1
90
6.2
6.7
25.4
55
18.0
53
17.4
52
17.1
50
16.4
48
15.7
45
14.8
100
6.9
7.1
26.9
55
18.0
54
17.7
53
17.4
52
17.1
50
16.4
46
15.1
102-2926
Orange
Trajectory
30°
25°
20°
15°
10°
7°
Pressure
Flow
Radius
Radius
Radius
Radius
Radius
Radius
PSI
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
50
3.4
4.3
16.3
48
15.7
46
15.1
44
14.4
42
13.8
39
12.8
35
11.5
60
4.1
4.7
17.8
50
16.4
48
15.7
46
15.1
44
14.4
41
13.5
38
12.5
65
4.5
4.9
18.5
51
16.7
49
16.1
47
15.4
45
14.8
42
13.8
39
12.8
70
4.8
5.1
19.3
51
16.7
50
16.4
48
15.7
46
15.1
43
14.1
40
13.1
80
5.5
5.4
20.4
52
17.1
51
16.7
50
16.4
48
15.7
45
14.8
42
13.8
90
6.2
5.8
22.0
53
17.4
52
17.1
51
16.7
49
16.1
47
15.4
44
14.4
100
6.9
6.1
23.1
54
17.7
53
17.4
52
17.1
50
16.4
48
15.7
45
14.8
Trajectory
30°
25°
20°
15°
10°
7°
Pressure T
Flow
Radius
Radius
Radius
Radius
Radius
Radius
PSI
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
50
3.4
2.7
10.2
42
13.8
41
13.5
39
12.8
38
12.5
36
11.8
34
11.2
60
4.1
3.0
11.4
43
14.1
42
13.8
40
13.1
39
12.8
37
12.1
35
11.5
65
4.5
3.2
12.1
43
14.1
42
13.8
40
13.1
39
12.8
37
12.1
35
11.5
70
4.8
3.3
12.5
1 44
14.4
42
13.8
41
13.5
39
12.8
38
12.5
36
11.8
80
5.5
3.5
13.2
44
14.4
43
14.1
41
13.5
40
13.1
38
12.5
36
11.8
90
6.2
3.7
14.0
45
14.8
44
14.4
42
13.8
41
13.5
39
12.8
37
12.1
100
6.9
3.9
14.8
45
14.8
44
14.4
43
14.1
42
13.8
40
13.1
38
12.5

Main Nozzle Adapter Performance Charts
Intermediate Nozzle Performance Charts
Trajectory
30°
25°
20°
15°
10°
7°
7Pressure
Flow
Radius
Radius
Radius
Radius
Radius
Radius
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
3.4
5.4
20.4
51
16.7
50
16.4
48
15.7
45
14.8
42
13.8
39
12.8
4.1
5.9
22.3
52
17.1
51
16.7
49
16.1
46
15.1
43
14.1
41
13.5
65
4.5
6.1
23.1
52
17.1
51
16.7
50
16.4
47
15.4
44
14.4
42
13.8
70
4.8
6.3
23.8
53
17.4
52
17.1
50
16.4
47
15.4
44
14.4
42
13.8
80
5.5
6.7
25.4
53
17.4
52
17.1
51
16.7
48
15.7
45
14.8
43
14.1
90
6.2
7.1
26.9
54
17.7
53
17.4
52
17.1
50
16.4
47
15.4
45
14.8
100
6.9
7.4
28.0
55
18.0
55
18.0
54
17.7
52
17.1
49
16.1
47
15.4
102-6884
Yellow
Trajectory
30°
25°
20°
15°
10°
7°
Pressure
Flow
Radius
Radius
Radius
Radius
Radius
Radius
PSI
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
50
3.4
4.1
15.5
48
15.7
47
15.4
45
14.8
41
13.5
38
12.5
35
11.5
60
4.1
4.5
17.0
49
16.1
48
15.7
47
15.4
44
14.4
41
13.5
38
12.5
65
4.5
4.7
17.8
50
16.4
49
16.1
48
15.7
45
14.8
42
13.8
39
12.8
70
4.8
4.8
18.2
50
16.4
49
16.1
48
15.7
45
14.8
43
14.1
40
13.1
80
5.5
5.1
19.3
51
16.7
50
16.4
49
16.1
47
15.4
44
1 .
141
13.5
90
6.2
5.4
20.4
53
17.4
52
17.1
50
16.4
48
15.7
45
14.8
42
13.8
100
6.9
5.8
22.0
54
17.7
53
17.4
51
16.7
49
16.1
46
15.1
43
1 14.1
Trajectory
30°
25°
20°
15°
10°
7°
JPressure
Flow
Radius
Radius
Radius
Radius
Radius
Radius
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
Feet
Meters
3.4
2.4
9.1
41
13.5
40
13.1
38
12.5
36
11.8
33
10.8
30
9.8
60
4.1
2.6
9.8
43
14.1
42
13.8
40
13.1
38
12.5
36
11.8
33
10.8
65
4.5
2.7
10.2
44
14.4
42
13.8
41
13.5
39
12.8
37
12.1
34
11.2
70
4.8
2.8
10.6
45
14.8
43
14.1
42
13.8
40
13.1
38
12.5
35
11.5
80
5.5
3.0
11.4
46
15.1
45
14.8
43
1 14.1
41
13.5
40
13.1
36
11.8
90
6.2
3.2
12.1
46
15.1
45
14.8
44
14.4
42
13.8
41
13.5
37
12.1
100
6.9
3.4
12.9
46
15.1
45
14.8
44
1 14.4
43
14.1
41
1 13.5
38
12.5
Inner Nozzle Performance Charts*
102-6937
Yellow
Trajectory
30°
25°
20°
Pressure
Flow
Radius
Radius
Radius
PSI
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
50
3.4
3.7
14.0
26
8.5
24
7.9
20
6.6
60
4.1
4.0
15.1
28
9.2
25
8.2
22
7.2
65
4.5
4.2
15.9
28
9.2
25
8.2
22
7.2
70
4.8
4.4
16.7
28
9.2
26
8.5
23
7.5
80
5.5
4.7
17.8
28
9.2
26
8.5
24
7.9
90
6.2
5.0
18.9
29
9.5
27
8.9
25
8.2
100
1 6.9
1 5.2
1 19.7
1 30
1 9.8
1 29
9.5
1 27
1 8.9
Trajectory
30°
25°
20°
ressure
I
Flow
Radius
Radius
Radius
BAR
GPM
Ipm
Feet
Meters
Feet
Meters
Feet
Meters
3.4
4.0
15.1
32
10.5
30
9.8
26
8.5
60
4.1
4.3
16.3
34
11.2
31
10.2
27
8.9
65
4.5
4.5
17.0
34
11.2
31
10.2
27
8.9
70
4.8
4.7
17.8
34
11.2
31
10.2
28
9.2
80
5.5
5.0
18.9
34
11.2
32
10.5
29
9.5
90
6.2
5.3
20.1
34
11.2
32
10.5
29
9.5
100
6.9
5.6
21.2
35
11.5
33
10.8
30
9.8
* Not recommended below 20'

FLX35 Conversion Upgrades
Models
Description
• FLX35-3134
FLX35 w/31-34 Nozzles
(#3 Nozzle Installed)
• FLX35-3537
FLX35 w/35-37 Nozzles
(#5 Nozzle Installed)
• FLX35-3134E
FLX35 w/31-34 Nozzles
(#3 Nozzle Installed), Effluent
• FLX35-3537E
FLX35 w/35-37 Nozzles
(#5 Nozzle Installed), Effluent
FLX55 Conversion Upgrades (Ribbed Body)
Models
Description
• FLX55-5154
FLX55 w/51-54 Nozzles
(#3 Nozzle Installed)
• FLX55-5558
FLX55 w/55-58 Nozzles
(#5 Nozzle Installed)
• FLX55-59
FLX55 w/59 Nozzle
• FLX55-5154E
FLX55 w/51-54 Nozzles
(#3 Nozzle Installed), Effluent
• FLX55-5558E
FLX55 w/55-58 Nozzles
(#5 Nozzle Installed), Effluent
• FLX55-59E
FLX55 w/59 Nozzle, Effluent
• 102-5011
690 Adapter
allows you to upgrade
any 690 with FLX55
conversions
FLX55 Conversion Upgrades (Ribless Body)
Models
Description
• FLX55-5154R
FLX55 w/51-54 Nozzles
(#3 Nozzle Installed)
• FLX55-5558R
FLX55 w/55-58 Nozzles I
(#5 Nozzle Installed) V; d
• FLX55-59R
FLX55 w/59 Nozzle
• FLX55-5154RE
FLX55 w/51-54 Nozzles
(#3 Nozzle Installed), Effluent '
• FLX55-5558RE
FLX55 w/55-58 Nozzles
(#5 Nozzle Installed), Effluent
• FLX55-59RE
FLX55 w/59 Nozzle, Effluent
Operating Specifications
• Inlet:
- FLX35: 1" ACME
- FLX55: 1'/" ACME
• Radius:
- FLX35: 43' — 83'
- FLX55: 55' — 92'
• Flow Rate:
- FLX35: 8.2 — 47.3 GPM
- FLX55: 14.1 — 61.3 GPM
• Precipitation Rates:
- FLX35: Minimum - .41"/hr; Maximum - .45"/hr
- FLX55: Minimum - .46"/hr; Maximum - .58"/hr
• Pilot Valve: Selectable at 50, 65, 80 and 100 PSI
• Recommended Operating Pressure Range: 65-100 PSI
(maximum — 150 PSI and minimum — 40 PSI)
• Activation types — Electric Valve -in -Head:
- Standard Solenoid:
■ 24 VAC, 50/60 Hz
.Inrush: 0.30 A
Holding 0.20 A
- Spike Guard Solenoid:
■ 24 VAC, 50/60 Hz
-Inrush: 0.12 A
■ Holding 0.10 A
- Nickel -Plated Spike Guard Solenoid:
■ 24 VAC, 50/60 Hz
.Inrush: 0.12 A
■ Holding 0.10 A
- DC Latching Solenoid (DCLS):
. Momentary low voltage pulse
- Integrated GDC Module w/DCLS:
■ Momentary low voltage pulse
Additional Features
• FLX35 has eight nozzle
variations (30, 31, 32, 33,
34, 35, 36 & 37)
• FLX55 has nine nozzle
variations (51, 52, 53, 54,
55, 56, 57, 58 & 59)
• Three in -line nozzles,
rotating stream pattern
• Two back nozzle positions
• Stator variations: 3
• Radius reduction screw
363-4839 for fine tuning
• Ratcheting riser
• Nozzle base clutching
Dimensions
• Body Flange Diameter:
- FLX35-6: 61/2"
- FLX55-6: 71/2"
• Body height:
- FLX35: 10"
- FLX55: 113/s"
• Weight:
- FLX35-6: 2.89 lbs.
- FLX55-6: 3.57 lbs.
• Weight —Integrated GDC
- FLX35: 3.58 lbs.
- FLX55: 4.26 lbs.
• Pop-up height to nozzle: 3%"
Warranty
• Three years
• Five years when installed with Toro Swing Joints
Specifying Information—FLX35 & FLX55
FLXX5-XXX-X-7
FLXX 5 X X X X 7
3-1" 5—Part-circle and FLX35-30, 31, 32, 33, 34, 35, 36, 37 6-65 PSI 1—Standard Solenoid 2— 7—Effluent
5-1'/" Full -circle FLX55-51, 52, 53, 54, 55, 56, 57, 58, 59 8-80 PSI Spike Guard" Solenoid
In One 1-100 PSI 3—Nickel-plated Spike Guard Solenoid 4—
DC Latching Solenoid (DCLS) 5—
Integrated GDC Module w/DCLS
Example: When specifying an FLX35 Series Sprinkler with #34 nozzle, pressure regulation at 65 PSI and Spike Guard you would specify: FLX35-346-2
Note: Not all models available.
*All sprinklers are equipped with the selectable pilot valve that allows settings at 50, 65, 80 and 100 P51.
www.tom.com / The Toro Company, Irrigation Division / 5825 Jasmine Street, Riverside, CA 92504 / 877-345-8676 / Specifications subject to change without notice / © 2015. All rights reserved / P/N 15-5059-IG

Rain Bird®752Serinc
gull % mart Circle Golf Rotor
Specifications
Radius:
19'- 84'(5.8 m - 25.6 m)
Flow Rate:
6J to 47 gpm (0.42 to 2.97 l/s);
(1.51 to 10.68 m'/h)
A rc:
Full -circle 360°, Adjustable 30' to 345 °
Models:
E: Electric
IC: Integrated Control
B: Block with Seat- A-Matic' device
Maximum Inlet Pressure:
Models E and IC: 150 psi (10.3 bars)
Model B: 100 psi (6.9 bars)
Pressure Regulation Range:
Models E, IC: 60 to 100 psi (4.1 to 6.9 bars)
Factory Pressure Settings:
Models E and IC available in 70 and 80 psi
(4.8 and 5.5 bars)
Dimensions:
Body Height:
Models E, IC:12.0" (30.5 cm)
Model B: 9.6"(24.5 cm)
Pop -Up Height to Mid -Nozzle: 2.6" (6.6 cm)
Top Diameter:
Models E, IC: 6.25" (15.9 cm )
Model B: 4.25" (10.8 cm)
RAPID -ADJUST TECHNOLOGY
Make easy arc adjustments with the turn of
a screw. MemoryArc® feature retains two
part -circle arc settings, so you can shift betwe
full- and part -circle operation in seconds.
A=A
Art
Step 1: Set primary rotor arc.
Step 2: Turn the Full/Part
Adjustment Screw for
full -circle operation.
Step 3: Turn the rotorto either
ArcAvI Bsetting,thenset
to part -circle. No need to reset
the arc when changing between
full- and part -circle settings.
Tech Spec
orders the IC version with a N36 nozzle at a case pressure of 80 PSI
*Nozzles up to 26 require a low -flow valve, and28+require a
high-f.—Ive
(continued)

U.S. Performance Data
Spreader -Dual Standard Nozzle Housing
50 60
Base Pressure Radius Flow Radius Flow
(psi) (ft) LA (ft) (gpm) (ft) LA (ft) (gpm)
70
Radius Flow
(ft) LA (ft) (gpm)
80
Radius Flow
(ft) LA (ft) (gpm)
90
Radius Flow
(ft) LAM (gpm)
100
Radius Flow
(ft) LA (ft) (gpm)
- #18 -Beige 27
- #20-Gray 36
19
31
6.7
7.2
29
37
19
33
7.1
7.7
30
37
20
34
7.7
8.4
31
38
21
35
8.1
9.1
32
39
23
36
8.5
9.5
34
40
23
37
8.8
10.0
- #22-Red 41
38
8.8
43
40
9.7
44
41
10.2
44
42
10.8
44
42
11.5
44
43
12.0
- #24-Plum 46
42
8.3
47
43
8.9
47
44
9.6
48
44
10.2
48
45
10.8
48
46
11.4
- #26- Lt. Green 50
46
9.5
1 50
45
1 10.1
51
1 47
1 10.9
51
1 49
11.6
1 52
1 49
12.3
1 53
50
1 12.8
#28- White 54
51
14.9
56
54
16.4
58
56
17.6
58
57
18.8
57
58
20.2
59
57
21.4
- #32-Blue 62
54
17.1
62
56
19.0
63
59
20.3
63
61
21.8
67
61
22.9
67
61
24.0
436-Yellow 64
59
19.5
65
62
21.3
66
64
23.2
68
65
24.7
68
66
26.2
69
68
27.2
#40-Orange 63
63
22.3
65
64
24.0
67
66
26.3
68
67
27.9
69
68
29.7
69
68
31.1
- #44-Green --
--
--
67
66
26.9
69
68
28.6
71
70
30.6
71
71
32.5
73
71
34.0
448 - Black --
--
--
--
--
--
76
70
31.5
76
72
34.0
76
74
35.8
75
75
38.5
#50 - Dk. Brown
79
1 68
1 39.4
1 81
1 70
1 41.9
1 82
1 73
1 44.7
1 84
1 75
1 47.0
-Nozzles up to 26 require a low -flow valve, and 28+ require a hi&flow valve
Metric Performance Data
Spreader"Dual Standard
3.4
Base Pressure Radius Flow
(bar) (m) LA(m) (I/s) (m'/h)
Nozzle Housing
4.1
Radius Flow
(m) LA(m) (I/s) (m'/h)
4.8
Radius Flow
(m) LA(m) (I/s) (m'/h)
5.5
Radius Flow
(m) LA(m) (I/s) (W/h)
6.2
Radius Flow
(m) LA(m) (I/s) (m'/h)
6.9
Radius Flow
(m) LA(m) (I/s) (m'/h)
_ #18 -Beige 8.2
5.8
0.42
1.51
8.8
5.8
0.45
1.62
9.1
6.1
0.49
1.75
9.5
6.4
0.51
1.84
9.8
7.0
0.54
1.93
10.4
7.0
0.55
1.99
#20 -Gray 11.0
9.5
0.45
1.63
11.3
10.1
0.49
1.75
11.3
10.4
0.53
1.92
11.6
10.7
0.57
2.06
11.9
11.0
0.60
2.15
12.2
11.3
0.63
2.27
#22 -Red 12.5
11.6
0.56
2.00
13.1
12.2
0.61
2.19
13.4
12.5
0.64
2.32
13.4
12.8
0.68
2.45
13.4
12.8
0.72
2.60
13.4
13.1
0.76
2.73
' #24-Plum 14.0
12.8
0.53
1.89
14.3
13.1
0.56
2.02
14.3
13.4
0.61
2.18
14.6
13.4
0.64
2.31
14.6
13.7
0.68
2.45
14.6
14.0
0.72
2.59
#26 - Lt. Green 15.2
14.0
0.60
2.16
15.2
13.7
0.64
2.30
15.5
14.3
0.69
2.48
15.5
14.9
0.73
2.64
15.9
14.9
0.78
2.80
16.2
15.2
0.80
2.90
#28-White 16.5
15.5
0.94
3.38
17.1
16.5
1.03
3.71
17.7
17.1
1.11
3.99
17.7
17.4
1.19
4.27
17.4
17.7
1.27
4.58
18.0
17.4
1.35
4.86
_ #32 - Blue 18.9
16.5
1.08
3.88
18.9
17.1
1.20
4.32
19.2
18.0
1.28
4.62
19.2
18.6
1.37
4.94
20.4
18.6
1.44
5.20
20.4
18.6
1.51
5.44
#36-Yellow 19.5
18.0
1.23
4.44
19.8
18.9
1.35
4.84
20.1
19.5
1.46
5.27
20.7
19.8
1.56
5.61
20.7
20.1
1.65
5.96
21.0
20.7
1.72
6.18
#40-Orange 19.2
19.2
1.40
5.06
19.8
19.5
1.51
5.44
20.4
20.1
1.66
5.98
20.7
20.4
1.76
6.34
21.0
20.7
1.87
6.75
21.0
20.7
1.96
7.06
' #44-Green
20.4
20.1
1.70
6.12
21.0
20.7
1.80
6.49
21.6
21.3
1.93
6.95
21.6
21.6
2.05
7.38
22.3
21.6
2.15
7.73
#48-Black
23.2
21.3
1.99
7.15
23.2
22.0
2.14
7.71
23.2
22.6
2.26
8.13
122.9
22.9
2.43
8.74
#50 - Dk. Brown
I
1
124.1
1 20.7
1 2.48
1 8.94
24.7
121.3
2.64
19.52
25.0
122.3
2.82
10.16
25.6
122.9
12.97
10.68
-Nozzles up to 26 require a low -flow valve, and 28+ require a hi&flow valve
Rain Bird Corporation
6991 E. Southpoint Road
Tucson, AZ 85756
Phone: [phone]
Fax:[phone]
Rain Bird Technical Services
(800) RAINBIRD (1-800-724-6247)
(U.S. and Canada)
Rain Bird Corporation
970 West Sierra Madre Avenue
Azusa, CA 91702
Phone: [phone]
Fax: [phone]
Specification Hotline
800-458-3005 (U.S. and Canada)
Rain Bird International, Inc.
1000 West Sierra Madre Ave.
Azusa, CA 91702
Phone: [phone]
Fax: [phone]
The Intelligent Use of Water'
www.rainbird.com
0 Registered Trademark of Rain Bird Corporation
©2021Rain Bird Corporation 1/21
D37603

MAIM-41'ktl/RD,
.dvanced Control Technologies
,IS
m
II
Weather Stations
Rain Bird offers two Weather Station options
to help meet your course's unique irrigation
management needs. Both WS-PRO2 and the
WS-PRO LT provide evapotranspiration (ET)
management and reporting capabilities; while
only the WS-PRO2 offers optional intelligent
alarm and irrigation control responses through
Rain Bird's powerful Smart WeatherlM software.
FEATURES AND BENER S
Superior ET Model. Rain Bird's Central Control
Systems use weather sensor input to determine
ET rates based upon a field -proven proprietary
equation for ET.
Automatic ET Download/Selective Usage.
Automatically download weather data daily
and calculate ET to determine irrigation times
for the entire system or by specific areas, holes
or stations.
ET Override. Allows you to easily set certain
programs to Ignore ET values when determining
run times.
Rain Bucket. Allows rainfall from one day to be
carried over to the following day(s) for more
accurate ET calculations.
Multiple Station Capacity. Connect up to five
(5) weather stations to one central control
system for more precise ET values based upon
different weather conditions and micro climates
around the golf course.
Max Rainfall. User -defined maximum rainfall
can be set to limit the amount of acceptable
rainfall for specific soil types or other areas that
are subject to high run-off.
Weather Data Reports. Generate reports to
show current or past weather conditions by the
hour, day, week, month or year.
Ws -
Unlimited Data Storage. Store unlimited
weather data at the central control.
Multiple Languages. Choose from 10 different
languages (English, French, German, Italian,
Japanese, Korean, Portuguese, Spanish, Swedish
or Chinese).
English or Metric Measurement Units.
Easily select between English or Metric units
of measure.
The WS-PR02 Weather Station along with
Rain Bird's Smart Weather Software supports
alarms when thresholds are exceeded in:
• Rain
• High or Low Ambient Temperatures
• High Winds
• Rainfall Intensity
When any of these alarms exceed user -defined
thresholds in a programmed time period, the
system will intiate an alarm condition.
The alarms will automatically reset when
temperature, rain or wind conditions are again
within acceptable ranges for irrigation.
Automatic Shut Off/Turn On. Rain Bird Central
Control Systems automatically shut OFF
irrigation operation for the entire system or in
specific areas of the course (tee box, fairway,
green, etc.) when alarm conditions are detected
at the weather station. They also automatically
turn ON irrigation when weather conditions
return to the acceptable range for irrigation.
Automatic Pause/Resume. Rain Bird Central
Control Systems automatically suspend
irrigation to the entire system or specific areas
(tee box, fairway, greens, etc.) when alarm
conditions are detectled. Theay lso automatically
resume irrigation w en we tlaier conditions
return to the acceptable range for irrigation
Automatic Notification. The WS-PR02 Weather
Station, using Rain Bird- Messenger,"' can
automatically notify you wherever you are, at
the central control or via text messaging or
e-mail when alarm conditions exist.
TheWS-PR02
sensor array
records vital
weather
information
andsends it to
yourcomputer.
WS-PR02 Weather Station
uw 1 V 5VIP__!7-""
WS - X - XX - X
Connection
SH = Short Haul
PH = Phone Modem'
WL = Wireless*
Model
PR02=
Professional
Series
Power
Blank = User
PRO LT—
Supplied
Professional
Light Series
S=Solar
Powered
*Only available on WS-PRO LT
t Onlyavailableon WS-PR02
qep 10 MrOLTO WL
WS-PROLT

IfrA/JV-4kff1R0.
Advanced Control Technologies
Weather Stations
Weather Stations per
WS-PRO LT WS-PR02 AUTOMATIC ALARMS
SPECIFICATIONS ET MODULE MODULE
Compatible Modules • AutomaticET Automatic ET SMART WEATHER
FEATURES
• MultipleWeatherStation • Multiple WeatherStation Compatible WeatherStations WS-PROLT,WS-PR02 WS-PR02
• Smart Weather"Alarms GenerateAlanns X
• Smart MessengerModule hilll.ObitntlftrlpEnitutr.wi,¢roktitttfr6ity
Communication Options
• Wireless(9ooMHzSSIlocloorw(,UzHaado) • Telephone
ResttAlarms
X
• ShortHaul
• ShortHaul
AutomaticShutOff/Tum On
X
Transmission Range
Wirele s900M z
•''/,mie(805m
Telephone-nofimit
A,,IQWAa Q 12Q,,"/RP�pppI
�
• ShortHaul- 20,000ft (6.096ml
Automatk Notification*
X
UeIeSQ
• W.
•''/4ru e4UriZ (402ml
Superior ETModel
X
X
• ShortHaul-20,000ft(6.096m)
AutomaticETDownload
X
X
PowerSupply Required
• 16to22VDC
• 95tol6VDC
ETOvenide
X
X
Optional Power
• Solar Panel
• SolatPanel
CostSavings
X
X
Temperature Range
•-40°to122°F(-40"to50"0
•-13'to122'F(-2S'toS0"0
RainBudc:et
X
X
AlrTemperature Sensor
MultipleStationCapacity""
X
X
Operating Range
• 40"WI22T-40"W50"0
•-13°tol22°F(-2S°toSO"Q
MaxRainFaU
X
X
Acruracy
• f0.9°F(f05°Q
• f2.7°F(f1.5"O
ReliableSensor Input
X
X
Relative HumiditySensor
WeatherData Reports
X
X
Operating Range
• 0-100%
• 0-100%
Ummlted UataMorage
x
x
Acruracy
• f5%-90%to100%RH
• ±6%-901/oto1000/oRH
iviuitipieLanquages
x
x
• f3%-10%to9S%RH
• f3%-01/oto901/oR11
tnglishor MetncUmtsotMeast.-e
X
X
RainGaugeSensor
Resolution
• 0.04"(1mm)
• 0.01"(0.25nvn)
onus •eeritraIControl
X
X
SolarRadlatlonSensor
Nimbus. nCentralControl
Optional
Optional
Acruracy
f2.5%
' f3%
Stratus CentralControl
Optional
Optional
WindDirectionSensor
StratusLT"'
Optional
Range
360"mechanical,352°electlical
360"mechanical, 356°electrical
Requires Sh7tAksengerARHe
.. RequiresMukiple Weather StationModule.
Accuracy
• f4-
WmdSpeed Sensor
StartingThreshold
• 0.78ms,(1.7Smph)
• 0.4ms,(0.9mph)

JrA91/II,V`*Al/R0o
Advanced Control Technologies
Rain Watch TM
Rain WatchT"'
Patented Rain Bird- Rain Watch"' technology maximizes
water efficiency, while minimizing system wear and tear,
through intelligent, real-time decision -making based
accurate rainfall measurement.
FEATURES AND BENS ITS
> • The industry's first active rainfall monitoring and
0
S response system.
z • The only system designed to automatically react to rainfall
n and adjust sprinkler application rates to take full advantage
0 of natural rain, thereby eliminating over -watering.
n • Saves water and electricity, while keeping the course drier
0
z and more playable, by pausing, adjusting or canceling
_1 irrigation in the event of rainfall.
0 • r Results in reduced wear and tear on irrigation
_1 system components.
nAn integral part of Rain Bird- Central Control Software
versions 4.0 and higher.
0
0 HO RAI ATCH ANAGES R I FALL
m Stationed throughout the course, up to four (4)
`T high -resolution Rain Watch rain cans collect
environmental data.
A rotor can be set to react to any of the rain cans.
• The central control system continuously polls
each rain can.
Rainfall data received by the system is used
to make intelligent decisions based on
user -defined responses:
System Response: For course -wide reactions
Program Response: For program -specific responses
No -Action Response: For monitoring only
Intelligent responses include:
_Z *Pause
• Resume
• Adjust runtimes and resume
• Cancel
1 1/4• FEMALE CONDUIT ADAPTER f
AN EXAMPL OF RAIN W
R'Rain Can
H t ACTION
• Your daily irrigation schedule calls for 0.20
inches (0.51 cm) of precipitation.
A storm begins and once accumulated rainfall
reaches your desired 0.04-inch (0.10 cm) threshold,
Rain Watch suspends irrigation.
The storm passes after putting down 0.11 inches
(0.28 cm) of rain.
• Rain Bird software automatically adjusts remaining
runtimes for active stations, as well as those stations
yet to run.
• Natural precipitation is seamlessly integrated into
scheduled irrigation, resulting in a water savings
of 0.11 inches (0.28 cm).
0
e`D" 1 Field Installation
... ... ....
24—
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J) VALVE BOX
BI
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7 WIRECONNECTOR
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SPLJCEKIT
TOPULSE DECOOER INSTALLED IN FELD CONTROLLER
OR SENSOR OECOOER INSTAL110IN V/J,J_VE BOX
PAI GE P717100R
13

.... N 9983 CABLE
20

Technical Specification 014
BORING AND JACKING
1.0 General
a) The intent of this specification is to provide general technical guidance for the
installation of pipelines installed to carry water or sewage, under gravity flow or
pressure flow, through a carrier pipe that is installed inside an outer protective
casing pipe.
2.0 Requirements
a) Pipelines under roadways or as specified elsewhere shall be encased in a larger pipe
or conduit called the casing pipe. Casing pipes shall be installed at the locations
indicated on the plans and also in accordance with other utility specifications
included.
b) Pipelines shall be located in accordance with the approved plans and County buffer
permit for stream and channel crossings, and as directed by the Engineer and / or
Chatham County staff.
c) Unless otherwise approved by the County all casing and carrier pipes shall be
installed perpendicular (90 degrees) to the stream bank.
d) Casings and carrier pipes shall not obstruct culverts, bridges, the flow line of
drainage ditches, etc.
e) Any replacement of a carrier pipe shall be considered a new installation, subject to
the requirements of these specifications.
f) Where laws or orders of public authority prescribe a higher degree of protection
than specified herein, then the higher degree of protection so prescribed shall
supersede the applicable portions.
g) Pipelines and casing pipe shall be suitably insulated from underground conduits
carrying electric wires.
3.0 Carrier Pipe
a) Carrier line pipe and joints shall be of accepted material and construction as
approved by the Engineer and in accordance with County Technical Specifications
and Standard Details. Joints for carrier line pipe operating under pressure shall be
mechanical joint or welded type.
TS 014 Page 1 1 3

4.0
5.0
6.0
b) Joints for gravity sewer mains shall have an approved bell -and -spigot restraint
mechanism.
c) All carrier pipes shall be pressure class 350 ductile iron pipe with locking "O" ring
or HDPE DR 9 (PE 4710 JM Eagle or approved equal)
Casing Pipe
a) The inside diameter of the casing pipe shall be as shown on the approved plans.
The wall thickness shall be as specified in Table 4.1 below. The casing pipe and
j oints shall be of leak proof construction with welded seams at each j oint continuous
along the entire circumference of the casing pipe. Both ends of the casing pipe shall
be sealed against water intrusion by the use of 8-inches of solid masonry as shown
on the standard details, and the lower end shall have a one (1) inch PVC
condensation drain. Refer to the bore -and -jack Standard Detail.
Table 4.1
Minimum Wall Thickness for Steel Casing Pipe
Nominal
Nominal
Thickness
Diameter
Inches
Inches
0.250
Under 14 - 28
0.312
30
0.375
32 - 36
0.500
Over 36
b) When casing is installed without benefit of a protective coating, and said casing is
not cathodically protected, the wall thickness shown above shall be increased to the
nearest standard size, which is a minimum of 0.063 inches greater than the thickness
shown.
Steel Pipe
a) Steel pipe shall have minimum yield strength of 35,000 psi, and shall be spiral -
welded steel pipe, uncoated, as manufactured by Armco Steel Corporation, or
equal.
Length of Pipe
a) Casing pipe under streams shall extend from 10 Ft from the top of channel bank on
one side of the stream to 10 Ft from the top of channel bank on the other side, or as
directed by the Engineer. All extensions of casing pipe shall also comply with all
conditions in the County buffer impact permit as applicable.
TS 014 Page 2 13

7.0 Construction
a) Casing pipe shall be so constructed as to prevent leakage of any substance from
the casing throughout its length. Casing shall be so installed as to prevent the
formation of a waterway under the roadway with an even bearing throughout its
length, and shall slope to one end (except for longitudinal occupancy). Ends of
casing pipe shall be sealed by using brick and mortar or by the use of an approved
end seal per the Standard Detail. Casing pipe that has welded joints shall be
welded by a certified welder.
b) Where casing and/or carrier pipe is cathodically protected, the Engineer shall be
notified and suitable test made to ensure that other structures and facilities are
adequately protected from the cathodic current in accordance with the
recommendations of current Reports of Correlating Committee on Cathodic
Protection, published by the National Association of Corrosion Engineers.
8.0 Method of Installation
a) Bored or jacked installations shall have a bored hole diameter essentially the same
as the outside diameter of the pipe. If voids develop causing the bored hole diameter
to be greater than the outside diameter of the pipe by more than approximately 1
inch, remedial measures as approved by the Engineer shall be taken. Boring
operations shall not be stopped if such stoppage would be detrimental to the
roadway.
b) Not less than ten (10) days prior to commencing any boring and jacking, the
contractor shall submit a "Boring and Jacking Plan" to the Engineer for review,
outlining in detail his proposed methodology for accomplishing all boring and
jacking. The plan shall include, but not be limited to, location and angle, type and
size of equipment and materials to be used on each bore, estimated time of
completion, etc.
9.0 Depth of Installation
a) Casing pipe under streams shall be installed to the depth indicated on the plans for
reuse irrigation and a minimum of three (3) feet of cover.
10.0 Valves and/or Manholes
a) Accessible valves and /or manholes shall be installed on each side of the crossing
as shown on the approved plan sheets.
11.0 Execution of Work
a) The execution of the work on all roadways shall be subject to the inspection and
direction of the Engineer and / or County staff, and shall be installed as shown on
the approved plans and in conformance with this specification.
TS 014 Page 3 13

EXISTING UNDERGROUND UTILITIES
SECTION 01011— EXISTING UNDERGROUND UTILITY LINES and STRUCTURES
PART 1 GENERAL
1.01
A. The Contractor is responsible to ascertain the location and type of underground utility lines or
structures that may be located within the limits of his work area. Some of these underground utilities
or structures have been designated on the plans, however, the exact location may vary and others may
not be designated. The contractor is, therefore, fully responsible for verification of the exact location
of all underground utility lines or structures within the work limits, whether shown on the plans or not,
and for providing necessary protection or repair if damaged.
1.02 Underground Damage Prevention Act
A. The contractor is directed to comply fully with the applicable provisions of Senate Bill 168
"Underground Damage Prevention Act" as passed by the General Assembly of the State of North
Carolina.
B. Listing of Utility Companies: The following utility companies may have facilities within the work
limits and it is recommended that the contractor establish coordination with each prior to initiating
work. There may be others not mentioned herein.
Carolina Power & Light
Phone: [phone]
Larry Lenning
2. North Carolina One -Call
1-800-632-4949
1.03 Request or existing Underground Utility line or Structure Location and Marking by Owners:
A. The contractor shall make a written request to facilitate utility owners in locating their facilities within
the limits of this contract at least 48 hours in advance of the day excavation or demolition work is
scheduled to begin. Location assistance is requested from the owner should include the actual
horizontal location, type number, size and depth of all lines. Some, but not all inclusive, cooperative
actions the contractor should take either, on or off the job site are as follows:
1. The contractor shall ascertain if the user desires to have his representative present during the work.
2. The contractor shall comply with all standard regulations and take all precautions required by the
owner of the facility.
3. All costs associated with locating and marking existing utilities shall be borne by the contractor.
4. The contractor shall inform all equipment operators, those employed by him or those employed by his
subcontractors, at the job site of information obtained from the owners prior to initiation of work.
The Conservancy October 5, 2022
Existing Underground Utility Lines and Structures 01011-1

EXISTING UNDERGROUND UTILITIES
The contractor shall immediately notify utility owner of any leaks or breaks, dents, gouges, grooves or
other damages to such line coating or cathodic protection created or discovered by him in the course
of the work.
6. The contractor must immediately alert the occupants of the adjacent premises of any emergencies that
he may create or discover at the work site.
1.04 Location and Protection of Utility Lines:
A. The location of all utilities shall be made with locating equipment well in advance of actual work.
The located facility shall be plainly marked by coded paint designations on the paved areas or by
coded stakes or flags along the unpaved areas. All marked locations are to be made at least 50 feet in
advance of all trench excavation and the location and utility protection provided by the contractor
must be to the satisfaction of the engineer at no extra cost. Further, the contractor shall uncover any
utility and obtain the utility elevation as required by the engineer at no additional cost. All damages to
existing utility facilities in the work area during trenching and installation of facilities for this contract
are the responsibility of the contractor and he shall repair or replace damaged lines to the satisfaction
of the utility owner at no extra cost to the Owner.
1.05 Protection of Existing Utilities and Facilities:
A. In the conducting of his operations, the Contractor shall take special precautions to protect equipment,
structures, utility lines, roadways and subsurfaces, and submerged and overhead facilities remaining in
place for damage or disturbed by his operations. In the event the facilities are disturbed, damaged or
injured as a result of the contractor operation, the contractor shall immediately notify the owner and in
conjunction with the owner determine the proper method of replacing, repairing or restoring the
affected facilities at least to the conditions which existed prior to the Contractor's operations. The
Contractor shall, at his own expense, replace, repair or restore the affected facilities or areas to their
original condition or shall reimburse the owner of said facilities for such expenses as the said owner
may accrue in performing the work.
B. Payment: No separate payment will be made for location of existing underground utility lines and
structures. All costs incurred by the contractor for this work should be included in the unit price or
lump sum price for the item of work to which it pertains.
END OF SECTION 01011
The Conservancy October 5, 2022
Existing Underground Utility Lines and Structures 01011-1

EROSION and SEDIMENTATION CONTROL
SECTION 01560 - EROSION AND SEDIMENTATION CONTROL
PART 1 GENERAL
1.01 General: The contractor shall be responsible for erosion and sedimentation control within the construction
limits; for prevention of sediment laden runoff leaving the construction limits or entering ditches, streams or
water impoundments; and for implementation of necessary erosion and sedimentation control measures to meet
the requirements of the North Carolina Department of Environment, Health, and Natural Resources and
Chatham County Soil and Erosion Control Ordinance. The contractor shall also be responsible for all
damages or fines resulting from erosion or sediment laden runoff in the execution of his contract.
1.02 Construction Sequence: While the use of erosion and sedimentation control devices is especially important
on areas of steep topography, easily erodible soils and sites in close proximity to water courses throughout the
construction period, the control measures should be installed prior to the commencement of land clearing and
shall be fully maintained and periodically inspected until final restoration and stabilization is completed.
Unrestored cleared areas shall be kept to a minimum. Disturbed areas ahead of construction shall only be
accomplished on those segments for the shortest practical distance as required for continual progress. Final
restoration shall not be delayed until completion of the project but will be carried out in phases as the
work proceeds. Under no circumstances will any areas be left denuded for more than (14) fourteen calendar
days, or shorter dependent upon local requirements, without some form of stabilization until final restoration is
complete.
1.03 Sedimentation Control Measures: The following are some of the sediment control devices or measures that
may be required to prevent sedimentation of streams, water courses, or drainage structures:
1. Earth berms and/or diversion and intercept ditches.
2. Skimmer sediment basins
3. Outlet dissipaters
4. Inlet protection
5. Silt fences - not to be placed in streams or ditches perpendicular to flow.
6. Check dams
7. Gravel construction exits
8. Temporary seeding and mulching
1.03.1 Detail Drawings: The locations of sedimentation and erosion control devices are shown on the plans or as
otherwise required by the regulating agency or the owner as work proceeds.
1.04 Stream Protection: Where construction activities are necessary in close proximity to streams, or wetlands as
regulated by the Army COE, they shall be performed in a manner that does not contribute to degradation or
blockage of the stream -flow. In order to prevent possible degradation or blockages, the contractor shall be
required to:
1. Keep all construction debris, excavated materials, brush, rocks, refuse and topsoil as far from these
waterways as possible. Restrict machinery operation near or in waterways to the extent necessary for
grading or construction of utility crossings. In no case shall any disturbance of soils occur in wetland
protection areas as identified upon the construction drawings.
2. If construction work areas are necessary in a waterway, they shall be protected as indicated on the
plans.
3. If temporary roadways are essential for the construction activities, they shall be constructed of soils
The Conservancy October 5, 2022
Erosion and Sedimentation Control 01560-1

EROSION and SEDIMENTATION CONTROL
which are non -erodible materials and must not span more than half way across the water course or
wetland area at any one time unless otherwise approved by the Engineer. These temporary roadways
shall be entirely removed as soon as their requirement is met. Work in these areas shall follow the
requirements of the Army Corp of Engineers, Division of Water Quality, or other plans as
applicable.
1.05 Construction Access: The travel of equipment to and from the construction areas shall be minimized not only
to protect areas that will not be denuded, but also to prevent the spreading of sediment within and outside of the
construction areas. Therefore, special construction equipment travel corridors will be established for this use
and instructions shall be issued for their use. Use of these corridors must be fully enforced. Other non -essential
traffic must be restricted or discouraged. Indiscriminate and convenience traffic shall not be allowed.
1.06 Stockpile/Borrow Areas: The contractor shall be responsible for creating and maintaining stockpile or borrow
areas which he may be required to complete the contract. He is also required to incorporate all necessary
sediment and erosion controls measures necessary to prevent erosion and contribution of sediment to adjacent
areas. The contractor is responsible for obtaining all necessary permits or approvals for borrow or spoil
areas outside the construction limits.
1.07 Disposal of Excess Water From Excavations: The contractor shall practice management of excess water
pumped from excavations to reduce the production and spreading of sediment. Pumped water shall be
discharged onto stabilized surfaces and allowed to filter through existing vegetation if possible, otherwise,
additional control measures may be necessary. If ditches are required to remove pumped water from
construction excavations, they shall be given the same consideration as any other man-made waterway and they
shall be stabilized as to not degrade and produce sediment.
1.08 Excavation and Backfill: Excavation shall be closely controlled and all the material removed from the
excavation shall be selectively stockpiled in areas where a minimum of sediment will be generated and where
other damage will not result from the piled material.
Drainageways shall be protected at all times and the placement of material in drainageways for
convenience shall not be allowed. Backfilling operations shall be performed in such a manner that any
remaining trees are not damaged. Temporary repaving shall be placed promptly after backfill operations are
completed in improved areas.
1.09 Final Grading and Seeding: Final grading, topsoil re -spreading, seeding and/or sodding shall be performed as
specified in these specifications elsewhere. After the construction phase is complete, permanent vegetation of
the areas, that have been disturbed, shall be re-established as rapidly as possible. If the completion of the
construction activities does not coincide with a season in which permanent vegetation can be generated, an
interim or temporary program is required. This shall include soil conditioners and mulching as necessary for
soil stabilization. In any case, sediment and erosion controls shall be installed promptly and their maintenance
assured.
1.10 Approval: The approved Erosion Control Plan will be provided by the engineer. Any standard conditions
relating to soil erosion and sediment control issued to the contractor as a part of any permit shall be available at
the job site at all times.
1.12 Payment: Under the provisions of this contract, no separate payment will be made for any labor or materials
necessary to provide for the restoration of erosion and sediment control during the construction project.
Payment will be included within the unit price or lump sum price for the particular item that requires its
The Conservancy October 5, 2022
Erosion and Sedimentation Control 01560-2

EROSION and SEDIMENTATION CONTROL
restoration.
END OF SECTION 01560
The Conservancy October 5, 2022
Erosion and Sedimentation Control 01560-3

CLEARING, EXCAVATING, FILLING, and GRADING
SECTION 02110 - CLEARING, EXCAVATING, FILLING, AND GRADING
PART 1 GENERAL
1.01 Utilities
A. Contact all utility companies prior to excavation.
B. Locate utilities by hand excavation and protect from damage.
C. If lines are encountered with were not previously identified, promptly ensure that service is not
interrupted. Locate on as -built drawings.
D. Cooperate with Owner's Representative and utility companies in maintaining services. Do not break
utility connections without providing temporary services acceptable to Owner's Representative and
utility company.
E. Repair damages to existing utilities as directed by utility company or reimburse the utility for the
work done as required.
F. All abandoned sewer outlets shall be plugged with concrete at curb or pavement lines. Notify
Owner's Representative for verification inspection.
1.02 Explosives
Use of explosives will not be permitted unless approved in writing by Owner's Representative and
appropriate local authorities.
1.03 Protections
A. Protect structures, utilities, sidewalks, pavements, and other facilities indicated to remain from
damage. Protect adjacent properties as required.
B. Provide suitable barricades to open excavations and provides adequate warning lights.
C. Protect existing trees and vegetation which are to remain from physical damage. Do not store
materials or equipment within the drip line.
D. Provide bracing, shoring, and dewatering in excavations as required to maintain sides, to protect
adjacent structures from settlement, and to prevent injury to personnel, complying with local and
OSHA regulations. Maintain bracing and shoring until excavations are backfilled.
E. Do not interfere with normal traffic on roads, streets, walks, and other adjacent occupied or used
facilities. When working in the NCDOT right-of-way, adhere to all requirements as outlined upon
the encroachment and driveway permit.
The Conservancy October 5, 2022
Clearing, Excavating, Filling, and Grading 02110-1

CLEARING, EXCAVATING, FILLING, and GRADING
F. Restore affected areas to the condition existing prior to the start of work, unless otherwise directed.
G. Control air pollution, caused by dust and dirt, from becoming a nuisance to the public and
operations. Comply with governing regulations.
H. Burning of waste materials is not permitted. Burning of clearing materials is not allowed within
1200 feet of any residence. Upon authorization of the Owner burning of cleared material is allowed
provided all required local permits are obtained by the contractor and are adhered to.
1.04 Clearing
A. Unless directed otherwise by Owner's Representative, remove all obstructions interfering with
construction or operation to a minimum of 2' below grade and properly dispose of off site. Clearing
to include but not be limited to such items as trees, shrubs, buildings, pavement, and foreign articles
from the area bounded by all curb or pavement lines and all adjoining property lines.
B. Strip all vegetation, top soil, and rubble from the construction area. At the request of Owner's
Representative, excess fill or excavated dirt may be saved for later use.
1.05 Excavation
A. General
Remove material encountered to obtain required subgrade elevations.
2. Keep excavations free from water.
3. Notify Owner's Representative at the completion of all excavation and allow inspection of
the excavation.
4. If unsatisfactory soil materials are encountered at design elevations, notify Owner's
Representative and continue excavation as directed. If conditions are not a result of
Contractor's negligence, additional excavation will be measured as directed by Owner's
Representative and paid for in accordance with contract conditions relative to changes in
the work.
5. If environmentally impacted soils and/or water are encountered, contact the Owner
Representative immediately.
B. Pavement Areas
Excavate areas to be paved to comply with cross -sections, elevations, and grades indicated.
C. Foundations
The Conservancy October 5, 2022
Clearing, Excavating, Filling, and Grading 02110-2

CLEARING, EXCAVATING, FILLING, and GRADING
Excavate for structure to elevations and dimensions shown. Widen excavation a sufficient distance
to permit placing and removal of other work and for inspection. Trim bottom to required lines and
grades to provide solid base to receive concrete. Perform excavation adjacent to existing supports
or foundations carefully so as not to disturb existing foundations. Adequately support adjacent
structures where required. Owner's Representative to inspect the excavation before the foundation
is poured to determine if additional soil compaction is required. If no compaction is required, place
the foundation on undisturbed soil. Unauthorized excavations (remove of materials beyond
indicated subgrade elevations) may be filled with lean concrete or corrected by extending the
indicated bottom elevation of the footing to the lower elevation, acceptable to Owner's
Representative.
1.06 Compaction — General
A. Notify Owner's Representative to arrange professional services for testing of each lift of fill/backfill
materials and compaction. Lifts which are not tested may be required to be removed, at the
discretion of Owner's Representative, with no additional compensation to the Contractor. The
Modified Proctor Test (A.S.T.M. D1557, latest edition) shall be used to determine the maximum
density.
B. Unless indicated otherwise, compact each layer of backfill and fill soil materials and the top 12" of
subgrade for structures to 90% maximum density for cohesive soils and to 95% maximum density
for cohesionless soils. For compaction requirements under flexible pavement, refer to Section
02510.
C. Pond Embankment compaction to 90% maximum density for per ASTM D-1556..
D. Moisten or aerate each lift as necessary to permit compaction to the required density.
1.07 Backfill and Fill
A. General
1. Contact Project Geotechnical Engineer for concrete subgrade requirements and Division
for asphalt subgrade requirements.
2. Prepare ground surface to receive fill by removing vegetation, top soil, debris,
unsatisfactory soil materials, and obstructions. Scarify as required so that fill material will
bond with existing surface.
3. Use clean soil materials free of debris, organic matter, waste, frozen material, clay, rock,
or gravel larger than 2" in any dimension.
4. Contractor's fill source must be tested and approved prior to commencing work. Owner's
Representative must approve all backfill/fill material before it is placed.
5. Backfill excavations as promptly as work permits once required inspections have been
completed.
The Conservancy October 5, 2022
Clearing, Excavating, Filling, and Grading 02110-3

CLEARING, EXCAVATING, FILLING, and GRADING
Unless indicated otherwise, place backfill and fill materials on dam in lifts not more than
8" in loose depth, compacting each lift to required maximum density. One test per lift for
every 5,000 SF.
Do not place materials on surface that are muddy, frozen, or contain ice or frost.
Refer to Project Geotechnical Engineer for pond liner placement requirements (attached in
Appendix "A")
1.08 Grading
A. Grade areas indicated, including adjacent transition areas, with uniform levels or slopes between
finish elevations. Shape surface of areas to within 0.10 feet above or below required subgrade
elevation, compacted as required.
B. Repair and re-establish grades in settled, eroded, rutted, or otherwise damaged areas.
PART 2 EXCAVATING, FILLING & GRADING
1. All sub -titles under this specification and Section 02720 Storm Drainage must comply with local and OSHA
regulations.
2. Utilities. Contractor shall contact utility companies prior to excavation. Locate utilities by hand excavation
and provide protection from damage. Cooperate with Owner's Representative and utility companies in
maintaining services. Do not break utility connections without providing temporary services as acceptable
to Owner's Representative. Repair damages to existing utilities as described by utility company or reimburse
the utility for work the utility has done.
3. Explosives. Use of explosives will not be permitted unless approved in writing by Owner's Representative
and appropriate local authorities.
4. Protections. Protection structures, utilities, sidewalks, pavements, and other facilities in areas of work.
Barricade open excavations and provide warning lights. Comply with governing safety regulations.
5. Provide bracing and shoring in excavations as required to maintain sides and to protect adjacent structures
from settlement. Maintain until excavations are backfilled.
6. Excavation. Remove and properly dispose of materials encountered to obtain required subgrade elevations,
including pavement, obstructions, underground structures, and utilities indicated to be removed.
7. Cut ground under pavements to comply with cross -sections, elevations, and grades indicated.
8. Excavate for structure to elevations and dimensions shown, extending excavation a sufficient distance to
permit placing and removal of other work and for inspection. Trim bottom to required lines and grades to
provide solid base to receive concrete.
The Conservancy October 5, 2022
Clearing, Excavating, Filling, and Grading 02110-4

CLEARING, EXCAVATING, FILLING, and GRADING
Unauthorized excavations (removal of materials beyond indicated subgrade elevations) may be filled with
lean concrete, or corrected by extending the indicated bottom elevation of the footing of the lower elevation,
as acceptable to Owner's Representative.
10. If unsatisfactory soil materials are encountered at design elevations, continue excavation as directed by
Owner's Representative. If conditions are not a result of Contractor's negligence, additional excavation will
be measured as directed by Owner's Representative and paid for in accordance with contract conditions
relative to changes in the work.
11. Rock excavation consists of the removal and disposal of a formation that cannot be excavated without
systematic drilling and blasting, except such materials that are classified as earth excavation.
Boulders larger than 1/2 cubic yard or more in volume shall be classified as rock. Typical of
materials
classified as rock are:
• "Rip" rock— all subsurface materials that cannot be excavated using pans / scrapers, loaders,
bulldozers, etc. and required pre -loosening with a bulldozer equipped with a single tooth ripper
having
a minimum bar pull rating of at least 56,000 pounds. (i.e. Caterpillar D-8K), or a Caterpillar 977
track
loader (or its equivalent to achieve excavation.
• Blast rock — all subsurface materials that cannot be excavated or pre -loosened with the above
described equipment or its equivalent and occupying an original volume of at least one cubic yard.
• Trench rock — all subsurface materials that cannot be excavated or pre -loosened with a track
mounted backhoe having a minimum bucket curling force rating of at least 25,500 pounds and
occupying an original volume of at least'/2 cubic yard.
The Contractor may provide a demonstration that materials encountered cannot be ripped with the
above
rated equipment and should be classified as rock.
The Contractor, at the A/E option, shall provide equipment specification data verifying the above
minimum
equipment will be used for the demonstration.
The Designer shall be the final judge as to what is to be classified as rock excavation.
Intermittent drilling or ripping performed to increase production and not necessary to permit
excavation of
material encountered will be classified as earth excavation.
12. Prepare ground surface to receive fill by removing vegetation, top soil, debris, unsatisfactory soil materials
and obstruction s. Scarify as required so that fill material will bond with existing surface.
13. Backfill excavations as promptly as work permits once any required inspections have been completed.
14. Backfill and Fill. Use clean soil materials free of: clay, rock or gravel larger than 2" in any dimension,
debris, vegetable matter, waste, and frozen materials.
15. Place backfill and fill materials in layers not more the 8" in loose depth, compacting each layer to required
maximum density. Do not place materials on surfaces that are muddy, frozen, or contain ice or frost.
The Conservancy October 5, 2022
Clearing, Excavating, Filling, and Grading 02110-5

CLEARING, EXCAVATING, FILLING, and GRADING
16. If water conditions are encountered, Contractor shall either dewater hole as necessary to allow compaction
of fill or supply a fill material which is suitable and compactable for the given water and moisture conditions.
Any contract price adjustments must be authorized in writing by Owner's Representative prior to proceeding.
17. Earthen Liner requirements (24% Bentonite augmentation, refer to Project Geotechnical Engineering
Report) Pond(s) permeability of 1x10-6 cm/sec required.
18. Earthen Liner Placement and Compaction — All clay liner materials shall be moisture conditioned to 2-3%
above optimum. The Owner will retain a 3d party geotechnical firm to monitor placement of liner material
with permeability test to confirm achievement of standard.
19. Other Compaction. Compact each layer of backfill and fill soil materials and the top 12" of subgrade for
structures, and slabs (excluding pavement slabs) to 90% maximum density for cohesive soils and 95% for
cohesionless soils. At lawns or unpaved areas, 85% maximum density for cohesive soils and 90% for
cohensionless soils based on a Modified Proctor Test.
20. Sprinkle water on surface of subgrade or layers of soil materials where soil is too dry to permit compaction
to required density. Remove and replace, or scarify and air dry, soil material that is too wet to permit
compaction to required density.
21. Notify Owner's Representative to arrange with professional services for testing of fill/backfill materials and
compaction.
22. Grading. Grade areas indicated, including adjacent transition areas, with uniform levels or slopes between
finish elevations. Shape surface of areas to within 0.10 feet above or below required subgrade elevation,
compacted as required.
23. Maintenance. Repair and re-establish grades in settled, eroded, rutted, or otherwise damaged areas.
24. Disposal. Remove from site and properly dispose of excess excavated material, trash, debris and waste
material. Inert material may be wasted within the project limits as directed by the Owner.
END OF SECTION 02110
The Conservancy October 5, 2022
Clearing, Excavating, Filling, and Grading 02110-6

SECTION 02600 — LOW PRESSURE SANITARY SEWERAGE COLLECTION SYSTEM
161.1'A WM BI►I WAR l
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A. Drawings and general provisions of Contract, including General and Supplementary Conditions and other
Division 1 Specification Sections, apply to this Section.
GYIL/ QI V.11 Ali
A. This Section includes low pressure sanitary sewerage collection system piping and appurtenances from
each pump station to the discharge point.
SUBMITTALS
A. General: Submit the following in accordance with Conditions of Contract and Division 1 Specification
Sections.
B. Product data for sanitary sewerage piping specialties.
C. Shop drawings for precast concrete sanitary wet wells, including frames and covers.
D. Shop drawings for simplex grinder pump stations including associated controls
E. As -built drawings showing pipe sizes and valves, locations, elevations and profile changes. Include
details of underground structures and connections. Show other piping in the same trench and clearances
from sanitary sewerage system piping. Indicate interface and spatial relationship between piping and
proximate structures. As -built drawings shall locate all underground structures ( valves, etc.) with not less
than two dimensions to permanent above ground objects or structures.
QUALITY ASSURANCE
A. Environmental Compliance: Comply with applicable portions of local environmental agency regulations
pertaining to sanitary sewerage systems.
B. Utility Compliance: Comply with utility regulations, regulations of authorities having jurisdiction and
local standards pertaining to sanitary sewerage systems. All construction shall be in accordance with
Section 15A NCAC 2T of the State of North Carolina Department of Environment, Health &
Natural Resources Division of Environmental Management.
19 K1111 XdJI 9010111 Y LOW
A. Site Information: Perform site survey, research public utility records, and verify existing utility locations.
Verify that sanitary sewerage system piping may be installed in compliance with original design and
referenced standards.
The Conservancy October 5, 2022
LOW PRESSURE FORCEMAIN
2600-1

SEQUENCING AND SCHEDULING
A. Coordinate connection to wastewater treatment plant with Owner.
B. Coordinate with other utility work.
C. Do not disrupt services of existing active systems. If it is necessary to disrupt existing services, Owner
shall be notified of such required disruption 48 hours in advance.
171tiO4NWK1111116110
MANUFACTURERS
A. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
Underground Warning Tapes:
a. Type (3) Detectable Marking Tape as manufactured by Linegaurd, Inc. or approved equal
PIPE AND FITTINGS
A. General: Provide pipe and pipe fitting materials compatible with each other. Where more than one type
of materials or products is indicated, selection is Installer's option.
B. Piping: All pressure sewer piping shall be ductile iron, or PVC as specified below. All pressure sewer
force main within street or highway rights -of -way shall be clearly identified with green plastic locator
tape made specifically for that purpose. The tape shall be marked with black lettering clearly identifying
the pipelines as sanitary sewer. The tape shall be Type III Detectable Marking Tape as manufactured by
Lineguard, Inc., or approved equal.
1. Ductile Iron Pressure Sewer: All ductile iron pipe furnished shall be Pressure Class 350, conforming
to the requirements of ANSI/AWWA C-151/A21.51 and shall have a cement mortar lining in
accordance with AWWA C-104. DIP shall be furnished with push -on joints in accordance with
AWWA C111.
2. PVC Pressure Sewer: Unless amended on the Construction Drawings, all PVC Pressure Pipe shall
be SDR 21, Class 200 pipe made from materials whose Cell Classifications are either Class 1245A
or 1245B, and shall be furnished in lengths of 20 feet. Lesser lengths will be accepted to allow the
proper placement of fittings, valves, etc. All PVC Pipe will be shipped, stored, and strung at the
project in such a manner as to be protected from total accumulated exposure to sunlight and possible
ultraviolet radiation of no more than four (4) weeks.
Pipe jointing for all main line pipe shall be by ELASTROMERIC GASKET JOINTS only,
confirming to ASTM standard D-3139. Pipe Bells for all pipes three-inch and larger shall
be integral to the pipe; sleeve couplings are not allowed.
Whenever a PVC pressure sewer crosses over or within 1.5 feet below a water main, the
PVC pipe shall be replaced with ductile iron pipe as specified above. The ductile iron pipe
shall extend not less than 10 feet on each side of the water main.
C. Fittings: All fittings for pipes four -inch and larger shall be Ductile Iron or Cast Iron. All fittings for pipes
smaller than 4-inch shall be solvent weld PVC.
1. Cast Iron and Ductile Iron Fittings: All cast iron or ductile iron fittings shall be Pressure Class 250,
mechanical joint fittings, in accordance with AWWA C-110 or pressure class 350 compact fittings
in accordance with AWWA C-153. All fittings shall be furnished bell and bell unless otherwise
The Conservancy October 5, 2022
LOW PRESSURE FORCEMAIN
2600-2

indicated on the drawings. All fittings shall have a cement mortar lining of standard thickness in
accordance with AWWA C-104.
2. PVC Fittings: PVC fittings for pressure sewer mains shall be Schedule 80 fittings furnished in
accordance with ASTM D-2467 with solvent weld joints installed according to ASTM D-2855.
D. Valves: All valves on pressure sewer mains shall be plug or ball valves as specified below. Valve
operations shall be open to the left.
Plug Valves: All valves on pressure sewer mains shall be eccentric plug valves as follows:
Plug valves shall be non -lubricated, with a plug facing of a material specifically recommended by
the valve manufacturer for the indicated service and shall have stainless steel permanently lubricated
upper and lower plug stem bearings. Valve seats shall be nickel. Valves shall be designed and
adjustable seals with are replaceable without removing the bonnet. The bearing and seal area shall
be protected with grit seals.
Area of port opening for all valves shall be no less that 81% of full pipe area. 12-inch and smaller
valves shall be rated at 175 psi. 14-inch and larger valves shall be rated at 150 psi. Bi-directional
shut off is required.
Plug valves shall be as manufactured by Desurik Corporation, Milliken Valve Co., Keystone Valve,
or approved equal.
Buried valves four -inches and larger and other valves specifically indicated shall have mechanical
joint ends conforming to ANSI A21.11.
Buried valves three inches and smaller shall have schedule 80 threaded ends and shall be connected
to the pressure main by schedule 80 PVC threaded by socket adapters.
Buried plug valves shall have 2-inch operating nuts within 10-inches to 15-inches below
finish grade.
b. Extension stems, stem guides, operating levers, and other miscellaneous items required for
a complete installation shall be provided in accordance with the requirements and
recommendations of the manufacturer.
Buried plug valves shall be provided with adjustable valve boxes. Valves boxes shall be
cast iron conforming to ASTM A-48, Class 30. Valve box castings shall be fully
bituminous seal coated Valve box shall be Tyler 462A or equal.
PART 3 - EXECUTION
Installation of PVC Low Pressure Pipe: PVC pressure sewer main shall be installed substantially
inaccordance with the Standard Recommended Practices for UNDERGROUND INSTALLATION OF
FLEXIBLE THERMOPLASTIC SEWER PIPE, ASTM D-2321. The following exceptions shall be taken
to the Standard:
A. Installing Valves and Fittings: Valves and fittings shall be installed in the manner specified for
cleaning, laying and jointing pipe. Valves shall be installed at locations shown on the Plans and/or
as directed by the Engineer.
1) Valve Boxes: A valve box shall be installed at every buried plug valve. The valve box
shall not transmit shock or stress to the valve and shall be centered and plumb over the
operating nut, with the box cover flush with the pavement or other existing surface. Where
the box is not in pavement, the top section shall be anchored by an 6" concrete doughnut
or an approved pre -cast concrete pad, set flush with the existing terrain.
The Conservancy October 5, 2022
LOW PRESSURE FORCEMAIN
2600-3

2) Combination Air /. Vacuum Release Valves: Combination valves shall be Golden
Anderson Industries Figure 935 or approved equal and shall be located at all high points
along forcemain where elevation difference from high point to low point exceeds 10 feet
( see construction drawings for specific locations ).
3) Pressure Cleanouts: Cleanouts shall be located at all low points along forcemain ( see
construction drawings for specific locations ).
B. Alignment and Grade: The pressure sewer shall be laid and maintained at the required lines and
grades with fittings and valves at the required locations, spigots centered in bells, and all valve
stems plumb.
After curb and gutter has been installed, the location and depth of the pressure sewer main and
valves, etc., will be checked for conformance with approved plans. Any deficiencies will be
corrected to the satisfaction of the Engineer prior to testing and activation of the mains.
Depth of Pipe Installation: Unless otherwise indicated on the Plans, or required by existing
utility location, all pipes shall be installed with the top of the pipe at least 4.5' below the
edge of the adjacent roadway pavement or 4' below the ground, above the pipe, whichever
is greatest. The Contractor is instructed to check construction plans and blow-up views for
additional requirements.
The Contractor may be required to vary the depth of the pipe to achieve minimum clearance
from existing utilities while maintaining the minimum cover specified whether or not the
existing pipelines, conduits, cables, mains, etc., are shown on the plans. Refer to
construction plans for vertical and horizontal clearances.
C. Testing: The water for testing purposes shall be provided by the Contractor.
The maximum infiltration rate of 10 gallons per day per inch of pipe diameter per mile of
pipe installed in accordance with 15A NCAC 2T
The test pressure will be 150 PSI at the low point of the section under test for 2 hours.
L=SD(P)'/z
133,200
L = Allowable leakage, in gals. per hour
S = Length of line under testing (ft)
D = Nominal diameter of pipe, inches
P = Average test presure, psi
IDENTIFICATION
A. Install continuous plastic underground warning tape during back -filling of trench for
underground water service piping. Locate 6 to 8 inches below finished grade, directly over
piping.. IDENTIFICATION Metallic -Lined Plastic Underground Warning Tapes:
Polyethylene plastic tape with metallic core, 6 inches wide by 4 mils thick, solid green in
color with continuously printed caption in black letters "CAUTION - SEWER LINE
BURIED BELOW."
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The Conservancy October 5, 2022
LOW PRESSURE FORCEMAIN
2600-4

STORM DRAINAGE
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1 RELATED DOCUMENTS
A. Drawings and general provisions of Contract, including General and Supplementary Conditions apply to
this Section.
2 SUMMARY
A. This Section includes storm sewerage system piping and appurtenances.
B. Related Sections: The following sections contain requirements that relate to this section:
1. Section 02110 "CLEARING, EXCAVATING, FILLING, GRADING" for excavation and
backfill required for storm sewerage system piping and structures.
3 SUBMITTALS
A. General: Submit the following in accordance with Conditions of Contract.
B. Product data for drainage piping specialties.
C. Shop drawings for precast concrete storm drainage manholes and Curb and drainage inlets, including
frames, covers, grates and steps. ( NCDOT approval stamp required )
4 QUALITY ASSURANCE
A. Materials and installation shall comply with these specifications and requirements of NCDOT "Standard
Specifications for Road and Structures dated January 2002".
5 PROJECT CONDITIONS
A. Site Information: Perform site survey, research public utility records, and verify existing utility locations.
Verify that storm sewerage system piping may be installed in compliance with original design and
referenced standards.
1. Locate existing natural drainage swales.
2. Verify protected wetland areas and leave undisturbed.
PART 3 - PRODUCTS
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A. Reinforced Concrete Sewer Pipe and Fittings: ASTM C 76, Class III, Wall B, for rubber gasket joints.
1. Gaskets: AASHTO M 198 751, Type B or ASTM C 443, installed in accordance with
manufacturer's recommendations.
2. Flared end sections shall be per ASTM C76 or AASHTO H 170 (for sections with toe wall)
The Conservancy
Storm Drainage
October 5, 2022
02720 - 1

STORM DRAINAGE
B. High Density Polyethylene Pipe (HDPE): AASHTO Designation M252 Type S, M294 Type S and MP7-
97 Type S, smooth interior/annular exterior. Only permitted when specifically indicated on Drawings.
Pipe shall be installed in accordance with pipe manufacturer's installation Guidelines for Culvert Storm
Drainage Applications.
Pipe Joints and fittings shall conform to AASHTO M252 and M294.
Acceptable manufacturers: Advanced Drainage Systems, Inc. "ADS N-12", HANCOR, INC. "Hi-Q", or
approved equal.
C. Polyvinyl Chloride (PVC) Pipe: ASTM D3034, rated SDR 35 (or ASTM 949 for Profile Pipe) continually
marked with manufacturer's name, pipe size, cell classification, SDR rating, and ASTM D 3034
classification. Only permitted when specifically indicated on Drawings.
1. Pipe joints: ASTM D 3212 using restrained gasket conforming to ASTM F477.
2. DRAINAGE STRUCTURES
A. Precast Concrete Catch Basins: ASTM C 478 or ASTM C 858, precast reinforced concrete, of depth
indicated. Sections shall have provision for rubber gasket joints. Base section slab shall have minimum
thickness of 6 inches, riser sections shall have minimum thickness of 4 inches, and top section and grade
rings shall match details as provide on the construction drawings.
B. Manholes: Conform to Section 02536.
C. Grates and Frame: Provide in accordance with details shown on Drawings.
Provide heavy duty grates, with maximum slot width of 1-1/8"
Acceptable Manufacturers:
a. Neenah Foundry.
b. East Jordan Iron Works.
C. Bass & Hays Foundry.
D. Cast -In -Place concrete for drainage structures including manholes, inlets, catch basins, collars, support
blocks, headwalls and paved ditches shall conform to ACI 301.
Compressive Strength: 3500 psi at 28 days.
Reinforcement: ASTM A615, grade 40 or 60 deformed reinforcing bars, and ASTM A185 for wire
fabric.
E. Cement Mortar used for paving inverts, filling lift holes, joints, patching and anchoring castings shall
consist of one part Portland cement, type I, ASTM C150, 1/4 part hydrated lime, ASTM C206 and 2-1/2
parts clean, well -graded sand and water free of suspended matter, alkali, and containing no industrial or
domestic waste.
RAW01 [y N 9Y Y 9I:V1 Il N of lei ICII :ty 01011 olell I
A. Concrete: Portland cement mix, 3,000 psi.
1. Cement: ASTM C 150, Type II.
2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.
B. Reinforcement: Steel conforming to the following:
1. Fabric: ASTM A 185, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A 615, Grade 60, deformed.
PART 4 - EXECUTION
The Conservancy
October 5, 2022
Storm Drainage 02720 - 2

STORM DRAINAGE
PREPARATION OF FOUNDATION FOR BURIED STORM SEWERAGE SYSTEMS
A Grade trench bottom to provide a smooth, firm, stable, and rock -free foundation, throughout the length
of the pipe.
B. Remove unstable, soft, and unsuitable materials at the surface upon which pipes are to be laid, and backfill
with clean sand or pea gravel to indicated level.
C. Shape bottom of trench to fit bottom of pipe. Fill unevenness with tamped sand backfill. Dig bell holes
at each pipe joint to relieve the bells of all loads and to ensure continuous bearing of the pipe barrel on
the foundation.
2. INSTALLATION, GENERAL
A. General Locations and Arrangements: Drawings (plans and details) indicate the general location and
arrangement of the underground storm sewerage system piping. Location and arrangement of piping
layout take into account many design considerations. Install the piping as indicated, to the extent practical.
B. Install piping beginning at low point of systems, true to grades and alignment indicated with unbroken
continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and
couplings in accordance with manufacturer's recommendations for use of lubricants, cements, and other
installation requirements. Maintain swab or drag in line and pull past each joint as it is completed.
C. Use manholes or catch basins for changes in direction, except where a fitting is indicated. Use fittings
for branch connections, except where direct tap into existing sewer is indicated.
D. Use proper size increasers, reducers, and couplings, where different size or material of pipes and fittings
are connected. Reduction of the size of piping in the direction of flow is prohibited.
E. Extend storm sewerage system piping to connect to building storm drains, of sizes and in locations
indicated.
G. Joints:
1. Joints shall be constructed as described herein and in accordance with manufacturer's installation
instructions with the intent that they be made watertight.
2. For RCP, the joint surface shall be cleaned and washed with water, if necessary, before the joints
are made. For tongue and groove joints in smaller sizes, make joints butting the inside of the bell
with a cement mortar before joining. The inside joint shall be wiped clean of excess mortar by
brush or a squeegee drawn through the pipe as the laying operations progress. In the lager
diameters, which permit the entry of a man, annular space between pipe sections shall be
completely filled with mortar and finished off smooth with the inside surface of the pipe.
3. CSP shall be j oined by standard corrugated connecting bands. Keep dirt or gravel out from between
the pipes and band so that corrugations fit snugly. While being tightened, the bands shall be tapped
with a mallet to take up slack and insure a tight joint.
4. PVC fittings shall be attached to the pipe by solvent welding according to the manufacturer's
recommendations.
3. DRAINAGE STRUCTURES — MANHOLES, CATCH BASINS, INLETS, AND JUNCTION
BOXES
A. Drainage structures shall be constructed in accordance with details shown on Drawings.
B. Precast Sections:
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Storm Drainage
October 5, 2022
02720 - 3

STORM DRAINAGE
Pipe openings shall be aligned to that of the pipe entering and leaving the manhole, etc. Pipe
shall
be properly aligned with connections to manholes, etc. as shown on the drawings.
C. Cast -In -Place sections shall be as shown on the drawings and in accordance with Section 03300.
1. Form bottom of excavation clean and smooth to correct elevation.
2. Form and place cast -in -place concrete base pad, with provision for storm sewer pipe to be placed
at proper elevation.
3. Form and place cast -in -place concrete walls, sleeved at proper elevation to receive storm sewer
pipe in accordance with details shown on Drawings.
D. Invert channels shall be smooth and accurately shaped to a semicircular bottom conforming to the inside
of the adjacent sewer section. Invert channels and structure bottoms shall be shaped with cement mortar.
Changes in size and grade of invert shall be made gradually and evenly. Changes in direction of the
sewer entering branch or branches shall have a true curve of as large a radius as the manhole will permit.
E. Frames and Covers:
1. Frames and covers shall be set to the proper elevation. The frames shall be firmly embedded in
mortar approximately 1 inch thick and aligned to fit the top section of the structure.
2. Bricks set in mortar used to adjust the frame to finished grade shall be limited to no more than four
courses.
3. Adjustment rings used to make adjustments in grade shall be made with the initial ring embedded
in mortar and the exterior of the rings parged with mortar not less than 1/2 inch thick. No
adjustment made in this manner shall exceed 8 inches.
F. Concrete cradles shall be constructed as shown on the drawings and as needed when crossing over and
under sewer pipe or utility lines. Concrete shall be 3000 psi mix with a minimum thickness of 6 inches.
4. TAP CONNECTIONS
A. Make connections to existing piping and underground structures so that finished work will conform as
nearly as practicable to the requirements specified for new work.
B. Protect existing piping and structures to prevent concrete or debris from entering while making tap
connections. Remove debris, concrete, or other extraneous material that may accumulate.
FIELD QUALITY CONTROL
A. Testing: Perform testing of completed piping in accordance with local authorities having jurisdiction.
B. Cleaning: Clear interior of piping and structures of dirt and other superfluous material as work progresses.
Maintain swab or drag in piping and pull past each joint as it is completed.
1. In large, accessible piping, brushes and brooms may be used for cleaning.
2. Place plugs in ends of uncompleted pipe at end of day or whenever work stops.
3. Flush piping between manholes, if required by local authority, to remove collected debris.
C. Interior Inspection: Inspect piping to determine whether line displacement or other damage has occurred.
1. Make inspections after pipe between manholes and manhole locations has been installed and
approximately 2 feet of backfill is in place, and again at completion of project.
2. If inspection indicates poor alignment, debris, displaced pipe, infiltration, or other defects, correct
such defects and reinspect.
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Storm Drainage
October 5, 2022
02720 - 4

STORM DRAINAGE
END OF SECTION 02720
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October 5, 2022
Storm Drainage 02720 - 5

CAST —IN —PLACE CONCRETE
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PART 1 GENERAL:
1.1 RELATED DOCUMENTS
1.1.1 Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
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1.2.1 This Section specifies cast -in place concrete, including formwork, reinforcing, mix design,
placement procedures, and finishes.
1.2.2 Cast -in place concrete includes the following:
a. Foundations and footings.
b. Slabs -on -ground.
c. Foundation walls.
d. Load -bearing building walls.
e. Equipment pads and bases.
1.3 QUALITY ASSURANCE
1.3.1 Codes and Standards: Comply with provisions of the following codes, specifications, and
standards, except where more stringent requirements are shown or specified:
a. American Concrete Institute (ACI) 301, "Specifications for Structural Concrete for
Buildings."
b. ACI 318, `Building Code Requirements for Reinforced Concrete."
C. Concrete Reinforcing Steel Institute (CRSI) "Manual of Standard Practice."
d. ACI SP-15, "Field Reference Manual", provide copy in field office.
e. ACI SP-66, "Detailing Manual for Reinforced Concrete."
f. ACI 117, "Standard Tolerances for Concrete Construction and Materials."
g. ACI 302, "Guide for Concrete Floor and Slab Construction."
h. ACI 304, "Measuring, Mixing, Transporting and Placing Concrete."
i. ACI 305, "Hot Weather Concreting."
j. ACI 306, "Cold Weather Concreting."
k. ACI 308, "Standard Practice for Curing Concrete."
1. ACI 309, "Recommended Practice for Consolidating Concrete."
In. ACI 311, "Recommended Practice for Building Concrete Inspection."
n. ACI 347, "Recommended Practice for Concrete Formwork"
1.3.2 Inspection and Testing: Owner will employ, at his expense, and Independent Testing Laboratory
(ITL) to perform quality assurance program which will include testing described in the Quality
Control Testing During Construction paragraph in this Section.
1.3.3 Materials and installed work may require testing and retesting at any time during progress of Work.
Tests, including retesting of rejected materials for installed Work, shall be performed at the
Contractor's expense.
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Part 2 Products:
2.1 FORM MATERIALS
2.1.1 Forms for Exposed Finish Concrete: Plywood, metal, metal -framed plywood faced, or other
acceptable panel -type materials to provide continuous, straight, smooth, exposed surfaces. Furnish
in largest practicable sizes to minimize number of joints and to conform to joint system shown on
drawings.
a. Use plywood complying with U.S. Product Standard PS-1 `B-B (Concrete Form) Plywood,
"Class 1, Exterior Grade or better, mill -oiled and edge -sealed, with each piece bearing
legible inspection trademark.
2.1.2 Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or another acceptable material.
Provide lumber dresssed on at least two edges and one side for tight fit.
2.1.3 Carton Forms: Biodegradable paper surface, treated for moisture -resistance, structurally sufficient to
support weight of plastic concrete and other superimposed loads.
2.1.4 Form Release Agent: Provide commercial formulation form release agent with a maximum of 350
mg/1 volatile organic compounds (VOC's) that will not bond with, stain, or adversely affect concrete
surfaces and will not impair subsequent treatments of concrete surfaces.
2.1.5 Form Ties: Factory -fabricated, adjustable -length, removable or snap -off metal form ties designed to
prevent form deflection and to prevent spalling of concrete upon removal. Provide units that will
leave no metal closer than 1-1/2 inches to the plane of the exposed concrete surface.
a. Provide ties that, when removed, will leave holes not larger than 1 inch in diameter in the
concrete surface.
2.2 REINFORCING MATERIALS
2.2.1 Reinforcing Bars: ASTM A 615, Grade 60, deformed.
2.2.2 Welded Wire Fabric: ASTM A 185, welded steel wire fabric.
2.2.3 Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing, supporting,
and fastening reinforcing bars and welded wire fabric in place. Use wire bar -type supports complying with
CRSI specifications:
a. For slabs -on -ground, use supports with sand plates or horizontal runners where base
material will not support chair legs.
For exposed -to -view concrete surfaces where legs of supports are in contact with forms,
provide supports with legs that are protected by plastic (CRSI, Class I).
2.2.4 Fiber -reinforced Conrete: See Section 03240-Fibrous Reinforcing
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2.3.1 Portland Cement: ASTM C 150, Type 1.
2.3.2 Fly Ash: ASTM C 618, Type F.
2.3.3 Normal -Weight Aggregrates: ASTM C 33 and as specified. Provide aggregates from a single
source for exposed concrete, if any.
a. For exposed exterior surfaces, do not use fine or coarse aggregrates that contain substances
that cause spalling.
b. Local aggregrates not complying with ASTM C 33 that have been shown to produce
concrete of adequate strength and durability by special tests or actual service may be used
when acceptable to Owner.
2.3.4 Lightweight Aggregates: ASTM C 330.
2.3.5 Water: Potable.
2.3.6 Admixtures, General: Calcium chloride, thiocyanates or any admixtures containing more than 0.05
percent chloride ions are not permitted.
2.3.7 Air -Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other
required admixtures.
a. Products: Subject to compliance with requirements, provide one of the following:
1. Darex AEA or Daravair, W.R. Grace & Co.
2. MB-VR or Micro -Air, Master Builders, Inc.
3. Sika AER, Sika Corp.
2.3.8 Water -Reducing Admixture: ASTM C 494, Type A.
a. Products: Subject to compliance with the requirements, provide one of the following:
1. WRDA, W.R. Grace & Co.
2. Pozzolith Normal or Polyheed, Master Builders, Inc.
3. Plastocrete 161, Sika Corp.
2.3.9 High -Range Water -Reducing Admixture: ASTM C 494, Type F or Type G.
a. Products: Subject to compliance with requirements, provide one of the following:
1. WRDA 19 or Daracem, W.R. Grace & Co.
2. Rheobuild or Polyhead, Master Builders, Inc.
3. Sikament 300, Sika Corp.
2.3.10 Water -Reducing, Accelerating Admixture: ASTM C 494, Type E.
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a. Products: Subject to compliance with requirements, provide one of the following:
1. Accelguard 80, Euclid Chemical Co.
2. Daraset, W.R. Grace & Co.
3. Pozzutec 20, Master Builders, Inc.
2.3.11 Water -Reducing, Retarding Admixture: ASTM C 494, Type D.
a. Products: Subject to compliance with requirements, provide one of the following:
1.
2.
3.
2.4 RELATED MATERIALS
Daratard-17, W.R. Grace & Co.
Pozzolith R., Master Builders, Inc.
Plastiment, Sika Corporation.
2.4.1 Reglets: where sheet flashing or bituminous membranes are terminated in reglets, provide reglets of
not less than 0.0217-inch-thick (26-gage) galvanized sheet steel. Fill reglet or cover face opening to
prevent intrusion of concrete or debris.
2.4.2 Dovetail Anchor Slots: Hot -dip galvanized sheet steel, not less than 0.0336 inch thick (22 gage) with
bent tab anchors. Fill slot with temporary filler or cover face opening to prevent intrusion of concrete
or debris.
2.4.3 Waterstops: Provide flat, dumbbell -type or centerbulb-type waterstops at constructions joints and
other joints as indicated. Size to suit joints.
2.4.4 Rubber Waterstops: Corps of Engineers CRD-C 51.
a. Manufacturers: Subject to compliance with requirements, provide products of one of the
following:
1. The Burke Co.
2. Progress Unlimited.
3. Williams Products, Inc.
2.4.5 Polyvinyl Chloride Waterstops: Corps of Engineers CRD-C 572.
a. Manufactures: Subject to compliance with requirements, provide products of one of the
following:
1. The Burke Co.
2. Greenstreak Plastic Products Co.
3. Vinylex Corp.
2.4.6 Sand Cushion: Clean, manufactured or natural sand.
2.4.7 Vapor Barrier: Provide vapor barrier that is resistant to deterioration when tested according to
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ASTM E 154, as follows:
a. Polyethylene sheet not less than 8 mils thick.
2.4.8 Absorptive Cover: Burlap cloth made from jute of kenaf, weighing approximately 9 oz. per sq. yd.,
complying with AASHTO M 182, Class 2.
2.4.9 Moisture -Retaining Cover: One of the following, complying with ASTM C 171.
a. Waterproof paper.
b. Polyethylene film.
C. Polyethylene -coated burlap.
2.4.10 Underlayment Compound: Free -flowing, self -leveling, pumpable, cement -based compound for
applications form 1 inch thick to feathered edges.
a. Products: Subject to compliance with requirements, provide one of the following:
1. Gyp -Crete, Gyp -Crete Corp.
2. Underlayment 110, Master Builders, Inc.
3. Thoro Underlayment Self -Leveling, Thoro System Products.
2.4.11 Bonding Agent: Polyvinyl acetate or acrylic base. Products: Subject to compliance with
requirements, provide one of the following:
a. Polyvinyl Acetate
1. Euco Weld, Euclid Chemical Co.
2. Everweld, L&M Construction Chemicals, Inc.
3. Ready Bond, Symons Corp.
b. Acrylic or Styrene Butadiene:
1. Acrylic Bondcrete, The Burke Co.
2. Everbond, L&M Construction Chemicals, Inc.
3. Strong Bond, Symons Corp.
2.4.12 Epoxy Adhesive: ASTM C 881, two -component material suitable for use on dry or dam surfaces.
Provide material type, grade, and class to suit Project requirements.
a. Products: Subject to compliance with requirements, provide one of the following:
1. Burke Epoxy M. V., The Burke Co.
2. Epabond, L&M Construction Chemicals, Inc.
3. R-600 Series, Symons Corp.
2.5 PROPORTIONING AND DESIGNING MIXES
2.5.1 Prepare design mixes for each type of and strength of concrete by either laboratory trial batch or field
experience methods as specified in ACI 301. For the trial batch method, use an independent testing
agency.
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a. Limit use of fly ash to not exceed 25 percent of cement content by weight.
2.5.2 Water -Cement Ratio: Provide concrete for following conditions with maximum water -cement (W/C)
ratios as follows:
a. Subject to freezing and thawing: W/C 0.45.
2.5.3 Slump Limits: Proportion and design mixes to result in convrete slump at point of placement as
follows:
a. Ramps, slabs, and sloping surfaces: Not more than 3 inches.
b. Reinforced foundation systems: Not less than 1 inch and not more than 3 inches.
C. Concrete containing high -range water -reducing admixutre (superplasticizer): Not more
than 8 inches after adding admixture to site -verified 2-to 3-inch slump concrete.
d. Other concrete: Not more than 4 inches.
2.6 ADMIXTURES
2.6.1 Use water -reducing admixture of high -range water -reducing admixture (superplasticizer) in concrete,
as required, for placement and workability.
2.6.2 Use accelerating admixture in concrete slabs placed at ambient temperatures below 50 deg F (10 deg
C).
2.6.3 Use high -range water -reducing admixture in pumped concrete, concrete for heav-use industrial slabs,
architectural concrete, parking structure slabs, concrete required to be watertight, and concrete with
water -cement ratios below 0.50.
2.6.4 Use air -entraining admixture in exterior exposed concrete unless otherwise indicated. Add air -
entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement
having total air content with a tolerance of plus or minus 1-1/2 percent within the following limits:
a. Concrete structures and slabs exposed to freezing and thawing, deicer chemicals, or
hydraulic pressure:
1. 4.5 percent (moderate exposure) for 1-1/2 inch maximum aggregrate.
2. 4.5 percent (moderate exposure) for 1-inch maximum aggregrate.
3. 5.0 percent (moderate exposure) for/4-inch maximum aggregrate.
4. 5.5 percent (moderate exposure) for 1/2-inch maximum aggregrate.
b. Other concrete not exposed to freezing, thawing, or hydraulic pressure, or to receive a
surface hardener: 2 to 4 percent air.
2.6.5 Use admixtures for water reduction and set accelerating or retarding in strict compliance with
manufacturer's directions.
Part 3 Execution
3.1 GENERAL
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3.1.1 Coordinate the installation of joint materials, vapor retarder/barrier, and other related material with
placement of forms and reinforcing steel.
3.2 FORMS
3.2.1 General: Design, erect, support, brace, and maintain formwork to support vertical, lateral, static, and
dynamic loads that might be applied until concrete structure can support such loads. Construct
formwork so concrete member and structures are of correct size and shape, alignment, elevation, and
position. Maintain formwork construction tolerances and surface irregularities complying with the
following ACI 347 limits:
a. Provide Class A tolerances for concrete surfaces exposed to view.
b. Provide Class C tolerances for other concrete surfaces.
3.2.2 Construct forms to sizes, shapes, lines, and dimensions shown and to obtain accurate alignment,
location, grades, level, and plumb work in finished structures. Provide for openings, offsets, sinkages,
keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads,
anchorages, and inserts, and other features required in Work. Use selected materials to obtain
required finishes. Solidly butt joints and provide backup at joints to prevent cement paste from
leaking.
3.2.3 Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide
crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top
forms for inclined surfaces where slopes is too steep to place concrete with bottom forms only. Kerf
wood inserts for forming keyways, reglets, recesses, and the like for easy removal.
3.2.4 Provide temporary openings for clean -outs and inspections where interior area of formwork is
inaccessible before and during concrete placement. Securely brace temporary openings and set
tightly to forms to prevent losing concrete mortar. Locate temporary openings in forms at
inconspicuous locations.
3.2.5 Chamfer exposed corners and edges as indicated, using wood, metal, PVD, or rubber chamfer strips
fabricated to produce uniform smooth lines and tight edge joints.
3.2.6 Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of other
trades. Determine size and location of openings, recesses, and chases from trades providing such
items. Accurately place and securely support items built into forms.
3.2.7 Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete. Remove
chips, wood, sawdust, dirt, or other debris just before placing concrete. Retighten forms and bracing
before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.
3.3 VAPOR BARRIER INSTALLATION
3.3.1 General: Place vapor barrier sheeting in position with longest dimension parallel with direction of
pour.
3.3.2 Lap joints 6 inches and seal with manufacturer's recommended mastic or pressure -sensitive tape.
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3.4 PLACING REINFORCEMENT
3.4.1 General: Comply with Concrete Reinforcing Steel Institute's recommended practice for "Placing
Reinforcing Bars," for details and methods of reinforcement placement and supports and as specified.
a. Avoiding cutting or puncturing vapor retarder/barrier during reinforcement placement and
concreting operations. Repair damages before placing concrete.
3.4.2 Clean reinfocement of loose rust and mill scale, earth, ice, and other materials that reduce or destroy
bond with concrete.
3.4.3 Accurately position, support, and secure reinforcement against displacement. Locate and support
reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as approved by Owner.
3.4.4 Place reinforcement to maintain minimum coverages as indicated for concrete protection. Arrange,
space, and securely tie bars and bar supports to hold reinforcement in position during concrete
placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete
surfaces.
3.4.5 Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full
mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either
direction.
3.5 JOINTS
3.5.1 Construction Joints: Locate and install construction joints so they do not impair strength or
appearance of the structure, as acceptable to Owner.
3.5.2 Provide keyways at least 1-1/2 inches deep in construction joints in walls and slabs and between walls
and footings. Bulkheads designed and accepted for this purpose may be used for slabs.
3.5.3 Place construction joints perpendicular to main reinforcement. Continue reinforcement across
construction joints except as indicated otherwise. Do not continue reinforcement through sides of
strip placements.
3.5.4 Use bonding agent on existing concrete surfaces that will be joined with fresh concrete.
3.5.5 Expansion/Isolation Joints in Slabs -on -Grade: Construct expansion/isolation joints in slabs -on- grade
at locations shown on the drawings. Joints shall be a minimum of '/2 inch wide and extend to the full
depth of concrete.
a. Joint fillers and sealants are specified in Division 7 Section "Joint Sealers."
3.5.6 Contraction (Control) Joints in Slabs -on -Grade: Construct contraction joints in slabs -on -grade to
form panels of patterns as shown on drawings. Use saw cuts 1/8 inch wide by one-fourth of slab
depth or inserts 1/4 wide by one-fourth slab depth, unless otherwise indicated.
a. Form contraction joints by inserting premolded plastic, hardboard, or fiberboard strip into
fresh concrete until top surface of strip is flush with slab surface. Tool slab edges round
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on each side of insert. After concrete has cured, remove inserts and clean groove of
loosed debris.
b. Contraction joints in unexposed floor slabs may be formed by saw cuts as soon as
possible after slab finishing as may be safely done without dislodging aggregate.)
C. Sawcut joints shall be straight and true -to -line.
d. Joint fillers and sealants are specified in Division 7 Section "Joint Sealants."
3.5.7 Crack Isolation Fabric: Install over all contraction and control joints in concrete slabs, where ceramic
or quarry tile are to be installed. Crack isolation fabric shall be 2'-0" wide, centered over the joints
in the slab.
3.6.1 General: Set and build into formwork anchorage devices and other embedded items required for other
work that is attached to or supported by cast -in -place concrete. Use setting drawings, diagrams,
instructions, and directions provided by suppliers of items to be attached.
3.6.2 Install reglets to receive top edge of foundation sheet waterproofing and to receive through -wall
flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels, relieving
angles, and other conditions.
3.6.3 Forms for Slabs: Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve
required elevations and contours in finished surfaces. Provide and secure units to support screed
strips using strike -off templates or compacting -type screeds.
3.7 PREPARING FORM SURFACES
3.7.1 General: Coat contact surfaces of forms with an approved, nonresidual, low-VOC, form -coating
compound before placing reinforcement.
3.7.2 Do not allow excess form -coating material to accumulate in forms or come into contact with in- place
concrete surfaces against which fresh concrete will be placed. Apply according to manufacturer's
instructions.
a. Coat steel forms with a nonstaining, rust -preventative material. Rust -stained steel
formwork is not acceptable.
3.8 CONCRETE PLACEMENT
3.8.1 Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel,
and items to be embedded or cast in. Notify other trades to permit installation of their work.
3.8.2 General: Comply with ACI 304, "Guide for Measuring, Mixing, Transporting, and Placing
Concrete," and as specified.
3.8.3 Deposit concrete continuously or in layers of such thickness that no noew concrete will be placed on
concrete that has hardened sufficiently to cause seams or planes of weakness. If a section cannot be
placed continuously, provide construction joints as specified. Deposit concrete to avoid segregation
at is final location.
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3.8.4 Placing Concrete in Forms: Deposit concrete in forms in horizontal layers no deeper than 24 inches
and in a manner to avoid inclined construction joints. Where placement consists of several layers,
place each layer while preceding layer is still plastic to avoid cold joints.
a. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand -
spading, rodding, or tamping. Use equipment and procedures for consolidation of concrete
complying with ACI 309.
Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators
vertically at uniformly spaced locations no farther than the visible effectiveness for the
machine. Place vibrators to rapidly penetrate placed layer and at least 6 inches into
preceding layer. Do not insert vibrators into lower layers of concrete that have begun to
set. At each insertion, limit duration of vibration to time necessary to consolidate concrete
and complete embedment of reinforcement and other embedded items without causing mix
to segregate.
3.8.5 Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous operation, within
limits of construction joints, until completing placement of a panel or section.
a. Consolidate concrete during placement operations so that concrete is thoroughly worked
around reinforcement, other embedded items and into corners.
Bring slab surfaces to correct level with a straightedge and strike off. Use bull floats or
darbies to smooth surface free of humps or hollows. Do not disturb slab surfaces prior to
beginning finishing operations.
C. Maintain reinforcing in proper position on chairs during concrete placement.
3.8.6 Cold -Weather Placement: Comply with provision of ACI 306 and protect concrete work from
physical damage or reduced strength that could be caused by frost, freezing actions, or low
temperatures.
3.8.7 When air temperature has fallen to or is expected to fall below 40 deg F (4 deg C), uniformly heat
water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg
F (10 deg C) and not more than 80 deg F (27 deg C) at point of placement.
a. Do not use frozen materials or materials containing ice or snow. Do not place concrete on
frozen subgrade or on subgrade containing frozen materials.
b. Do not use calcium chloride, salt, or other materials containing antifreeze agents or
chemical accelerators unless otherwise accepted in mix designs.
3.8.8 Hot -Weather Placement: When hot weather conditions exist that would impair quality and strength
of concrete, place concrete complying with ACI 305.
3.9 FINISHING FORMED SURFACES
3.9.1 Rough -Formed Finish: Provide a rough -formed finish on formed concrete surfaces not exposed to
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view in the finished Work or concealed by other construction. This is the concrete surface having
texture imparted by form -facing material used, with tie holes and defective areas repaired and
patched, and fins and other projections exceeding'/4 inch in height rubbed down or chipped off.
3.9.2 Smooth -Formed Finish: Provide a smooth -formed finish on formed concrete surfaces exposed to
view or to be covered with a coating material applied directly to concrete, or a covering material
applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, painting, or
another similar system. This is an as -cast concrete surface obtained with selected form -facing
material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch
defective areas with fins and other projections completely removed and smoothed.
3.9.3 Smooth -Rubbed Finish: Provide a smooth -rubbed finish on scheduled concrete surfaces that have
received smooth -formed finish treatment not later than 1 day after form removal.
a. Moisten concrete surfaces and rub with carborundum brick or another abrasive until
producing a uniform color and texture. Do not apply cement grout other than that created
by the rubbing process.
3.9.4 Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces
adjacent to formed surfaces, strike -off smooth and finish with a texture matching adjacent formed
surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed
surfaces unless otherwise indicated.
3.10 MONOLITHIC SLAB FINISHES
3.10.1 Float Finish: Apply float finish to monolithic slab surfaces to receive trowel finish and other finishes
as specified and where indicated.
a. After screeding, consolidating, and leveling concrete slabs, do not work surface until ready
for floating. Begin floating, using float blades or float shoes only, when surface water has
disappeared, or when concrete has stiffened sufficiently to permit operation of power -
driven floats, or both. Consolidate surface with power -driven floats or by hand- floating if
area is small or inaccessible to power units. Finish surfaces to tolerances of 1/4 inch in 10
feet, when measured with a 10-foot straightedge placed at not less than two different angles.
Cut down high spots and fill low spots. Uniformly slope surfaces to drains. Immediately
after leveling, refloat surface to a uniform, smooth, granular texture.
3.10.2 Trowel Finish: Apply a trowel finish to monolithic slab surfaces exposed to view and a slab surfaces
to be covered with resilient flooring, carpet, ceramic or thinset, or paint, or another thin film -finish
coating system.
a. After floating, begin first trowel -finish operation using a power -driven trowel. Begin final
troweling when surface produces a ringing sound as trowel is moved over surface.
Consolidate concrete surface by final hand -troweling operation, free of trowel marks,
uniform in texture and appearance, and finish surfaces to tolerances of 1/8 —inch in 10 feet,
when measure with a 10 foot straightedge placed at not less than two different angles.
Grind smooth any surface defects that would telegraph through applied floor covering
system.
3.10.3 Nonslip Broom Finish: Apply a nonslip broom finish to exterior concrete platforms, sidewalks, and
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ramps.
a. Immediately after float finishing, slightly roughen concrete surface by brooming with fiber -
bristle broom perpendicular to main traffic route. Coordinate required final finish with
Owner before application.
3.11 MISCELLANEOUS CONCRETE ITEMS
3.11.1 Filling In: Fill in holes and openings left in concrete structures for passage of work by other trades,
unless otherwise shown or directed, after work of other trades is in place. Mix, place, and cure
concrete as specified to blend with in -place construction. Provide other miscellaneous concrete filling
shown or required to complete Work.
3.11.2 Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and
by slightly rounding corners, intersections, and terminations then providing a light broom finish.
3.11.3 Equipment Bases and Foundations: Provide machine and equipment bases and foundations as shown
on drawings. Set anchor bolts for machines and equipment to template at correct elevations,
complying with diagrams or templates of manufacturer furnishing machines and equipment.
3.11.4 Mechanical Pads shall be sized by the Mechanical Contractor and provided by the General Contractor
3.11.5 Transformer Pads shall be sized by the Electrical Contractor and provided by the General Contractor
3.12 CONCRETE CURING AND PROTECTION
3.12.1 General: Protect freshly placed concrete from premature drying and excessive cold or hot
temperatures. In hot, dry, and windy weather protect concrete from rapid moisture loss before and
during finishing operations with an evaporation -control material. Apply according to manufacturer's
instructions after screeding and bull floating, but before power floating and troweling.
3.12.2 Start initial curing as soon as free water has disappeared from concrete surface after placing and
finishing. Keep continuously moist for not less than 7 days.
3.12.3 Curing Methods: Cure concrete by moist curing, by moisture -retaining cover curing, or by
combining these methods, as specified.
3.12.4 Provide moisture curing by the following methods:
a. Keep concrete surface continuously wet by covering with water.
b. Use continuous water -fog spray.
C. Cover concrete surface with specified absorptive cover, thoroughly saturate cover with
water, and keep continuously wet. Place absorptive cover to provide coverage of concrete
surfaces and edges, with a 4-inch lap over adjacent absorptive covers.
3.12.5 Provide moisture -retaining cover curing as follows:
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CAST —IN —PLACE CONCRETE
a. Cover concrete surfaces with moisture -retaining cover for curing concrete, placed in widest
practicable width with sides and ends lapped at least 3 inches and sealed by waterproof
tape or adhesive. Immediately repair any holes or tears during curing period using cover
material and waterproof tape.
3.12.6 Curing Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported
slabs, and other similar surfaces, by moist curing with forms in place for the full curing period or
until forms are removed. If forms are removed, continue curing by methods specified above, as
applicable.
3.12.7 Curing Unformed Surfaces: Cure unformed surfaces, including slabs, floor topping, and other flat
surfaces, by applying the appropriate curing method.
a. Final cure concrete surfaces to receive finish flooring with a moisture -retaining cover,
unless otherwise directed.
3.13 REMOVING FORMS
3.13.1 General: Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and
similar parts of work, may be removed after cumulatively curing at not less than 50 deg F (10 deg
C) for 24 hours after placing concrete, provided concrete is sufficiently hard to not be damaged by
form -removal operations, and provided curing and protection operations are maintained.
3.13.2 Formwork supporting weight of concrete, such as beam soffits, joist, slabs, and other structural
elements, may not be removed in less than 14 days or until concrete has attained at least 75 percent
of design minimum compressive strength at 28 days. Determine potential compressive strength of
in -place concrete by testing field -cured specimens representative of concrete location or members.
MEE R KIM I a In go] R LTJ R
3.14.1 Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or otherwise
damaged form -facing material will not be acceptable for exposed surfaces. Apply new form -coating
compound as specified for new formwork.
3.14.2 When forms are extended for successive concrete placement, thoroughly clean surfaces, remove fins
and laitance, and tighten forms to close joints. Align and secure joint to avoid offsets. Do not use
patched forms for exposed concrete surfaces except as acceptable by Owner.
Part 4 Quality Control Testing During Construction
4.1 General: The Owner will employ a testing agency to perform tests and to submit test reports.
4.2 Sampling and testing for quality control during concrete placement may include the following, as
directed by Owner.
a. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with
ASTM C 94.
1. Slump: ASTM C 143; one test at point of discharge for each day's pour of each
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CAST —IN —PLACE CONCRETE
type of concrete; additional tests when concrete consistency seems to have
changed.
2. Air Content: ASTM C 173, volumetric method for lightweight or normal weight
concrete; ASTM C 231, pressure method for normal weight concrete; one for each
day's pour of each type of air -entrained concrete.
3. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40
deg F (4 deg C) and below, when 80 deg (27 deg C) and above, and one test for
each set of compressive -strength specimens.
4. Compression Test Specimens: ASTM C 31; one set of five standard cylinders for
each 50 c.y. or fraction thereof, of each concrete class placed in any one day or
for each 5,000 s.f. of surface area placed, unless otherwise directed. Mold and
store cylinders for laboratory -cured test specimens except when field -cured test
specimens are required.
A. Specimens shall be taken from discharge at point of placement.
Mold/store cylinders for laboratory cured test specimens except when
field -cured test specimens are required. Number each set of specimens
consecutively and identify each cylinder in that set alphabetically.
B. When required sets of specimens will provide less than five strength tests
for a given class of concrete, prepare sets from at least five randomly
selected batches or from each batch if fewer than five batches used.
C. When total quantity of concrete is less than 50 c.y., strength test may be
waived by Owner if, in his judgement, adequate evidence of satisfactory
strength is provided.
D. Where cold weather placing conditions occur, as defined in this
specification, two additional standard cylinders are required for each
complete set of test specimens. These two cylinders shall be field cured,
at a location determined by the independent testing laboratory.
E. Where field cured specimens are required, Contractor shall be
responsible for storage, temperature control, and protection of specimens
while at the site. The independent testing laboratory shall be responsible
for handling and transportation of specimens.
5. Compressive -Strength Tests: ASTM C 39; for each set of cylinders, test two
specimens at 7 days, test two specimens at 28 days, and retain one specimen in
reserve for later testing if required. Testing of reserve cylinder, if required, shall
be at the Contractor's expense.
A. Where cold weather field cured specimens are required, transport and
test one specimen with companion laboratory cured specimens at seven
days and transport and test the remaining field cured specimen with
companion laboratory cured specimens at twenty-eight days.
B. Strength level of concrete will be considered satisfactory if averages of
sets of three consecutive strength test results equal or exceed specified
compressive strength, and no individual strength test result falls below
specified compressive strength by more than 500 psi.
C. Where strength of field cured cylinders is less than eighty-five percent
of companion laboratory -cured cylinders, evaluate current operations
and provide corrective procedures for protecting/curing in -place
concrete.
4.3 Test results will be reported in writing to Owner, Engineer, ready -mix producer, and Contractor
within 24 hours after tests. Reports shall be numbered identically to test specimen sets. Show all
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CAST —IN —PLACE CONCRETE
cylinders of a given set on one report. Submit and re -submit same report to show tests of
subsequent cylinders of same set. Reports of compressive strengths shall contain the following:
a. Name of concrete testing service.
b. Project identification name and number.
C. Test report (specimen set) number.
d. Date of concrete placement.
e. Copy of concrete batch ticket for specimen set.
f. Concrete type and class.
g. Location of concrete batch in structure.
h. Design compressive strength in 28 days.
i. Concrete mix proportions and materials.
j. Compressive breaking strength of each cylinder set.
k. Unit weight of lightweight concrete.
1. Type of break for both 7 day and 28 day tests.
in. Identification of lab and field cured cylinders.
4.4 Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted
but shall not be used as the sole basis for acceptance or rejection.
4.5 Additional Tests: The independent testing laboratory will make additional tests of in -place concrete
when test results indicate specified concrete strengths and other characteristics have not been attained
in the structure, as directed by the Owner or Engineer. Testing agency may conduct tests to
determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods.
Costs of such tests will be borne by Owner if test results indicate conformance with Contract
Documents. Such tests indicating non-conformance with Contract Documents will be paid by the
Contractor, including additional engineering services made necessary by such tests.
Strength of structure in place will be considered to be potentially deficient if it
fails to comply with any requirement which controls strength of structure
including, but not necessarily limited to, conditions listed in ACI 301, Chapter
18. Cost of any additional tests, including load tests and/or other non- destructive
tests performed by Owner's independent testing laboratory as directed by the
Engineer or tests conducted by Contractor to prove adequacy of concrete work,
shall be borne by Contractor including additional engineering services made
necessary by such tests.
I' 711110 1 OWN 9
No separate payment will be made for Cast -in -Place Concrete. All costs incurred by the contractor for this
work should be included in the unit price or lump sum price for the item of work to which it pertains.
I Biel 1ZI] Oy Old] Y 111MIT91911I11
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CAST -IN -PLACE CONCRETE
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WASTEWATER PUMPING STATION
SECTION 11310 — RETURN PUMP STATION from UPSET POND
PART 1 — GENERAL
1.1 DESCRIPTION OF WORK.
1.2
Work under this section consists of furnishing and installing Duplex submersible pumping
stations as detailed on the plans and specified herein. It shall include all labor, materials,
site grading, structures, excavation, sheeting, backfill, reinforced concrete, masonry,
carpentry, yard piping, equipment piping, miscellaneous piping, equipment, electrical work,
controls, incidental painting, fencing, and all other items or material and work required to
construct structures and furnish and install equipment for a complete installation as hereinafter
specified.
Pumps, motors, and controls shall be as specified herein and as indicated on the plans.
1) Type: Sulzer XFP 100G CB1 60 HZ
2) Impeller Size: 10-1/4"
2) Capacity: 276 gpm at 44' TDH
3) Minimum motor horsepower: 12 BHP Each
5) Minimum motor speed: 1180 RPM
6) 3 Phase, 460 Volt
7) Suction Elbow, 4"x4"
8) Discharge Elbow, 4"x4"
1.4 RELATED WORK IN OTHER SECTIONS:
Force Mains: Section 02600
1.5 QUALITY ASSURANCES:
A. Standards
American Water Works Association
AWWA E100 Pumps
National Electrical Motors and Generators
NEMA ICS2 Industrial Control Devices, Controllers and Assemblies
NEMA MG1 Motors and Generators Standards listed above refer to latest revision.
B. The structures shown on the plans for the various items of equipment are the result of best obtainable
information from various sources. Due to the variances in equipment details between equipment, the
Contractor may find it necessary to make changes in concrete outlines to accommodate the piping and
the equipment her furnishes. The Contractor shall not undertake to construct any structure containing
equipment until he has obtained approved, certified dimensioned prints of the equipment involved. Any
structure changes necessary to accommodate the equipment furnished shall be made at no additional cost
to the Owner.
C. The equipment supplier for the various items of equipment shall assume all responsibility in informing
the Contractor of any changes that may be required in structures, or electrical systems to accommodate
their equipment. Where details of equipment vary considerably from that shown, the equipment supplier
shall prepare complete installation drawings, following the form of contract drawings, and other such
drawings as may be required by the Engineer to provide complete installation drawings. Where changes
require such drawings, the equipment supplier shall furnish to the Engineer approval prints.
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WASTEWATER PUMPING STATION
D. Manufacturers of equipment and instrumentation utilized in the work shall provide all instruction and
assistance necessary for the proper erection, installation, and startup of their equipment. After erection,
the manufacturer shall furnish the service of a qualified representative to inspect the equipment
installation, place the equipment in services, and instruct the Owner's operator in its operation and
maintenance.
E. The services of a qualified representative to place equipment in operation, and give instructions in its
use, shall be provided for whatever time necessary to insure proper installation, operation and instruction.
F. The equipment suppliers shall furnish to the Engineers prior to construction, a complete proposal
identical to that furnished the Contractors. The proposal shall contain, in addition to the normal listing
of equipment furnished, cuts and manufacturer's brochures on the equipment proposed, the erected
weight of the equipment, and a signed statement from the manufacturer that the equipment offered meets
the requirements of the specifications and will perform the intended function.
G. Equipment manufacturers shall furnish four (4) copies of an operating and service manual covering their
equipment. The manual shall contain complete descriptions of each item of equipment and a complete
parts listed showing factory parts numbers. It shall also contain complete operating and service
instructions and shall be submitted within 60 days after final approval of shop drawings.
1.5 SUBMITTALS
A. Shop drawings shall be submitted to the Engineer for the following items:
1) Pump
2) Drives
3) Controls
4) Pre -cast structures/ "package" equipment
6) Access door
PART 2 — MATERIALS
2.1 General: The Contractor shall furnish and install the following equipment where shown on the Plans, complete
with all incidentals and appurtenances required for a complete, finished installation. All equipment
components shall be adequately sized to carry all loads and stresses occurring during fabrication and erection
and resulting from normal and emergency operation in the installation shown on the Plans and under the
conditions specified and/or implied.
2.2 Submersible Pumps:
A. Pumps:
Pumps shall be submersible, centrifugal non -clog capable of passing solids as specified with
hydraulic sealing diaphragms, pump mounting plates and base elbows with bottom rail
supports, stainless steel upper rail supports, stainless steel lifting cable, schedule 40-A
stainless steel guide rails, and stainless steel cable supports. Pump housing shall be of heavy
cast iron construction. All wetwell fasteners shall be 303 stainless steel or approved equal .
All fasteners shall be 303 stainless steel or approved equal. Each pump shall be capable of
being hoisted vertically out of the wetwell, and returned to operation without requiring the
operator to enter the wetwell. It is the intent of theses specifications that the pumps, base
plates, guiderails, hoisting cable and connections to the control system (including panel,
starters and circuit breakers), be provided by the pump manufacturer as an integral system.
The impeller shall be of bronze, ductile iron, or other durable, corrosion -resistant approved
material. The pump impeller shall be of semi -open non -clog design and shall have aback
vane(s) to prevent build up of solids behind the impeller. The
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WASTEWATER PUMPING STATION
B. Motors:
impeller shall be rigidly fixed to the motor shaft with a key(s) or other approved fastener (so
designed to prevent separation under rotational loadings). The motor shaft shall be stainless
steel, supported by upper and lower bearings. The upper bearing shall be a self- lubricating
ball bearing. The lower bearing shall be a sleeve bearing or doublerow ball bearing
lubricated from an oil chamber. Shaft and bearing shall have sufficient section to withstand
all rotational and axial loadings to be reasonably expected under normal wastewater
pumping situations.
The shaft shall be sealed from the volute with an oil -lubricated mechanical seal system. The
oil chamber shall be equipped with a seal sensor system to detect any leakage around the
seal system.
The motor chamber shall be suitably sealed from the other chambers of the pump and from
the exterior so as to be entirely suitable for submerged operation. The motor chamber may
either be of oil -filled or air -filled design.
Pumps, motors and accessory equipment shall be as manufactured by ABS and HOMA or
approved equal pumps.
Pump motors shall be of the sealed submersible type.
Moisture sensing probes and thermal protectors shall be furnished Motor frame and end
shield shall be corrosion resistant cast iron. Insulation shall be compatible Class B rated
system with Class F material rated for continuous duty in 40°C liquids. Motor shaft shall
be type 416 stainless steel. All hardware shall be stainless steel. Motors shall be Reliance,
or equal. Motors shall not be overloaded at any point within the operating range.
Motors shall be furnished with a minimum of 30' of submersible, waterproof, multi -
conductor power and control cable for direct feed to the junction box without splicing. Cable
size shall be sufficient to meet motor requirements.
C. External Chamber Seals and Connections: The pumping chamber shall be sealed tightly together
utilizing "O"-rings or resilient gasketing material. The power cable connection shall provide for a
positive clamping action to seal the electrical connection and relieve strain on the cable strands.
f►.�c� CEO � I CZf�L 1 � GZ�71� l
A. The pump manufacturer shall provide the pump control panel and accessory equipment. The
Contractor shall install the controls as shown on the drawings and manufacturer's instructions. The
control system shall include all motor starters, alternator, relay, level controls switches, control panel,
circuit breakers, alarm apparatus, and internal wiring.
B. Control Sequence:
Pumps operate based upon a on -call mode. The pump will continue to operate until the liquid
level recedes to the level of the pump off mercury float switch which shall stop the pumps.
The alarm mercury float switch shall energize the alarm circuit, should the liquid level rise
above the lag pump cut -on level.
The pumps shall automatically alternate between the positions by means of an electric
alternator in the panel.
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WASTEWATER PUMPING STATION
3. Provided with the pump and control equipment shall be electrical contacts, alarm light and
alarm horn which shall be mounted on the exterior of the station. The alarm equipment shall
be interlocked with wetwell controls to be actuated upon high wet well levels or loss of
power.
C. Control Panel: Control Panel for the pump station shall be shipped to the site, completely pre -wired,
pre assembled and ready for service. The control panel shall have a hinged door and lockable handle.
Panel shall have a back mounting panel and a front side hinged panel to make the control panel "dead -
front" when outside door is open. The panel shall contain the following accessories housed in a
NEMA-4X enclosure. See Electrical Plans for specific requirements.
1. Circuit breaker for each pump motor, labeled "PUMP V and "PUMP 2"
2. Circuit breaker for control circuit —
3. Circuit breaker for duplex, single phase (120-volt) receptacle
4. Circuit breaker for area light
5. Circuit breaker for transformer
6. Circuit breaker for auto dialer
7. Magnetic starter for each motor with under -voltage release and quick -trip ambient
compensated overload protection for each leg. Starting shall be "across the line".
8. H-O—A selector switch for each pump waterproof (NEMA 4), mounted on door.
9. Highwater alarm relay (wired to Alarm Circuit).
10. Motor moisture and thermal sensing relays (wired to Alarm Circuit)
11. Automatic electric alternator
12. Automatic transfer switch
13. Multi -colored (or equivalent marking) circuitry to facilitate trouble shooting)
14. 120 volt auxiliary duplex weatherproof GFI power receptacle mounted on side of
enclosure
15. Waterproof button lights labeled "Pump Run" mounted on door — for each pump
16. Elapsed time meters to indicate running time for each pump
17. All necessary internal wiring, relays, etc. to provide operation as previously described
18. Waterproof button type alarm lights labeled "Motor Temperature", "Motor Moisture",
"High Levee", and "Power Failure"
19. 120 volt alarm light with red globe and guard and horn with silencer button mounted on top
of the control panel (NEMA 4)
20. 12 volt battery with trickle charger mounted inside of control panel connected to automatic
dialer
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WASTEWATER PUMPING STATION
21. Automatic Dialer: Omni Site XR50 (cellular) or approved equal and mounted in the control
panel on a separate NEMA 4X enclosure. Contractor to verify adequate cellular coverage at
each PS site.
D. Mercury Displacement Switches for Level Controls: Float switches shall be of the mercury -tube type,
encapsulated in polyurethane or vinyl floats. The units shall be waterproof, shockproof, explosive
proof and equipped with sufficient submersible cable to extend to the control panel from the wetwell
without splicing. Any required weights shall be provided. Switches shall be suspended in the wetwell
on a suitable rack or rail of stainless steel construction.
2.4 WETWELL AND APPURTENANCES:
A. Wetwell:
1. Pump station wetwell shall be precast concrete with monolithic base. Minimum inside
diameter shall be as indicated on the Plans. The precast wetwell shall meet ASTM C478
specifications.
2. Inside of wetwell shall be factory coat tar coated minimum 8 mil surface dry. A minimum
12" thick foundation shall be provided for the wetwell base. Concrete shall be reinforced
to withstand the internal and external loads indicated plus a 100 psf live load on the top
slab.
3. Joints shall be sealed with butyl rubber mastic (Ramneck), or "O-ring" gasket installed in
accordance with the manufacturer's instructions. All joints shall be parged on the interior
and exterior with type "C" mortar.
4. The wetwell shall be equipped with vent pipe with insect screen.
5. The wetwell shall be equipped with manhole steps with polypropylene plastic coating.
Aluminum access hatch shall be as shown on the plans (H-20).
6. All bolts, hardware, etc, for fasten items or bolting piping located in the wetwell shall be
STAINLESS STEEL.
7. A sloped invert of non -shrink grout shall be constructed at the base of the wetwell. The
invert shall have sufficient slope to prevent build-up of solids in the wetwell bottom.
8. Valve vault shall be precast concrete with monolithic top and bottom as indicated on the
plans or manufactured by NC Products. or equal. Vault shall have an aluminum hatch as
detailed on the plans (H-20).
17'I'A WMW4X@1111Y1110
3.1 The contractor shall install all pumps, motors, and controls specified herein in accordance with the plans and
as recommended by the manufacturer. Pump manufacturer shall provide pumps, motors, controls and all
another necessary items to make a complete installation.
The manufacturer's field engineer or representative shall inspect and check the installation after erection and
prior to start-up and shall certify that the completed installation is ready for start-up. The manufacturer's field
representative shall check the proper rotation, operating speed, and starting and running electrical
characteristics of the operational pumping equipment and certify that they are correct. The field representative
shall also make himself available to the Owner's operating staff in addressing operational and trouble -shooting
concerns that they may have.
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WASTEWATER PUMPING STATION
3.2 Painting: All metal components shall be painted with corrosion resistant paint.
3.3 Touch -Up Painting and Surface Protection: After all equipment and appurtenances have been installed, the
Contractor shall touch-up any abrasions or scratches in the pain or surface protection of any furnished item of
work. In so far as possible, the Contractor shall match exactly the paint system and color as originally provided.
All deviations from this procedure shall be specifically approved by the Engineer. Any mud, grease, or other
extraneous materials shall be removed from the completed work suing suitable solvents or detergent solutions.
3.4 Repairs to Wetwell: All openings made in the wetwell for anchorages, conduit runs, pipe runs, etc., shall be
sealed using a cement grout. The grout shall be neatly applied to the vacancy and shall be trowelled in, and
excess grout shall be immediately removed from the wetwell. Grout shall be high strength, non -shrink type.
PART 4 — WARRANTY
The equipment manufacturer shall provide a written warranty for defects in material and workmanship for a period of
one year after acceptance by the Owner.
PART 5 — PAYMENT
5.1 The wastewater pumping station shall be paid for at the lump sum amount except for the items as indicated in
the Bid. The wastewater pumping station work shall include all the labor, material, site work, painting,
equipment,fencing, piping, electrical work, wetwell and valve vault required for the installation of a complete
wastewater pumping station as indicated on the plans.
END OF SECTION 11310
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Vertical Turbine Variable Speed
Prefabricated Pump Station Specification
The Conservancy at Jordan Lake
Part 1 - Manufacturer
Flowtronex
V
y,'V ITT Industries
Engineered for life
1.00 Manufacturer. To provide a single source responsibility for the manufacture, Warranty,
service and operation of a prefabricated, skid mounted fully automatic variable speed
pumping system (systems). The pumping system shall automatically maintain a constant
discharge pressure regardless of varying flow demands within the station rating. Pumping
system shall conform to the following specifications in all respects. This specification
covers the minimum requirements, however, it should not be construed as all inclusive. It
is the successful manufacturer's responsibility to include all necessary components to
provide for a complete, automatic, smooth operating, and reliable pumping system.
The Manufacturer shall provide the following:
• A complete set of general arrangement drawings, including all dimensions.
• Electrical power schematics, and control schematics
• UL Listed as a Packaged Pumping System.
The pumping system shall be of the type manufactured by FLOWTRONEX PSI Inc.,
Dallas, Texas, U.S.A., or equal, approved by the purchaser and irrigation consultant prior
to bid opening. The station shall be of the model number and capacities as shown in the
attached technical data sheet. For consideration of a proposed equal system, the
manufacturer shall furnish the following data to the irrigation consultant at least 10 days
prior to the date of the bid opening:
• General:
• A complete specification for the pumping system proposed as an equal.
• A statement of full conformance to the following specifications signed by
an Officer of the manufacturer.
• Drawing showing overall dimensions and all piping layouts.
• Complete submittal data for all major equipment:
• Pumps:
• Provide name of manufacturer
• Pump curves
• Material specification sheet
• Warranty
• Motors:
• Provide name of manufacturer
• Specification sheet
• Warranty
• Electrical Components (starters, disconnect
• Provide name of manufacturer
• Pressure Transducer
• Specification sheet
• Warranty
• Variable Frequency Drive (VFD)
• Provide name of manufacturer
• Specification sheet
Master Specifications Verticle VFD

• Warranty
• Guaranteed replacement time
• Operating Computer
• Provide name of manufacturer
• Specification sheet
• Warranty
• Valves
• Provide name of manufacturer for each type
• Specification sheet for each
• Warranty
• Filtration (if applicable)
• Manufacturer
• Screen type including micron size
• Specification sheet
• Operations manual
• Warranty
• Fertigation (if applicable)
• Manufacturer
• Pump size, type and detail sheet
• Operation manual
• Dimensional drawing
• Warranty
• An electrical schematic showing power wiring.
• Installation list of 200 golf course variable frequency drive pumping
systems of comparable size and performance that have been in
operation for a minimum of 3years.
• Location of closest VFD factory trained service centers with contact
information.
• Manufacturer's electrical control panels U.L. file number.
Manufacturer's complete pump station U.L. file number.
• A copy of manufacturer's certificate of insurance showing as a minimum,
a general liability coverage of $1,000,000, and an excess liability
coverage of $10,000,000.
If, in the opinion of the purchaser and or the irrigation consultant, the data submitted
shows the pumping system to be an equal to the system specified, the bidding
contractors shall be notified not less than 7 days prior to the bid opening date.
Part 2 - Mechanical
2.00 Scope. Pump station shall be a completely skid mounted vertical turbine VFD pump
station built by a single manufacturer. All equipment including but not limited to pumps,
motors, piping, filters, valves, instrumentation and controls (unless otherwise noted in the
technical specifications or drawings) shall be mounted on a common structural base to
form a complete operating pumping station.
2.10 Station base. The pump station base shall be designed and fabricated to provide proper
structural support for all attached equipment. The base shall supply sufficient rigidity to
withstand the stresses of reasonable and competent transportation to site, off loading,
installation, and operation.
• Main structural frame members shall be constructed from heavy weight
channel.
Master Specifications Verticle VFD

• Internal structural members shall be constructed from steel tubing. Provisions
shall be made in the station base for off-loading and handling the station at the
site of installation.
• Deck Plate the structural base shall be covered in 3/16" checkered deck plate.
• Pump Plate 1" steel plate shall be welded to the structural base to support the
pumps and pump heads.
• Welding All 3/16" deck plate and 1" steel plate shall be 100% seal welded to
main structural members. Maximum allowable deflection on skid assembly shall
not exceed 0.1" per linear foot. Skip welding is not acceptable. The pump
steel skid shall completely cover the wet well with integral, framed access
hatches. Wet well access shall be made of 3/16" deck plate.
2.20 Station Piping. All Station piping shall conform to the following detailed specifications.
• Construction All piping shall be constructed from ASTM A105 schedule 40
pipe or heavier as required to maintain a 3 to 1 pressure safety factor (including 1/16"
corrosion allowance).
• All piping shall be hydrostatically tested to 150% of maximum shutoff
pressure.
• Piping shall be grit -blasted with #50 steel grit per SSPC-10 to a white metal
condition.
• The cleaned steel surface shall be immediately primed with an industrial
grade primer to thickness of 3 mils epoxy primer.
• The finish coat shall be acrylic enamel to a thickness of no less than 3 mils
and applied through an electrostatic method to insure proper adhesion.
2.30 Paint. Structural steel, attached piping, and supports shall be grit -blasted with #50 steel
grit per SSPC-10 to a near white metal condition. The cleaned steel surface shall be
immediately primed with an industrial grade primer to thickness of 2 1/2 to 3 mils epoxy
primer. The finish coat shall be acrylic enamel to a thickness of no less than 3 mils and
applied through an electrostatic method to insure proper adhesion. Manufacture shall
provide a touch up kit for owners use. Powder coating will not be an accepted paint
process since powder coating can not be field applied.
2.40 Bolts. All bolts used in the assembly of the pumping system shall be zinc plated to
retard Corrosion. Anti -corrosion washers to be used on each side of fastener.
Part 3 - Pumps
3.00 Scope. Pump station manufacturer shall strictly adhere to the following pump
specifications. All pumps shall be of the same pump manufacturer.
3.10 Vertical Turbine Pumps. The main irrigation pump(s) shall be of the vertical turbine
type with flow and head defined in the attached technical specifications.
• The vertical turbine pumps shall be manufactured according to the standards of the
Hydraulic Institute and to ANSI specification No. B58.1.
• The bowl assemblies, column pipe, line -shaft, head shaft, and discharge head shall
be of U.S. manufacture.
• The pumping systems manufacturer shall have a network of service centers, which
shall have available spare parts and trained pump technicians to handle service,
repair and warranty procedures.
3.20 Pump Discharge Head. The pump discharge head shall strictly adhere to the
following pump head specification.
• The discharge head shall be of the fabricated steel type with a minimum 60,000 PSI
tensile strength.
Master Specifications Verticle VFD

• The discharge head shall have a working pressure of not less than 275 PSI and
incorporate a 150 ANSI discharge flange.
• The discharge head shall incorporate an integral air separation chamber, allowing
air to be discharged through an air release line mounted on top of head.
• Complete discharge head shall be hydrostatically tested to a minimum of 413 PSI.
• A product lubricated high-pressure stuffing box containing at least six rings of packing
and two lantern rings shall be provided. Packing shall be compressed around the
shaft by an adjustable two-piece gland. Dual bypass tubing shall be included for
proper packing lubrication and cooling. The discharge head stuffing box area shall
also include a drain, which will be piped back to the wet well. Discharge head to be
designed to include leakless configuration. Stuffing box bushing shall be SAE 660
Cast Iron.
• The head shaft shall be of the two piece type, 416 stainless steel and shall be turned
and ground. The pump manufacturer shall include a method for adjusting the
impeller running clearance at the top of the head shaft. Adequate space shall exist to
couple the head shaft and the line shaft above the stuffing box. Coupling shall be
extra heavy duty AISI 416 SS with a minimum service factor of 2 to 1.
3.30 Pump Column Pipe. Column pipe shall be A53, Grade B schedule 40 material, in
inter -changeable sections not more than 10 feet in length. Pump line shaft shall be AISI
416 SS. The size of the shaft shall be no less than determined by ANSI specification
B58.1, Section 4.2, Table 4. Bearing retainers shall be bronze with rubber bearings.
3.40 Pump Wet End. The pump bowls shall be ASTM A48 Class 30 cast iron free of
detrimental defects. All bowls larger than 8" should be of the flanged type construction.
All pump bowls shall have porcelain enamel lined water passageways for high
efficiencies.
• The impellers shall be C83800 bronze and of the enclosed type design.
• Pump shaft shall be AISI 416 SS turned and ground.
• The shaft shall be supported by bronze bearings above and below each impeller.
• The suction bell bearing shall be extra long and permanently greased packed and
sealed with a bronze sand collar.
• A stainless steel clip on type inlet strainer shall be mounted on the bottom of each
pump.
• Inlet area shall not be less than 4 times the suction bell inlet area.
• Pump bowl assemblies shall be as manufactured by Goulds.
3.50 Pressure Maintenance Pump. A pressure maintenance pump shall be provided to
maintain system pressure during non -irrigation periods.
• The pump shall be of the submersible type with stainless steel housing and
stainless steel impeller.
• Pump shall be sized to prevent main pump cycling.
• Pressure maintenance pump shall be as manufactured by Goulds.
Part 4 - Motors
4.00 Scope. All motors shall be of the same manufacturer. Pump station manufacturer shall
strictly adhere to the following specifications.
4.10 Vertical Hollow Shaft Motors. Motor(s) for irrigation pump(s) shall be of the vertical
Hollow shaft high thrust design.
• Motor shall have a WP-I enclosure, 1.15 service factor, and class F insulation.
• Motors shall be wound for the starting configuration as called out in the technical data
sheet.
Master Specifications Verticle VFD

• Design pump brake horsepower shall not exceed 98% of motor horsepower exclusive
of service factor. Maximum pump run out horsepower shall not be greater than 8%
higher than motor rating exclusive of service factor.
• Motor shall be rated for continuous duty and be designed to carry the maximum
thrust load of the pump and will have B10 bearing life of no less than 5 years.
• Motors shall be rated and tagged for VFD service, proper ambient temperature and
proper altitude per motor manufacturer recommendations.
• Motors shall be as manufactured by U.S. Motors, or Brook Hansen.
4.20 Motor Space Heater. The pump station manufacturer shall provide on each pump
motor a 120volt, single phase space heater of ample size to prevent condensation from
occurring within the motor during non operating periods. The space heater shall be de -
energized when the motor is running.
4.30 Motor Pressure Maintenance Pump. Motor for pressure maintenance pump shall be a
stainless steel submersible type with a 1.15 service factor. Motor shall be as
manufactured by Franklin.
Part 5 — Valves and Gauges
5.00 Scope. Pump station manufacturer shall strictly adhere to the following specifications.
5.10 Pump Check Valve. Silent check valves shall be installed on the discharge of each
pump between the pump discharge head and the pump isolation valve.
• The check valve shall be of the silent operating type that begins to close as the
forward flow diminishes and is fully closed at zero velocity preventing flow reversal
and resultant water hammer or shock.
• The valve design shall incorporate a center guided spring loaded disc, guided at
opposite ends and having a short linear stroke that generates a flow area equal to
the pipe size.
• Valves shall be sized to permit full pump capacity to discharge through them without
exceeding a pressure drop of 2.5 PSI.
• All component parts shall be field replaceable without the need of special tools.
• A replaceable guide bushing shall be provided and held in position by the spring.
The spring shall be designed to withstand 100,000 cycles without failure and provide
cracking pressure of 0.5 PSI and to fully open at a flow velocity of 4 ft/sec.
• The valve disc shall be concave to the flow direction providing for disc stabilization,
maximum strength, and a minimum flow velocity to open the valve.
• The valve disc and seat shall have a seating surface finish of 32 micro -inch or better
to ensure positive seating at all pressures.
• The leakage rate shall not exceed one-half of the allowable rates for metal seated
valves allowed by AWWA Standard C508 or 0.5 oz per hour per inch of valve
diameter
• The valve body shall be constructed of ASTM A126 Class B cast iron for class 125
and Class 250 valves.
• The seat and disc shall be ASTM B584 Alloy C83600 cast bronze or ASTM B148
aluminum bronze covered in Buna-N to provide resilient sealing.
• The compression spring shall be ASTM A313 Type 302 stainless steel with ground
ends.
• Valves 4" and smaller to be pressure rated for 250 PSI, 6" to 10" to be pressure rated
to 150 PSI. Valves 12" and larger check valves to be globe style with 150 PSI rating.
• Dual disc style check valves are not acceptable.
• Check valve shall be as manufactured by Valmatic.
Master Specifications Verticle VFD

5.20 Pump Discharge Isolation Valves. Pump isolation valves shall be of the butterfly type
with grooved ends to provide for expansion and vibration dampening and a lever
operator.
• Valve body shall be constructed of ductile iron with a polyphenylene sulfide coating.
• Valve disc is rubber coated ductile iron.
• Valve shall be rated to 200 PSI.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Isolation valve shall be as manufactured by Victaulic Or Grinnell Company.
• Lug style isolation valves are not acceptable.
5.30 Station Discharge Isolation Valve. Station isolation valve shall be installed on the
discharge of the pump station to completely isolate the pumping system from the
irrigation system.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Valve shall be of the lug style butterfly type.
• Valve shall have one piece body cast from ASTM A126 cast iron.
• Stem shall be 416 stainless steel.
• Disc shall be nickel -plated ductile iron.
• Stem bushings shall be Acetyl to prevent stem seizure to body during prolonged
periods of non-use.
• Seat shall be Buna-N elastomer, one-piece construction, and shall also form the
flange sealing gaskets.
• Valves 8" and smaller shall have a lever operator. Valves 10" and larger shall have a
gear operator with hand wheel.
• Valve shall be rated at 200PS1-bubble shutoff.
• Station isolation valve shall be as manufactured by Watts.
5.40 Pressure Relief Valve. A pilot operated modulating pressure relief valve shall be
included and sized per the technical data sheet.
• Valve body shall be ductile iron with 125-LB inlet and outlet flanges, and shall be
rated for 250 PSI.
• The valve shall be set 10 to 14 PSI above operating pressure and will relieve when
inlet pressure exceeds spring setting on pilot. Valve shall be quick opening and slow
closing to minimize surging.
• The pressure relief valve shall work hydraulically and shall not be operated or opened
from any electrical external source or control. The relief valve shall work solely as a
safety for over pressure relief and shall not function as a normal part of the station
controls.
• Pressure relief valve or lug valve shall not be used as integral part of normal
irrigation pressure control.
• Electric Butterfly valve or any type valve dependent on the PLC or the electrical
system is not allowed.
• Discharge of relief valve shall be piped back to wet well
• A Wye strainer shall be installed in the inlet side of the valve body to provide clean
water to the CRL pilot.
• A wafer style butterfly valve shall be installed on the inlet of the relief valve.
Specifications for this isolation valve will be the same as for the station isolation valve
found in the specification.
• Relief valve shall be as manufactured by CLA-VAL no other manufacture shall be
acceptable.
5.50 Pressure Gauge. A pressure gauge shall be mounted on the discharge header with a
1/" isolation ball valve.
Master Specifications Verticle VFD

• All gauges shall be glycerin silicon filled to reduce wear due to vibration.
• Accuracy shall be within 2%. Gauge diameter shall be 4" - 3 1/2" minimum.
• Range shall be at least 50% higher than the highest pressure attainable from the
pumps at shutoff head conditions.
• The gauge shall incorporate a stainless steel back & bronze internal.
• Pressure gauge shall be as manufactured by Wika.
Part 6 - Electrical
6.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.
6.10 Control Enclosure. Controls shall be housed in a NEMA 4 enclosure with integral
latches.
• The control enclosure should be constructed of 12 gauge steel and the back plate
assembly shall be constructed of 12 gauge steel.60" wide and larger to be 10 gauge
or thicker.
• The enclosure shall be Powder coat painted or as specified in the paint specification
listed under Section 2.0 Mechanical.
• All enclosure cutouts to be done by laser for proper fit, sealing and coating retention.
• All indicating lights, reset buttons, speed potentiometer, selector switches and the
operator interface device shall be mounted on enclosure door and also be rated
NEMA 4.
• All internal components shall be mounted and secured to the removable back plate
assembly.
• A closed type cooling system shall be included to cool the enclosure and reject heat
from the VFD.
• Open type -cooling systems allowing outside ambient air to enter the panel are
not acceptable.
• No water line connections shall be permitted inside of the control enclosure. VFD
status and internal parameters must be viewable without the opening of the
enclosure door.
6.20 Codes. The control panel with controls shall be built in accordance N.E.C., and U.L.
standards.
• The pump station including electrical components and enclosure shall be
labeled as a complete U.L. Listed assembly with manufacturer's U.L. label
applied to the pump station.
• All equipment and wiring shall be mounted within the enclosure and labeled for
proper identification.
• All adjustments and maintenance shall be able to be done from the front of the
control enclosure.
• A complete wiring circuit and legend with all terminals, components, and wiring
identification shall be provided.
• Main disconnect shall be interlocked with door.
• Cabinet to be lockable.
6.30 Panel Paint. The control panel shall be dip cleaned, acid etched and neutralized, iron
phosphate coated and painted with a finish coat of 1 1/2 to 2 mils of polyurethane.
Master Specifications Verticle VFD

6.40 Lightning and Surge Arrester. All electrical equipment shall be protected by a U.L.
Listed approved Category C and Category B surge arrester to suppress voltage surges
on incoming power.
• The devise under IEEE C62.41 Category C will withstand a impulse of 10Kv/10Ka
and Category B to withstand a ringwave of 6Kv/500a and a impulse of 6Kv/3Ka.
• Pass voltage for a 480v devise to the end equipment shall not exceed 150OV-1800V
when subjected to a 8ms * 20ms waveshape resulting in the following performance
statistics: 3720 joules minimum with a power dissipation of 82,500,000VA at 1800V
maximum pass voltage to the protected equipment.
• Response time shall be less that 5 nanoseconds.
6.50 Main Disconnect. A non -fusible main disconnect shall be provided to completely
isolate all controls and motor starting equipment from incoming power.
• Main disconnect shall have a through the door operator, and shall be sized as shown
in the technical data sheet including horsepower rating.
• Disconnect shall be as manufactured by ABB or Allen-Bradley.
• Disconnect shall not be rated as a service disconnect.
6.60 Control Power. Power for the controls shall be provided by a control power transformer,
which will provide low voltage, single-phase power for the pumping system control
operation.
• Control power transformer shall not be used for any other external load.
• The control power transformer shall be protected on the primary side by current
limiting fuses of adequate size and voltage rating.
• All control components will be protected by time delay circuit breakers of adequate
size.
• The control power transformer shall be as manufactured by Acme.
6.70 Skid Conduit. All on skid conduit shall be flexible conduit with watertight connections at
enclosure and termination device. All conduits shall be fastened to the skid every 24".
6.80 Junction Boxes. All off skid devices requiring control interface shall be terminated in a
junction box. The junction box shall be located at the skid edge nearest the installation
point of the off skid device. Fertigation and monitoring systems shall be terminated in a
NEMA 4 junction box located on the top left side of the main controls enclosure to allow
end user connection.
Part 7 - Station Controls
7.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.
7.10 Motor Starting Equipment. All motor starters for the pumping station shall be mounted
on a single back panel in a single NEMA 4 enclosure as specified in section 3.10.
• Motor starters shall meet I.E.C. standards and shall be rated for a minimum of
1,250,000 operations.
• Each main irrigation motor shall have dual contactors, which are both electrically
and mechanically interlocked to allow the VFD to operate on any of the motors as
called out in the technical data sheet.
• Motor overload relays shall be I.E.C. rated class 10 ambient compensated.
• Fuses shall supply short circuit protection to each motor and shall be rated for a
minimum 200,000 amp interrupting capacity.
Master Specifications Verticle VFD

• Motor starters shall be as manufactured by Allen Bradley.
• Motor over -loads shall be manual reset only. Auto -reset of motor overloads shall not
permitted.
7.20 Variable Frequency Drive. The variable speed drive shall be a digital, pulse width
modulation (PWM) variable frequency drive (VFD) with IGBT transistors.
• The VFD shall include a 3% input line reactor to protect against voltage transients.
• The VFD shall have a minimum wire to wire efficiency of 98.5%, and shall be rated
up to 550-volt operation in order to eliminate nuisance tripping at marginally high
voltage conditions.
• Incoming power end shall be protected by fast acting semiconductor fuses.
• Any VFD error messages shall be displayed on a 80 character LCD readout in
English or any one of 11 other languages.
• The following fault protection circuits shall be included:
• Over -current (240%)
• Over -voltage (130%)
• Under -voltage (65%)
• Over -temperature (700 C)
• Ground fault, and motor overload.
• The VFD shall be capable of starting into a rotating load and accelerate or decelerate
to set -point without safety tripping.
• The VFD shall have an automatic extended power loss ride through circuit, which will
utilize the inertia of the pump to keep the drive powered.
• Minimum power loss ride -through shall be one cycle based on full load and no inertia.
• The VFD shall be optimized for a 3 kHz carrier frequency to reduce motor noise.
• The VFD shall employ three current limit circuits to provide "tripless" operation.
• The following operating information shall be displayed on the VFD LCD:
• kWh, elapsed time
• Output frequency (Hz)
• Motor speed (RPM)
• Motor current (amps), and voltage.
• Line reactor will be installed on input of VFD to protect against voltage transients.
• The VFD LCD display shall continuously scroll through all operating information and
shutdown faults while the drive is running and while stopped. The information shall
be viewable through a water tight Plexiglas window on the control panel door as
specified in Section 3.10.
• VFD shall be as manufactured by ABB.
7.30 Pressure Transducer. Pressure transducer shall be utilized for providing all pressure
signals for the control logic.
• Pressure transducer shall be a solid-state bonded strain gage type with an accuracy
of plus/minus 0.20%
• The pressure transducer shall be constructed of 316L stainless steel.
• Transducer shall be rated for station discharge pressure as shown on technical data
sheet, and shall provide gauge pressure output, rather than an absolute.
• Pressure transducer constructed of plastic is not acceptable.
• Threshold transducers are not acceptable.
• Pressure transducer shall be as manufactured by GEMS.
7.40 Flow meter. The pump station shall have a flow sensor installed which will provide the
pump station flow rate and total flow through the operator interface device (OID) as
specified in Section 3.55. The flow sensor shall be a six bladed design which provides a
low impedance signal proportional to the flow. The accuracy shall be plus/minus 2% of
actual flow rate between flow velocities of 1-30 ft./sec. A flow meter run shall be included
Master Specifications Verticle VFD

with a minimum of 5 pipe diameters straight run upstream and 2.5 pipe diameters
downstream for proper meter accuracy. Flow sensor model must have internal noise
filtering feature. Flow sensor wire must be encased in 1'/"liquick tight conduit from sensor
to enclosure. Meter run shall be sized as shown in technical data sheet. Flow sensor shall
be as manufactured by Data Industrial.
7.50 Controls. An industrial grade programmable logic controller (PLC) shall handle all
control logic.
• PLC shall provide demand controlled sequential pump start-up, shutdown and safety
features through its pressure sensing, flow sensing and voltage sensing devices.
• PLC shall have LED indicators for: Input, output, and six diagnostic read-outs
showing PC Run, CPU Fault, and two communications, (battery and force).
• An LED visual status light is provided for each 1/0 to indicate on/off status.
• PLC shall be provided with a built in EEPROM, capacitor, and battery for memory
backup.
• All logic for system control, timing, and control of VFD speed shall be handled by the
PLC.
• A separate set point controller is not acceptable.
• PLC shall have a built in clock calendar.
• The PLC shall be as manufactured by Allen Bradley.
Control software shall be parameter driven, fully documented, and allow user to easily
change ALL operational parameters.
Standard control features and equipment, which need to be included as a minimum, are
as follows:
Alarms and shutdowns:
• Low discharge pressure
• High discharge pressure (Attempts restart)*
• Low water level (Attempts restart)
• Phase loss (Attempts restart)*
• Low voltage (Attempts restart)*
• Phase unbalance (Attempts restart)*
• Phase reversal
• Individual motor overload/phase loss (indicates which individual motor was shut
down) Manual reset only. Automatic reset is not acceptable.
• VFD fault (shutdown VFD pump only and attempts restart)*
* Three unsuccessful restarts in 60-minute period will give hard shutdown.
A red general alarm light will indicate all alarms. Specific alarm conditions along with
procedures for correction will be displayed in English on the operator interface display
(OID).
Panel face switches and lights: Controls shall be designed so operator can discretely
start and stop all pumps in all modes of operation including manual mode, operator
interface failure, VFD bypass and PLC bypass modes with enclosure doors closed and
disconnect switch fully engaged. Enclosure shall include the following switches/ or
indicator lights:
• Individual pump run lights
• Individual pump on/off switches
• System Hand / Off / Automatic switch
Master Specifications Verticle VFD 10

• Mode select switch — allows automatic bypass mode of operation which can be used
in the even of VFD failure
• VFD selector switch — in manual mode, allows user to select which pump will be run
of the VFD
• Reset —Acknowledges pump station alarms
• Speed potentiometer— in manual mode allows user to adjust VFD pump speed
• Low discharge pressure over -ride switch — disables low discharge pressure alarm
Individual pump run lights
• Individual pump on/off switches
• System Hand / Off / Automatic switch
• Mode select switch — allows automatic bypass mode of operation which can be used
in the even of VFD failure
• VFD selector switch — in manual mode, allows user to select which pump will be run
of the VFD
• Reset —Acknowledges pump station alarms
• Speed potentiometer— in manual mode allows user to adjust VFD pump speed
• Low discharge pressure over -ride switch — disables low discharge pressure alarm
• PLC bypass switch allows user to manually operate pumps should PLC fail. The
bypass switch shall be din -rail mounted inside the enclosure. When in bypass the
station shall be capable of running all pumps in the manual mode with door operator
switches. Any excess flow and pressure shall be bypassed through the pump station
relief valve
• Six distinct set point pressures (normal, lockouts 1 & 2, and 3 high elevation). The
lockout feature gives the user the flexibility to lower the set point pressure
automatically at days and times, and "locking out" the operation of one or more of
main pumps if local power authority imposes penalties for operating these pumps
during such times. It also allows user to set a maximum RPM for the VFD pump
during these lockout times so that user can limit amperage draw during penalty
periods. The high elevation set point can be tied into a computerized irrigation
system, or directly linked to high elevation satellites. When high elevation satellites
are operating, control software will automatically and gradually elevate the pressure
to the new desired set point. When finished, the high set point will be lowered back
to normal. The high elevation set point will only be used if called out on the technical
data sheet.
• Software will be included to automatically and gradually ramp up irrigation system
pressure to the desired operating pressures (i.e., 1 PSI every 4 seconds) without
overshooting design pressure. This feature operates whenever pressure drops
below set point pressure. This ramp up time is fully adjustable by the operator. This
control feature is based on an increase in pressure over a pre -defined time period.
The acceleration control on the VFD is NOT an acceptable means of adjusting
pressure ramp up speed.
• Software will be included for optionally maintaining a lower irrigation system pressure
when not irrigating. Reduced pressure values will be shown in the technical data
sheet. Controls will cycle the PM pump at these reduced pressures during non -
irrigation times and pressure will gradually increase to design pressure when the
irrigation periods begin.
• Neither flow meter nor VFD output frequency shall be used for shutting down last
VFD driven pump. Controls and software shall incorporate a method to eliminate
excessive cycling of VFD pump at very low flow conditions, yet not run the pump
excessively at no flow conditions.
• Automatic alternation of VFD driven pumps. This shall be accomplished by
incorporating dual mechanically and electrically interlocked contactors allowing
alternation of the VFD between pumps. The controls shall alternate pumps based on
individual run time allowing each pump to acquire equal operation.
Master Specifications Verticle VFD 11

• Real time clock calendar allows PLC to internally provide all date, time and day of
week functions used above.
• Two separately adjustable PID control loops for both low flow and high flow pressure
stability.
• User shall be able to field select either of two modes of VFD operation. Auto switch
VFD option allows VFD to sequentially start each pump. The standard mode of
operation starts the first main pump on the VFD and the remaining pumps start
across the line as required.
• Shutoff algorithm for fixed speed pumps to minimize pump cycling while also
remaining responsive to sudden flow reductions. Minimum run timers alone for
minimizing fixed speed pump cycling is not acceptable. Discharging through relief
valve during pump transitions is not acceptable.
• Full manual operation capability with panel face mounted speed potentiometer for
manually adjusting VFD speed.
• Light tests sequence: Pressing the reset button for 5 seconds illuminates all lights.
• All pump station shutdowns shall be of the controlled type that sequentially retires
pumps at user selectable intervals to reduce water hammer within the irrigation
system. Phase fault shutdown shall have accelerated rate to minimize motor
damage. All pump system shut downs shall be of a controlled type that sequentially
retires pumps at intervals appropriate to the specific individual alarms.
7.60 Individual motor phase failure and low voltage safety circuitry shall retire any pump
that experiences low voltage, phase failure or phase unbalance as monitored at the load -
side of each pump motor contactor.
• Each pump motor shall have its individual protective device and time delay to allow
for transient low voltage during motor starting to allow maximum motor protection.
• Separate main phase failure and low voltage safety circuit shall also be provided to
retire the pumping system if it experiences low voltage, phase failure or phase
reversal as monitored at line -side of control enclosure.
• Phase monitor shall have a time delay to allow for transient low voltage during motor
starting and to allow maximum motor protection. Operator interface device (OID),
mounted in enclosure door, shall signal phase failure for any affected pump.
• The individual pumps or pumping system shall not operate until the voltage problem
has been corrected and safety has been manually reset.
• Single incoming phase monitor safety circuit is not acceptable.
7.70 Operator Interface Device (OID). The pump station shall include a NEMA 4, 40
character LED display and keypad mounted on the control panel door. This device will
allow the operator to view and selectively modify all registers in the PLC. The unit shall
store its messages in non-volatile memory. The operator interface device shall incorporate
password protection for protecting data integrity. The device will allow for display and
modification of all timers, set points, lockout times, etc. The device shall communicate with
the PLC through the programming port, and shall include an RS232 communications port
allowing a printer to be attached for real time station status logging.
In addition to the data entry keys, the following shall be included on the systems
main menu.
Pressure, Flow and System Status: The current pressure, flow, VFD RPM and a
system status overview shall be displayed. Codes or Faults ID numbers shall not be
adequate.
Current Condition of all Alarms: The input state and alarm state for all active
alarms shall be shown.
Master Specifications Verticle VFD 12

• Pump Runtime and Starts: Runtime and number of starts for each pump shall be
readily. The starts and runtime must be verified by electrical pump feedback. The
OID will include a grand total and since reset value for each pump.
• Alarm History: The last nine alarms shall stored in PLC Memory with detailed
information about time, pressure and flow at the time of occurrence. The log will also
include diagnostic and recommendations for correction of condition.
• Total Flow Output: This total shall include a grand total since commission and a
total since reset.
• Stations Events: The last 255 events shall be stored in PLC memory. This will
include all alarms, individual pump starts and stops, and change in system status.
• The display shall provide detailed diagnostic information to the operator about the
logical state, which starts and stops irrigation pumps. This diagnostic information will
provide direct insight to controller internal logic.
• The pump station software program shall be user friendly enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station
software ladder logic shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).
• The pump station software program shall be user friendly enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station
software ladder logic shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).
7.80 Operation. The pump station shall adhere strictly to the following operational guidelines.
These guidelines are written to provide clear operation of the station and prevent
unneeded pump cycling and excessive electrical usage.
During non -irrigation times, the pressure maintenance pump (PM) will cycle on and
off as required to maintain irrigation system pressure. The start and stop pressures
shall be a differential off of set point. The cycling pressures can be user selected
and can be set substantially below normal set point pressure, if desired. If the PM
pump cannot maintain the desired pressure, then the VFD will start the first pump
and will gradually ramp the pressure up to desired irrigation pressure. The start
pressure of the VFD pump shall be a differential below the set point. The pump
speed will be modulated to hold a constant discharge pressure regardless of flow. As
the flow rate increases and the VFD pump can no longer maintain pressure while at
maximum speed, the next sequential pump will be started and the VFD driven pump
will accordingly reduce its speed and modulate. An algorithm shall be included for
accurately reducing the VFD pump speed as the next sequential pump is started so
that no pressure surges are generated during the transition (even with across the line
starting). If the user prefers to switch the VFD from pump to pump for sequential
starting, he can select this option with the OID. As the flow continues to increase,
pumps will sequentially be started until all pumps are running. As the flow begins to
decrease, pumps will be sequentially turned off until only a single VFD driven pump is
Master Specifications Verticle VFD 13

operating. When a no flow condition occurs, PLC must check and verify pump curve
position prior to station shutdown.
Part 8 — Set and Start -Up
8.00 General. Others shall be responsible for providing all materials, equipment, and
labor necessary to install all items associated with the pump station.
8.10 Unloading and Setting Supervision. Setting of the pump station is the responsibility
of the manufacturer, unless specifically called out elsewhere in the specification.
• Crane to off-load and set the pump station on the concrete slab is to be provided
by others.
8.20 Start Up. When discharge piping, electrical connections, and electrical inspection have
been completed, the pump station manufacturer shall be contacted for start up.
• A minimum one -week notice shall be given to manufacturer prior to scheduled start
up date.
• During start up, the complete pumping system shall be given a running test of normal
start and stop, and fully loaded operating conditions.
• During this test, each pump shall demonstrate its ability to operate without undue
vibration, or overheating and shall demonstrate its general fitness for service.
• All defects shall be corrected and adjustments made at the expense of the pump
station manufacturer. Test shall be repeated until satisfactory results are obtained.
• Start up assistance will be provided but will be limited to one 8-hour day unless
otherwise specified.
• After the station startup has been completed, but before leaving the job site, a
training session will be given. The training session will be given to the owner or the
owner's representative to familiarize them with the pumping system operation,
maintenance and adjustments.
Part 9 — Remote Monitoring
9.00 Scope. Pump station manufacturer shall provide the following remote monitoring system.
Remote monitoring and control software shall have been developed internally by the
pump system manufacturer and shall operate within the Windows® operating platform.
9.10 Remote Pump Station control and Monitoring. Remote PC compatible pump station
monitoring software shall be provided which allows user to remotely view all specified
items in section 3.55 -- Operator Interface Device. Pump station monitoring software
shall be included that is 100% compatible with the Microsoft Windows 95 (or later)
operating system. Software shall be graphic with full mouse (point and click) control.
The monitoring system shall be capable of communicating at baud rates from 300 Baud
to 19,200 baud. User shall be able to view and/or change any and all station operating
parameters (i.e., set point pressure, lockout times, ramp up speed, etc.) and also
acknowledge and reset fault conditions. The pump station software shall be field
configurable for direct hardware connect, phone modem, radio modem, or cellular
modem.
The software shall enable users to locally and/or remotely access (the same or multiple)
pump stations simultaneously. Software shall support program -to -program network
communications via TCP/IP to allow the exchange of settings and data with other
applications hosted on the same or a remote PC. Software shall support simultaneous
monitoring to the same pump station by any computer networked (LAN, WAN or WWW)
to the PC that is connected to the station via radio modem. Complete historical reporting
capabilities shall be included. All required PLC interface card(s), modem and hardware
Master Specifications Verticle VFD 14

required (other than computer, monitor screen, and direct burial cable) shall be supplied
by pump station manufacturer.
Manufacturer shall provide the capability to monitor and control the pump system
from a remote location. The following equipment to be supplied by owner.
Monitoring program shall require:
• PC with Pentium (or higher) processor
• Microsoft Windows 95 (or later) operating system with TCP/IP networking
installed
• 32 MB or RAM minimum (64 MB recommended)
• Hard disk space required: 200 MB
• VGA or higher -resolution (SVGA recommended) video card and monitor
• CD-ROM drive
• Microsoft or compatible pointing device
• Available serial port
The monitoring software shall provide the ability for auto -data log -down load. This
feature shall allow the timed retrieval of pump station historical data in order for
complete station history storage and recall. Display of historical information shall be
in a logical, graphical format. The data shall also be available as tabular information,
either for screen viewing or for ASC11 export to external programs. The file format
shall be non-proprietary and a description supplied with the software.
The monitoring system shall store up to 4 channels of data for analysis and system
performance verification. These 4 channels shall be easily user selectable at any
time through the graphic interface in the Windows environment. These 4 channels
shall be capable of recording any of the following information:
• Irrigation system pressure as well as set -point pressure
• Pump station tank pressure (if so equipped)
• System flow rate
• Auxiliary system pressure (as equipped)
• Auxiliary system flow rate (as equipped)
• VFD motor speed (as equipped)
• Any auxiliary analog equipment such as level and temperature sensors
The system shall also store all station events for retrieval and graphical display. The
events, which are recorded, shall be as follows:
• Pump start XL (across the line)
• Pump start VFD (variable speed drive)
• Pump stop
• All pump switch setting changes
• Controller power loss
• System switch setting changes
• Faults - system and individual pump
Automatic and manual fault reset
The pump monitoring system shall graphically display the following real time
information:
• Pump run status
• Pump RPM
• Motor/pump hours
• Pump system fault
• Individual pump faults
• Pump control panel switch status
• System flow rate
• System total flow
• All pump control system monitoring pressures
Master Specifications Verticle VFD 15

The pump monitoring system shall allow remote control of the pump system.
Functions are to include:
• Ability to read from or write to any valid register within the station controller (PLC)
• User defined set of register synonyms for routine setting changes
• System fault information including time of occurrence
• Pump system lockout scheduling
Manufacturer shall provide the following monitor and control items:
• Software - to be developed "in-house" and be fully documented and serviceable.
• Hardware - limited to pump system and communication support, including PLC
interface card (Hardware support for software is by user -- i.e., Computer,
Monitor, Mouse, Phone Modem, Printer, Printer Cable etc.).
• Graphical display of datalog values will be included with user selectable ranges
of 15 minutes, 1/2 hour, 1 hour, 12 hour, and 24 hours per screen.
• Monitoring software shall be user configurable. Communications shall be
selected between two basic modes as detailed in technical specifications:
• Password security shall be provided to guard against unauthorized system
changes
Part 10 -Additional Equipment
10.0 Auto -flush Wye Strainer. The pump station manufacturer shall provide an automatic
flushing Wye strainer mounted and wired on skid.
• The Wye strainer basket shall be piloted in both body and cover and fabricated from
24-gauge stainless steel with perforations as shown in the technical specifications.
• The body of the strainer shall be cast iron with flanged connections.
• Pressure drop through the strainer shall be not more than 1.75 PSI at full station
capacity.
• The strainer shall be automatically flushed after a specific pump station run duration
period. This timer is adjustable through the computer operator interface device (OID)
as called out for in these specifications.
• An H.O.A. selector switch shall be mounted on the control panel face.
• Provided, as an integral part of the strainer package shall be a normally closed
solenoid operated valve.
• The PLC shall initiate the flushing cycle by opening the 2" solenoid valve for 15
seconds. The flushing duration shall be an adjustable timer through the computer
interface device.
• A 2" ball valve shall be supplied to isolate the solenoid valve from the irrigation
system.
• The Wye strainer size shall be specified in the technical data sheet.
• The flush line shall be piped to skid edge. Others to supply flush line back to supply
pond.
10.10 Lake Level Controls - AC. Reservoir level shall be continuously monitored by a liquid
level sensor. When low level is sustained for a period of time, a 120v AC signal shall be
directed to start reservoir pump, or open filling valve, through dry -contact closure of a
relay which shall be mounted at the filling source. Signal shall be maintained until
reservoir is filled to the upper sensor. Upon cessation of signal, relay shall drop out and
pump shall stop or valve shall close. An HOA selector switch with green light shall be
mounted on the control panel face.
10.30 Reservoir Inlet Screen. A reservoir inlet screen shall be provided at the inlet to the
horizontal inlet flume leading to the wet well. The entire screen is to be in the vertical
plane with the total inlet screened area called out in the technical data sheets. The
Master Specifications Verticle VFD 16

screen shall be fabricated from 304 stainless steel plate and angle with 3/8" x 7/8"
stainless steel square mesh screen bolted to three vertical sides with stainless bolts.
The screen outlet connection shall be compatible with the horizontal inlet flume. The inlet
screen shall be installed by others.
10.40 Discharge Dog Leg. The pump station manufacturer shall supply the discharge pipe
connecting the pump station discharge to the irrigation main line. ASTM A105
SCHEDULE 40 PIPE OR HEAVIER. The discharge pipe shall be painted the same as
the main pump station and shall be size per the technical data sheets.
Part 11 — Warranty
11.00 Warranty. The manufacturer shall provide to the end user the following minimum
capabilities and warranty.
Length of Warranty
• The manufacturer warrants that the water pumping system or component will be free
of defects in workmanship for one-year from date of authorized start-up but not later
than fifteen months from date of manufacturer's invoice.
Service Network
• Manufacturer shall maintain a Factory Trained and Managed Service Network to
execute all warranty claims.
• All service entities must maintain as their primary core business the maintenance,
service and repair of pump systems.
• Authorized Service Technicians must be Factory Trained and maintain a minimum of
25 hours per year of on going in -factory training.
• The manufacturer shall provide 24/7 technical phone support to the end user during
and after the warranty period.
Component Replacement
• Provided that all installation and operation responsibilities have been properly
performed, manufacturer will provide a replacement part or component and field
installation during the warranty life.
• Repairs done at manufacturer's expense must be pre -authorized. Start-up certificate
must be on file with manufacturer to activate warranty.
• Upon request, manufacturer will provide advice for trouble shooting of a defect during
the warranty period.
• Reasonable access must be provided to allow for repairs or replacement of any
components.
Maintenance. The manufacturer shall use only high quality material. As with any
mechanical or electrical device, some preventative maintenance efforts are required to
enhance service life. The customer is encouraged to establish a methodical
maintenance service program to avoid premature failure. Manufacturer supports a wide
network of technical service agents and recommends they be utilized for service.
Because of varied conditions beyond the control of manufacturer, this warranty does not
cover damage under the following condition or environment unless otherwise specified in
writing:
• Default of any agreement with manufacturer.
• The misuse, abuse of the pumping equipment outside is intended and specified use.
• Failure to conduct routine maintenance.
• Handling any liquid other than irrigation water.
• Exposure to electrolysis, erosion, or abrasion.
• Presence of destructive gaseous or chemical solutions.
Master Specifications Verticle VFD 17

• Over voltage or unprotected low voltage.
• Unprotected electrical phase loss or phase reversal.
The foregoing constitutes manufacturer's sole warranty and has not nor does it make any
additional warranty, whether express or implied, with respect to the pumping system or
component. Manufacturer makes no warranty, whether express or implied, with respect
to fitness for a particular purpose or merchantability of the pumping system or
component. Manufacturer shall not be liable to purchaser or any other person for any
liability, loss, or damage caused or alleged to be caused, directly or indirectly, by the
pumping system. In no event shall the manufacturer be responsible for incidental,
consequential, or act of God damages nor shall manufacturer's liability for damages to
purchaser or any other person ever exceed the original factory purchase price.
Master Specifications Verticle VFD 18

W3
METER
ATMOS 41 INTEGRATOR GUIDE
SENSOR DESCRIPTION
The ATMOS 41 All -in -One Weather Station is designed for continuous monitoring of environmental variables,
including all standard weather measurements (see Measurement Specifications). All sensors are integrated
into a single unit, requiring minimal installation effort. Ultra -low power consumption and a robust, no
moving parts design that prevents errors because of wear or fouling make the ATMOS 41 ideal for long-term,
remote installations.
APPLICATIONS
• Weather monitoring
• Microenvironment monitoring
• Spatially distributed environmental monitoring
• Crop weather monitoring
• Fire danger monitoring/mapping
• Weather networks
ADVANTAGES
• Robust, no moving parts design
• Small form factor
• Integrated design for easy installation
• Low -input voltage requirements
• Low -power design supports battery -operated
data loggers
• Supports the SDI-12 three -wire interface
• Tilt sensor informs user of out -of -level conditions
• No configuration necessary
• Measures all standard weather variables (plus
several others)
PURPOSE OFTHIS GUIDE
METER Group provides the information in this
integrator's guide to help ATMOS 41 All -in -One
Weather Station customers establish communication
between these sensors and their data acquisition
equipment or field data loggers. Customers using data
loggers that support SDI-12 sensor communications
should consult the data logger user manual. METER
sensors are fully integrated into the METER system of
plug -and -play sensors, cellular -enabled data loggers,
and data analysis software.
COMPATIBLE FIRMWARE VERSIONS
This guide is compatible with firmware versions
5.30 or newer.
METER Group, Inc.
2365 NE Hopkins Court, Pullman, WA 99163
T+1.509.332.2756 F+1.509.332.5158
[e-mail] W metergroup.com
Figure1 ATMOS 41 All -in -One Weather Station

ATMOS 41 INTERGRATOR GUIDE
SPECIFICATIONS
MEASUREMENT SPECIFICATIONS
Solar Radiation
Range
Resolution
Accuracy
Precipitation
Range
Resolution
Accuracy
Vapor Pressure
Range
Resolution
Accuracy
o_
0-1750 W/m2
1 W/m2
±5% of measurement typical
0-400 mm/h
0.017 mm
±5% of measurement
from 0 to 50 mm/h
0-47 kPa
0.01 kPa
Varies with temperature
and humidity,±0.2 kPa
typical below 40 °C
100
±0.03
10.05
+009
+0.16
10,27
±0.44
±0.69
±1.33
12.38
90
±0.03
±0.05
±0.09
+0,15
±0.26
±0.42
±0.66
±1.26
±2, 24
80
±0.03
±0.04
±0,07
+0, 12
±0.21
±0.34
±0.53
±1.20
1210
70
±0.02
±C�.04
±0.07
±0.12
+0,20
m0.32
±0. 50
+1.13
±196
60
±0.0Z
1102
+0.06
±0.11
±0.18
±0.30
±0.47
±1.06
±182
50
-0.02
±0.03
±0.06
m0.10
±0.17
-0.28
±0.45
m0.99
±163
40
±0.0Z
±0.03
±0.05
0.09
±0.16
±0.26
*0,42
±0.76
11,54
30
±0.01
±0.03
±0. 05
10.09
10 IS
±0.24
±0.39
t 0,691
±140
20
±0A1
OOB0±0.2±0.56
±0.67
±1�26
±0, 040.07
±0.12
±031
±0.33
±o. ss
±113
0
410
±0'
±0.06
±0.11
±0.19
±0.30
±0.48
±099
0
30
40
50
so
70
BO
Relative Humidity
Range
Resolution
Accuracy
TEMPERATURE ('Q
0-100% RH (0.00-1.00)
0.1% RH
Varies with temperature
and humidity, ±3% RH typical
100
±2.0%
+2.0%
±2.0%
±2.0%
±2.0%
±2.04b
'_2.0%
±2.0%
±2.0%
90
±20%
±2.0%
±20%
±20%
±20%
±20%
±20%
±20%
±2.0%
6o
±2.0%
±1 5%
±1.5%
±1.5%
±1.5%
±1.5%
±2.0%
±2.0%
±2.0%
7o
±1.5%
±1, 5%
±1.5%
±1.5%
±1.5%
±1.5%
±1.5%
±2.0%
±2.0%
60
±1.5%
±1,S%
±1.5%
±1.5%
±1.5%
±1.5%
11.5%
+2.0%
+2.0%
50
t1.51A
±1.59A
±1.5%
±1_5%
±1.5%
±1.5%
±1.5%
±2A%
±2.045
40
±1.5%
±1.5%
m1.5%
±1.5%
m1.5%
-1.5%
±1.5%
-1.5%
±2.0%
30
±1.5%
±1.5%
±1.5%
±1.5%
±1.5%
±1.5%
±1.5%
±1.5%
±2.0%
20
±1.5%
±1.5%
±1.5%
±1.5%
±v5%
±1.5%
±1.5%
±1.5%
±2.0%
o
±±1544
±15%±
15%
5%±1s%
±t%
±1
%%
±5
±t%
±
0
1 10
1 20
1 30
1 49
1 50
1 60
70
1 80
Hysteresis
Long -Term Drift
Air Temperature
Range
Resolution
Accuracy
TEMPERATURE (°C)
±0.80% RH, typical
±0.25% RH/year, typical
Humidity Sensor Temperature
Range
-40 to 50 °C
Resolution
0.1 °C
Accuracy
±1.0°C
Barometric Pressure
Range
1-120kPa
Resolution
0.01 kPa
Accuracy
±0.05 kPa at 25 °C
Equilibration
<10 ms
Time (i, 63%)
Long -Term Drift
<0.1 kPa/year, typical
Horizontal Wind Speed
Range 0-30 m/s
Resolution 0.01 m/s
Accuracy The greater of 0.3 m/s or
3% of measurement
Wind Gust
Range
0-30 m/s
Resolution
0.01 m/s
Accuracy
The greater of 0.3 m/s or
3% of measurement
Wind Direction
Range 00-3590
Resolution 10
Accuracy ±50
Tilt
Range
-900 to 900
Resolution
0.10
Accuracy
±10
Lightning Strike Count
Range
0-65,535 strikes
Resolution
1 strike
Accuracy
Variable with distance,
>25% detection at
<10 km typical
Lightning Average Distance
-50 to 60 °C Range 0-40 km
0.1 °C Resolution 3 km
±0.6 °C Accuracy Variable
2

ATMOS 41 INTERGRATOR GUIDE
COMMUNICATION SPECIFICATIONS
Output
SDI-12 communication
Data Logger Compatibility
METER ZL6 and EM60 data loggers or any data
aquisition systems capable of switched 3.6- to
15.0-VDC excitation and SDI-12 communication
PHYSICAL SPECIFICATIONS
Dimensions
Diameter 10 cm (3.9 in)
Height 28 cm (11.0 in), includes rain
gauge filter
Operating Temperature Range
Minimum -50 °C
Typical NA
Maximum 60 °C
NOTE: Barometric pressure and relative humidity sensors
operate accurately at a minimum of —40'C.
Cable Length
5 m (standard)
75 m (maximum custom cable length)
NOTE: Contact Customer Support if nonstandard cable length
is needed.
Cable Diameter
0.165 ±0.004 in (4.20 ±0.10 mm), with minimum
jacket of 0.030 in (0.76 mm)
Connector Types
Stereo plug connector or stripped and tinned
wires
Stereo Plug Connector Diameter
3.5 mm
Conductor Gauge
22-AWG / 24-AWG drain wire
ELECTRICALAND TIMING CHARACTERISTICS
Supply Voltage (VCC to GND)
Minimum 3.6 VDC continuous
Typical NA
Maximum 15.0 VDC continuous
NOTE: ATMOS 41 must be continuously powered to work properly.
NOTE: For the ATMOS 41 to meet digital logic levels specified
by SDI-12, it must be excited to 3.9 VDC or greater.
Digital Input Voltage (logic high)
Minimum 2.8 V
Typical 3.6 V
Maximum 5.0 V
Digital Input Voltage (logic low)
Minimum -0.3 V
Typical 0.0 V
Maximum 0.8 V
Digital Output Voltage (logic high)
Minimum NA
Typical 3.6 V
Maximum NA
NOTE: For the ATMOS 41 to meet digital logicl levels specified
by SDI-12, it must be excited to 3.9 VDC or greater.
Power Line Slew Rate
Minimum 1.0 V/ms
Typical NA
Maximum NA
Current Drain (during measurement)
Minimum 0.2 mA
Typical 8.0 mA
Maximum 33.0 mA
Current Drain (while asleep)
Minimum 0.2 mA
Typical 0.3 mA
Maximum 0.4 mA
Power Up Time (SDI ready)—aRx! Commands
Minimum NA
Typical 10 s
Maximum NA
Power Up Time (SDI ready) —Other Commands
Minimum NA
Typical 310 ms
Maximum NA
Power Up Time (SDI-12, DDI disabled)
Minimum NA
Typical 240 ms
Maximum NA
3

ATMOS 41 INTERGRATOR GUIDE
Measurement Duration COMPLIANCE
Minimum NA EM ISO/I EC 17050:2010 (CE Mark)
Typical 110 ms
Maximum 3,000 ms
EQUIVALENT CIRCUIT AND CONNECTION TYPES
Refer to Figure 2 and Figure 3 to connect the ATMOS 41 to a logger. Figure 2 provides a low -impedance variant
of the recommended SDI-12 specification.
GND
PIGTAILCABLE
Power (brown)
Ground (bare)
Digital
communication (orange)
NOTE: Some early ATMOS 41 units may have the older Decagon
wiring scheme where the power supply is white, the digital out is
red, and the bare wire is ground.
LL
0- STEREO CABLE
CV
cV Ground
Digital communication
Power
Figure 2 Equivalent circuit diagram Figure 3 Connection types
0 PRECAUTIONS
METER sensors are built to the highest standards, but misuse, improper protection, or improper installation may damage the sensor
and possibly void the warranty. Before integrating sensors into a sensor network, follow the recommended installation instructions and
implement safeguards to protect the sensor from damaging interference.
SURGE CONDITIONS
Sensors have built-in circuitry that protects them against common surge conditions. Installations in
lightning -prone areas, however, require special precautions, especially when sensors are connected to a
well-grounded third -party logger.
Visit metergroup.com for articles containing more information.
CABLES
Improperly protected cables can lead to severed cables or disconnected sensors. Cabling issues can be
caused by many factors, including rodent damage, driving over sensor cables, tripping over the cable, not
leaving enough cable slack during installation, or poor sensor wiring connections. To relieve strain on the
connections and prevent loose cabling from being inadvertently snagged, gather and secure the cable
travelling between the ATMOS 41 and the data acquisition device to the mounting mast in one or more places.
Install cables in conduit or plastic cladding when near the ground to avoid rodent damage. Tie excess cable to
the data logger mast to ensure cable weight does not cause sensor to unplug.
SENSOR COMMUNICATIONS
METER digital sensors feature a 3-wire interface following SDI-12 protocol for communicating
sensor measurements.
SDI-12 INTRODUCTION
SDI-12 is a standards -based protocol for interfacing sensors to data loggers and data acquisition equipment.
Multiple sensors with unique addresses can share a common 3-wire bus (power, ground, and data). Two-way
communication between the sensor and logger is possible by sharing the data line for transmit and receive
4

ATMOS 41 INTERGRATOR GUIDE
as defined by the standard. Sensor measurements are triggered by protocol command. The SDI-12 protocol
requires a unique alphanumeric sensor address for each sensor on the bus sot hat ad ata logger can send
commands to and receive readings from specific sensors.
Download the SDI-12 Specification v1.3 and learn more about the SDI-12 protocol.
DDI SERIAL INTRODUCTION
The DDI serial protocol is the method used by the METER family of data loggers for collecting data from
the sensor. This protocol uses the data line configured to transmit data from the sensor to the receiver only
(simplex). Typically, the receive side is a microprocessor UART or a general-purpose 10 pin using a bitbang
method to receive data. Sensor measurements are triggered by applying power to the sensor. When the
ATMOS 41 is set to address 0, a DDI serial string is sent on power up, identifying the sensor.
INTERFACING THE SENSOR TO A PC
The serial signals and protocols supported by the sensor require some type of interface hardware to be
compatible with the serial port found on most personal computers (or USB-to-serial adapters). There are
several SDI-12 interface adapters available in the marketplace; however, METER has not tested any of these
interfaces and cannot make a recommendation as to which adapters work with METER sensors. METER data
loggers and the ZSC and PROCHECK handheld devices can operate as a computer -to -sensor interface for
making on -demand sensor measurements. For more information, please contact Customer Support.
METER SDI-12 IMPLEMENTATION
METER sensors use a low -impedance variant of the SDI-12 standard sensor circuit (Figure 2). During the
power -up time, sensors output some sensor diagnostic information and should not be communicated with
until the power -up time has passed. After the power up time, the sensors are compatible with all commands
listed in the SDI-12 Specification v1.3 except for the continuous measurement commands (aRO-aR9
and aRCO-aRC9) and the concurrent measurement commands (aC-aC9 and aCCO-aCC9). M, R, and C command
implementations are found on pages 8-9.
Out of the factory, all METER sensors start with SDI-12 address 0 and print out the DDI serial startup string
during the power up time. This can be interpreted by non -METER SDI-12 sensors as a pseudo -break condition
followed by a random series of bits.
The ATMOS 41 will omit the DDI serial startup string (sensor identification) when the SDI-12 address is nonzero.
ATMOS 41 INTERNAL MEASUREMENT SEQUENCE
Upon power up, the ATMOS 41 initializes an internal timer to 55.This internal timer is incremented by
1 every second and resets to 0 after incrementing to 59. In addition, issuing an averaging command
(aM! , aRO! , aR3! , aR7! , and aC! ) resets this timer to 55.
While powered up, the ATMOS 41 continuously counts drops from the precipitation sensor and takes solar
radiation, wind, and air temperature measurements every 10 s at internal timer intervals of 0, 10, 20, 30, 40,
50 and logs these values internally. Orientation, vapor pressure, atmospheric pressure, and relative humidity
are measured every 60 s at the internal timer interval of 4 and logged internally. The aR4! command will output
instantaneous measurements of these parameters.
The aM! , aRO! , aR3! , aR7! , and aC! commands (and subsequent D commands when necessary) will compute
and output the averages, accumulations, or maximums of these measurements (and derived measurements)
and reset internal averaging counters and accumulators. Therefore, it is not necessary to oversample
the ATMOS 41 and compute averages, accumulations, and maximums in external data systems. Less
frequent sampling has the additional benefit of decreasing data acquisition systems and ATMOS 41 power
consumption. If the aM! , aRO! , aR3! , aR7! , and aC! commands are issued more frequently than 2 times their
measurement interval, the ATMOS 41 will not average the measurements and will output instantaneous
values.
SENSOR ERROR CODES
The ATMOS 41 has four error codes available:
• -9999 general error code
• -9992 calibrations lost or corrupt
• -9991 sensor undervoltage condition
• -9990 invalid wind measurement error code
5

ATMOS 41 INTERGRATOR GUIDE
SDI-12 CONFIGURATION
Table 1 lists the SDI-12 communication configuration.
Table 1 SDI-12 communication configuration
Baud Rate 1,200
Start Bits
1
Data Bits
7 (LSB first)
Parity Bits
1 (even)
Stop Bits
1
Logic
Inverted (active low)
SDI-12TIMING
All SDI-12 commands and responses must adhere tothe format in Figure 4 on the data line. Both the
command and response are preceded by an address and terminated by a carriage return line feed combination
and follow the timings how n in Figure 5.
START I DO I D1 D2 D3 I D4 D5 I D6 I EP STOP
Figure 4 Example SDI-12 transmission of the character 1 (Ox31)
i---------------DATA LOGGER------------------- i--------------------SENSOR ---------------------
Break
(at least 12 ms) Command Response
Marking Marking
(at least 8.33 ms) (at least 8.33 ms)
Sensor must respond Maximum time*
within 15 ms
*Maximum time is dependent upon the amount of data returned for the command sent.
-
Figure 5 Example data logger and sensor communication
COMMON SDI-12 COMMANDS
This section includes tables of common SDI-12 commands that are often used in an SDI-12 system and the
corresponding responses from METER sensors.
H.

ATMOS 41 INTERGRATOR GUIDE
IDENTIFICATION COMMAND (aI! )
The Identification command can be used to obtain a variety of detailed information about the connected
sensor. An example of the command and response is shown in Example 1, where the command is in bold and
the response follows the command.
Example 1 1I ! 113METER — — — ATM41-404631800001
Fixed
Character
Parameter
Length
Description
lI!
3
Data logger command
Request to the sensor for information from sensor address 1 .
1
1
Sensor address
Prepended on all responses, this indicates which sensor on the bus is returning the
following information.
13
2
Indicates that the target sensor supports SDI-12 Specification v1.3
METER — — —
8
Vendor identification string
(METER and three spaces — — — for all METER sensors)
ATM41 —
6
Sensor model string
This string is specific to the sensor type. For the ATMOS 41, the string is ATM41
404
3
Sensor version
This number divided by 100 is the METER sensor version (e.g., 404 is version 4.04).
631800001
s13,
Sensor serial number
variable This is a variable length field. It may be omitted for older sensors
CHANGE ADDRESS COMMAND (aAB! )
The Change Address command is used to change the sensor address to a new address. All other commands
support the wildcard character as the target sensor address except for this command. All METER sensors
have a default address of 0 (zero) out of the factory. Supported addresses are alphanumeric (i.e., a —z, A—Z,
and 0-9). An example output from a METER sensor is shown in Example 2, where the command is in bold and
the response follows the command.
Example 2 1A0! 0
Fixed
Character
Parameter Length Description
1A0! 4 Data logger command
Request to the sensor to change its address from 1 to a new address of 0.
New sensor address.
For all subsequent commands, this new address will be used by the target sensor.
ADDRESS QUERY COMMAND (?!)
While disconnected from a bus, the Address Query command can be used to determine which sensors are
currently being communicated with. Sending this command over a bus will cause a bus contention where all
the sensors will respond simultaneously and corrupt the data line. This command is helpful when trying to
isolate a failed sensor. Example 3 shows an example of the command and response, where the command is in
bold and the response follows the command. The question mark (?) is a wildcard character that can be used in
place of the address with any command except the Change Address command.
Example ?!0
Fixed
Character
Parameter Length Description
?! 2 Data logger command
Request for a response from any sensor listening on the data line
Sensor address.
Returns the sensor address to the currently connected sensor.
7

ATMOS 41 INTERGRATOR GUIDE
COMMAND IMPLEMENTATION
The following tables list the relevant Measurement (M), Continuous (R), Concurrent (C), and Verification (V)
commands and subsequent Data (D) commands when necessary.
MEASUREMENT COMMANDS IMPLEMENTATION
Measurement (M) commands are sent to a single sensor on the SDI-12 bus and require that subsequent Data
(D) commands are sent tothat sensor to retrieve the sensor output data before initiating communication with
another sensor on the bus.
Please refer to Table 2 and Table 3 for an explanation of the command sequence and see Table 10 for an
explanation of response parameters.
Table 2 W command sequence
Command Response
This command reports average, accumulated, or maximum values.
Please see ATMOS 41 Internal Measurement Sequence for more details.
W atttn
aDO! a+<solar>+<precipitation>+<strikes>
aDl! a+<windSpeed>+<windDirection>+<gustWindSpeed>
aD2! a±<airTemperature>+<vaporPressure>+<atmosphericPressure>
NOTE: The measurement and corresponding data commands are intended to be used back to back. After a measurement command is
processed by the sensor, a service request a <CR><LF> is sent from the sensor signaling the measurement is ready. Either wait until ttt
seconds have passed or wait until the service request is received before sending the data commands. See the SDI-12 Specifications v1.3
document for more information.
Table 3 aMl! command sequence
Command Response
This command reports instantaneous values.
aMl! atttn
ON a±<xOrientation>±<yOrientation>+<nullValue>
NOTE: The measurement and corresponding data commands are intended to be used back to back. After a measurement command is
processed by the sensor, a service request a <CR><LF> is sent from the sensor signaling the measurement is ready. Either wait until ttt
seconds have passed or wait until the service request is received before sending the data commands. See the SDI-12 Specifications v1.3
document for more information.
CONTINUOUS MEASUREMENT COMMANDS IMPLEMENTATION
Continuous (R) measurement commands trigger a sensor measurement and return the data automatically
after the readings are completed without needing to send a D command.
The aR4! command must be used at intervals of 10 s or greater for the response to be returned within 15.0 ms
as defined in the SDI-12 standard.
aRO! , aR3! , and aR4! return more characters in their responses than the 75-character limitation called out in
the SDI-12 Specification v1.3. It is recommended to use a buffer that can store at least 116 characters.
Please refer to Table 4 through Table 7 for an explanation of the command sequence and see Table 10 for an
explanation of response parameters.
Table 4 aRO! measurement command sequence
Command Response
This command reports average, accumulated, or maximum values.
Please see ATMOS 41 Internal Measurement Sequence for more details regarding timing of this command.
NOTE: This command does not adhere to the SDI-12 response format. See METER SDI-12 Implementation for more information.

ATMOS 41 INTERGRATOR GUIDE
Table 4 aRO! measurement command sequence
Command Response
aRO! a+<solar>+<precipitation>+<strikes>+<strikeDistance>+<windSpeed>
+<windDirection>+<gustWindSpeed>±<airTemperature>+<vaporPressure>
+<atmosphericPressure>+<relativeHumidity>±<humiditySensorTemperature>
±<xOrientation>±<yOrientation>+<nullValue>±<NorthWindSpeed>
±<EastWindSpeed>
NOTE: This command does not adhere to the SDI-12 response format. See METER SDI-12 Implementation for more information.
Table 5 aR3! measurement command sequence
Command Response
This command reports average, accumulated, or maximum values.
Please see ATMOS 41 Internal Measurement Sequence for more details.
aR3! a<TAB><solar> <precipitation> <strikes> <strikeDistance> <NorthWindSpeed>
<EastWindSpeed> <gustWindSpeed> <airTemperature> <vaporPressure>
<atmosphericPressure> <xOrientation> <yOrientation> <nullValue>
<humiditySensorTemperature><CR><sensortype><Checksum><CRC>
NOTE: This command does not adhere to the SDI-12 response format. However, it does adhere to SDI-12 timing if it is sent at intervals
>10 s. See METER SDI-12 Implementation for more information.
The values in this command are space delimited. As such, a + sign is not assigned between values and a - sign is only present if the value
is negative.
Table 6 aR4! measurement command sequence
Command Response
This command reports instantaneous values.
aR4! a<TAB><solar> <precipitation> <strikes> <strikeDistance>
<NorthWindSpeed> <EastWindSpe°d> <gustWindSpeed> <airTemperature> <vaporPressure>
<atmosphericPressure> <xOrientation> <yOrientation> <nullValue>
<humiditySensorTemperature><CR><sensortype><Checksum><CRC>
NOTE: This command does not adhere to the SDI-1 2 response format or timing. See METER SDI-1 2 Implementation for more information.
The values in this command are space delimited. As such, a + sign is not assigned between values and a - sign is only present if the value
is negative.
Table 7 aR7! measurement command sequence
Command Response
This command reports average, accumulated, or maximum values.
Please see ATMOS 41 Internal Measurement Sequence for more details regarding timing of this command.
aR7! a+<solar>+<precipitation>+<strikes>+<strikeDistance>+<windSpeed>
+<windDirection>+<gustWindSpeed>±<airTemperature>+<vaporPressure>
+<atmosphericPressure>+<relativeHumidity>±<humiditySensorTemperature>
±<xOrientation>±<yOrientation>
NOTE: See METER SDI-12 Implementation for more information.
CONCURRENT MEASUREMENT COMMANDS IMPLEMENTATION
Concurrent (C) measurement commands are typically used with sensors connected to a bus. Measurements
are initiated with a C command and subsequent D commands are sent to the sensor to retrieve the readings.
Please refer to Table 8 for an explanation of the command sequence and see Table 10 for an explanation of
response parameters.
9

ATMOS 41 INTERGRATOR GUIDE
Table 8 aC! measurement command sequence
Command Response
This command reports average, accumulated, or maximum values.
Please see ATMOS 41 Internal Measurement Sequence for more details.
aC! atttnn
aDO! a+<solar>+<precipitation>+<strikes>+<strikeDistance>
aDl! a+<windSpeed>+<windDirection>+<gustWindSpeed>
aD2! a±<airTemperature>+<vaporPressure>+<atmosphericPressure>+<relativeHumidity>±
<humiditySensorTemperature>
aD3! a±<xOrientation>±<yOrientation>+<nullValue>
aD4! a±<NorthWindSpeed>±<EastWindSpeed>+<gustWindSpeed>
NOTE: Please see the SDI-12 Specifications v1.3 document for more information.
VERIFICATION COMMAND IMPLEMENTATION
The Verification (V) command is intended to give users a means to determine information about the current
state of the sensor. The V command is sent first, followed by D commands to read the response.
Please refer to Table 9 for an explanation of the command sequence and Table 10 for an explanation of those
response parameters.
Table 9 W measurement command sequence
Command Response
W atttnn
aDO! a+<meta>
NOTE: Please seethe SDI-12 Specifications v1.3 document for more information.
PARAMETERS
Table 10 lists the parameters, unit measurement, and a description of the parameters returned in command
responses for ATMOS 41.
Table 10 Parameter Descriptions
Parameter
Unit
Description
±
—
Positive or negative sign denoting sign of the next value
a
—
SDI-12 address
n
—
Number of measurements (fixed width of 1)
nn
—
Number of measurements with leading zero if necessary (fixed width of 2)
ttt
s
Maximum time measurement will take (fixed width of 3)
<TAB>
—
Tab character
<CR>
—
Carriage return character
<LF>
—
Line feed character
Solar radiation
<solar>
W/m2
(average since the last measurement or instantaneous value depending on SDI-12
command used)
<precipitation>
mm
Rainfall since the last measurement
<strikes>
—
Number of lightning strikes detected since last measurement
<strikeDistance>
km
Average strike distance from sensor since last measurement
Wind speed from the northerly direction (negative values denote southerly direction)
<NorthWi ndSpeed>
m/s
(average since the last measurement or instantaneous value depending on SDI-12
command used)
Wind speed from the easterly direction (negative values denote westerly direction)
<EastWi ndSpeed>
m/s
(average since the last measurement or instantaneous value depending on SDI-12
command used)
10

ATMOS41 INTERGRATOR GUIDE
Combined wind speed magnitude of the <NorthWindSpeed> and <EastWindSpeed>
<wi ndSpeed> m/s (average since the last measurement or instantaneous value depending on SDI-12
command used)
<gustWindSpeed> m/s Maximum measured <windSpeed> sincethe last measurement
Wind heading clockwise from north reference
<windDirection>o(average sincethe last measurement or instantaneous value dependingon SDI-12
command used)
Airtemperature
<ai rTemperature> °C (average since the last measurement or instantaneous value depending on SDI-12
command used)
Vapor pressure
<vaporPressure> kPa (average since the last measurement or instantaneous value depending on SDI-12
command used)
Table 9 Parameter Descriptions (continued)
Parameter Unit Description
Atmospheric pressure
<atmosphericPressure> kPa (average since the last measurement or instantaneous value depending on SDI-12
command used)
Relative humidity as a dimensionless fraction computed with either average or
<relativeHumidity>
RH instantaneous values of <vaporPressure> and <airTemperature>,depending on
SDI-12 command used
<humiditySensor
Internal temperature measured with the relative humidity sensor
Temperature>
oc (average since the last measurement or instantaneous value depending on SDI-12
command used)
<xOrientat ion>
oX orientation angle (0 is level) (last measured value)
<yOrientation>
o Y orientation angle (0 is level) (last measured value)
<nu l l Va 1 ue>
— This parameter is reported as 0. Previous firmware versions reported a compass
heading, which has been removed.
<meta>
— Auxiliary sensor information. See Table 11.
<sensortype>
— ASCII character denoting the sensor type
For ATMOS 41, the character is the right square bracket ] character
<Checksum>
— METER serial checksum
<CRC>
— METER serial 6-bit CRC
SENSOR METADATAVALUE
The sensor metadata value contains information to help alert users to sensor -identified conditions that may
compromise optimal sensor operation. The output of the aV! aD0! sequence will output a <meta> integer
value. This integer represents a binary bitfield, with each individual bit representing an error flag.
Table 11 lists the possible error flags that can be set by the ATMOS 41. If multiple error flags are set, the
sensor metadata integer value will be the sum of the individual values. To decode an integer value not
explicitly in Table 11, find the largest error flag value that will fit in the integer value and accept that error
as being present. Then, subtract that error flag value from the integer value and repeat the process on the
remainder until the result is zero. For example, a sensor metadata integer value of 208 is the sum of the
individual error flag values 128 + 64 + 16, so this sensor sensor secondary temperature measurement error
flag, sensor firmware corrupt error flag, and the sensor misorientation error flag.
Table 11 Error flagvalues and issue resolution
Error Flag Value Issue Present Resolution
0 No issue present —
16 Sensor misorientation error will likely affect Use the ZENTRA Utility app to reorient the X
readings orientation or Y orientation of the sensor.
11

ATMOS 41 INTERGRATOR GUIDE
Table l l Error flag values and issue resolution (continued)
Error Flag Value Issue Present Resolution
64 Sensor thermistor is broken and sensor is using a Contact Customer Support. Irreversible sensor
backup measurement damage is likely.
128 Sensor firmware is corrupt Contact Customer Support for instructions on
reloading firmware.
256 Sensor calibrations lost or corrupted Contact Customer Support for instructions on
reloading sensor calibrations.
DDI SERIAL CHECKSUM
These checksums are used in the continuous commands R3 and R4 as well as DDI serial response. The legacy
checksum is computed from the start of the transmission to the sensor identification character.
Legacy checksum example input is <TAB>0 0.000 1 1 0.22 0.21 0.30 24.3 1.26 92.74 —1.5 —4.0 0 24.4<CR>]Ah
and the resulting checksum output is A.
uint8_t LegacyChecksum(const char * response)
{
uint16_t length;
uint16_t i;
uint16 t sum = 0;
// Finding the length of the response string
length = strlen(response);
// Adding characters in the response together
for(i = 0; i < length; i++)
{
sum += response[i];
if(response[i] __ '\r')
{
// Found the beginning of the metadata section of the response
break;
}
// Include the sensor type into the checksum
sum += response[++i];
// Convert checksum to a printable character
sum = sum % 64 + 32;
return sum;
The more robust CRC6, supported in firmware version 4.61 or newer, utilizes the CRC-6-CDMA2000-A polynomial
with the value 48 added to the results to make this a printable character and is computed from the start of the
transmission to the legacy checksum character.
12

ATMOS 41 INTERGRATOR GUIDE
CRC6 checksum example input is <TAB>O 0.000 1 1 0.22 0.21 0.30 24.3 1.26 92.74 —1.5 —4.0 0 24.4<CR>]Ah
and the resulting checksum is the character h.
uint8_t CRC6_Offset(const char *buffer)
{
uint16_t byte;
uint16_t i;
uint16_t bytes;
uint8 t bit;
uint8 t crc = Oxfc; // Set upper 6 bits to Vs
// Calculate total message length —updated once the metadata section is found
bytes = strlen(buffer);
// Loop through all the bytes in the buffer
for(byte = 0; byte < bytes; byte++)
{
Get the next byte in the buffer and XOR it with the crc
crc ^= buffer[byte];
// Loop through all the bits in the current byte
for(bit = 8; bit > 0; bit--)
{
If the uppermost bit is a 1...
if(crc & Ox80)
{
}
else
{
// Shift to the next bit and XOR it with a polynomial
crc = (crc « 1) ^ Ox9c;
// Shift to the next bit
crc = crc « 1;
}
if(buffer[byte] == '\r')
{
Found the beginning of the metadata section of the response
both sensor type and legacy checksum are part of the crc6
this requires only two more iterations of the loop so reset
"bytes"
// bytes is incremented at the beginning of the loop, so 3 is added
bytes = byte + 3;
}
}
// Shift upper 6 bits down for crc
crc = (crc » 2);
// Add 48 to shift crc to printable character avoiding \r \n and !
return (crc + 48);
}
13

ATMOS 41 INTERGRATOR GUIDE
CUSTOMER SUPPORT
NORTH AMERICA
Customer service representatives are available for questions, problems, or feedback Monday through Friday,
7:00 am to 5:00 pm Pacific time.
Email: [e-mail]
[e-mail]
Phone: [phone]
Fax: [phone]
Website: metergroup.com
EUROPE
Customer service representatives are available for questions, problems, or feedback Monday through Friday,
8:00 to 17:00 Central European time.
Email: [e-mail]
[e-mail]
Phone: [phone]
Fax: [phone]
Website: metergroup.de
If contacting METER by email, please include the following information:
Name Email address
Address Instrument serial number
Phone number Description of problem
NOTE: For products purchased through a distributor, please contact the distributor directly for assistance.
REVISION HISTORY
The following table lists document revisions.
Revision
Date
Compatible Firmware
Description
11
9.2023
5.30
Update to sensor error code specifications
10
6.2023
5.30
Update to ISO
09
3.2022
5.30
Update LegacyChecksum and specifications
Added Verification command implementation.
08
7.31.2020
5.30
Updated specifications.
Removed Sensor Bus Considerations.
07
1.24.2020
5.01
Corrected Tables 5, 6, and 7.
Added explanation of when measurements are taken.
06
8.9.2019
5.01
Updated specifications.
05
10.31.2018
4.67
Modified bus configurations
Added R7 command.
04
7.16.2018
4.67
Modified RO command note.
Increased temperature range.
03
6.5.2018
4.65
Modified digital input voltage logic high specifications.
Removed reference to compass.
02
12.7.2017
4.61
Updated specifications.
Added Concurrent (C) command.
01
9.15.2017
4.61
Reduced wind speed specification.
Added CRC6.
14

ATMOS 41 INTERGRATOR GUIDE
Revision Date Compatible Firmware
00 10.27.2017 4.49 Initial release.
Description
15

METER
TEROS 54 INTEGRATOR GUIDE
DESCRIPTION
The TEROS 54 probe is an accurate tool for monitoring volumetric water content (VWC) and temperature in
soil and soilless substrates. The TEROS 54 sensors determine VWC using capacitance/frequency-domain
technology. The sensor uses a 70 MHz frequency that minimizes textural and salinity effects, making the
TEROS 54 probe accurate inmost mineral soils. The TEROS 54 uses four precession -integrated temperature
sensors to measure temperature in soil and soilless substrates.
For a more detailed description of how this sensor makes measurements, refer to the TEROS 54 User Manual.
APPLICATIONS
• Volumetric water content (VWC) measurement
• Soil/substrate water balance
• Irrigation management
• Soil/substrate temperature measurement
• Solute/fertilizer movement
ADVANTAGES
• Digital sensor communicates multiple measurements over a
serial interface
• Low -input voltage requirements
• Low -power design supports battery -operated data loggers
• Supports SDI-12 or DDI Serial communications protocols
• Modbus RTU or tensioLINK serial communications protocol
supported
PURPOSE OFTHIS GUIDE
METER provides the information in this integrator guide to
help TEROS 54 customers establish communication
between these probes and their data acquisition equipment
or field data loggers. Customers using data loggers that support
SDI-12 sensor communications should consult the data logger
user manual. METER probes/sensors are fully integrated
into the METER plug -and -play system, cellular -enabled data
loggers, and data analysis software.
COMPATIBLE FIRMWARE VERSIONS
This guide is compatible with firmware versions 1.6 or newer.
METER Group, Inc.
2365 NE Hopkins Court, Pullman, WA 99163
T+1.509.332.2756 F+1.509.332.5158
[e-mail] W metergroup.com
Figure 1 TEROS 54 probe

SPECIFICATIONS
MEASUREMENT SPECIFICATIONS
Volumetric Water Content (VWC)
Range
Mineral soil 0.00-0.70 m3/m3
calibration:
Soilless media 0.00-1.00 m3/m3
calibration:
NOTE: The VWC range is dependent on the media the sensor
is calibrated to. A custom calibration will accommodate the
necessary ranges for most substrates.
Resolution 0.001 m3/m3
Accuracy
Generic ±0.05 m3/m3typical in
callibrartion: mineral soils that have
solution EC < 8000 µS/cm
Medium
±0.02-0.03 m3/m3 in any porous
specific
medium
calibration:
Apparent
1-40 (soil range),
dielectric
±1 sa(unitless)
permittivity:
40-80, 15% of measurement
Dielectric Measurement Frequency
70 MHz
Temperature
Range
-20 to +60 °C
Resolution
±0.03 °C
Accuracy
±0.5 °C between -20 and +0 °C
±0.25 °C between 0 and +60 °C
COMMUNICATION SPECIFICATIONS
Output
DDI Serial and SDI-12 communications protocol
3- wire cable version (Figure 4)
4-wire cable version (Figure 7)
RS-485 Modbus RTU and tensioLlNK serial
communications protocol
4-wire cable version (Figure 6)
Data Logger Compatibility
METER ZL6 and EM60 data loggers or any data
acquisition system capable of 4.0- to 24.0-VDC
power and serial interface with SDI-12 and/or
RS-485 interface, Modbus RTU, or tensioLlNK.
PHYSICAL SPECIFICATIONS
Dimensions
Length
75.0 cm (29.53 in)
Diameter (shaft)
6.0 cm (2.36 in)
Width (head)
11.0 cm (4.33 in)
Operating Temperature
Minimum
-20 °C
Maximum
+60 °C
Cable Length
5.0 m (stereo plug and stripped and tinned wires)
75.0 m (maximum custom cable length)
5.0 m (M12 connector)
NOTE: Contact Customer Support if a nonstandard cable length
is needed.
Cable Diameter
Stereo Plug 4.2 ±0.2 mm (0.16 ±0.01 in)
with minimum jacket of 0.8 mm
(0.031 in)
M12 Plug 5.5 ±0.2 mm (0.22 ±0.01 in)
with minimum jacket of 1.0 mm
(0.039 in)
Connector Size
3.50 mm (diameter)
14.4 mm (diameter M12)
Connector Types
Stereo plug connector or stripped and tinned wires
4-pin M12 connector or stripped and tinned wires
Conductor Gauge
Stereo Plug 22-AWG / 24-AWG ground wire
M12 Plug 22-AWG
ELECTRICAL AND TIMING CHARACTERISTICS
Supply Voltage (power to ground)
Minimum 4.0 VDC
Typical NA
Maximum 24.0VDC
Digital Input Voltage (logic high)
Minimum 2.8 V
Typical 3.6 V
Maximum 5.0 V
2

Digital Input Voltage (logic low)
Minimum —0.3 V
Typical 0.0 V
Maximum 0.8 V
Digital Output Voltage (logic high)
Minimum NA
Typical 3.6 V
Maximum NA
Power Line Slew Rate
Minimum 1.0 V/ms
Typical NA
Maximum NA
Current Drain (during 500-ms measurement)
Minimum 3 mA
Typical 35 mA
Maximum 50 mA
Current Drain (while asleep)
Minimum 0.03 mA
Typical 0.1 mA
Maximum NA
Power Up Time (DDI Serial)
Minimum 500 ms
Typical NA
Maximum 800 ms
Power Up Time (SDI-12)
Minimum NA
Typical 1,000 ms
Maximum NA
Power Up Time (SDI-12, DDI Serial disabled)
Minimum 500 ms
Typical 600 ms
Maximum 800 ms
Measurement Duration (4 depths)
Minimum 500 ms
Typical NAs
Maximum 800 ms
COMPLIANCE
EM ISO/I EC 17050:2010 (CE Mark)
EQUIVALENT CIRCUIT AND CONNECTION TYPES
The following sections explains the TEROS 54 connection types available.
THREE -WIRE SDI-12 ONLYVERSION
Refer to Figure 2, Figure 3, and Figure 4 to connect the TEROS 54 to a data logger. Figure 2 provides a
low -impedance variant of the recommended SDI-12 specification.
GND
Figure 2 Equivalent circuit diagram
LL
0
N
N
3

Ground
Digital communication (orange)
r Power (brown) Power (brown)
To probe +I Ground (bare)
Digital communication (orange)
3.5-mm stereo connector Pigtail adapter Stripped and tinned wire
Figure 3 Three -wire stereo connector and pigtail adapter
3-wire
SDI-12
Digital
Power communication Ground
(brown) (orange) (bare)
Excitation Digital in Ground
SDI-12
Data Logger
Figure 4 Three -wire SDI-12 pigtail wiring diagram
FOUR -WIRE VERSION
TEROS 54 sensors can also be ordered with a 4-pin M12 connector and optional pigtail adapter.
Connect the TEROS 54 wires to the data logger as listed below and illustrated in Figure 5, Figure 6,
and Figure 7.
• Supply wire (brown) connected to the excitation.
• Digital out wire (white) connected to digital input (SDI-12 or RS-485 A).
• Digital out wire negative (black) connected to digital input (RS-485 B).
• Ground wire (blue) connected to ground.
• Optionally, the screen wire (bare) can be connected to ground for shielding when using long cables.
Male plug on
sensor cable
P20
- PIN 1 Power + (brown)
From PIN 2 RS-485-A/SDI-12 (white)
probe or E7// PIN 3 Ground (blue)
sensor t L PIN 4 RS-485-B (black)
Shield
(black)
Figure 5 Four -wire M12 connector and pigtail adapter for use with screw terminal
Digital Digital
Power communication communication
(brown) (white) (black)
Excitation Digital in Digital in
RS-485-A (+) RS-485-B (—)
4-wire M12 MM4
RS-485
Data Logger
Figure 6 Four -wire M12 connector RS-485 wiring diagram
Ground
(blue)
Ground
4

Digital
Power communication Ground
(brown) (white) (blue, black)
Excitation Digital in Ground
SDI-12
4-wire M12 004
SDI-12
Data Logger
Figure 7 Four -wire M12 connector SDI- 12 wiring diagram
0 PRECAUTIONS
METER sensors are built to the highest standards, but misuse, improper protection, or improper installation may damage the sensor
and possibly void the warranty. Before integrating sensors into a sensor network, follow the recommended installation instructions and
implement safeguards to protect the sensor from damaging interference.
SURGE CONDITIONS
Sensors have built-in circuitry that protects them against common surge conditions. Installations in
lightning -prone areas, however, require special precautions, especially when sensors are connected to a
well-grounded third -party logger.
Read the application note Lightning surge and grounding practices on the METER website for more information.
POWER AND GROUNDING
METER SDI-12 sensors can be power -cycled and read on the desired measurement interval or powered
continuously and commands sent when a measurement is desired.
Ensure there is sufficient power to simultaneously support the maximum sensor current drain for all the
sensors on the bus. The sensor protection circuitry may be insufficient if the data logger is improperly
powered or grounded. Refer to the data logger installation instructions. Improper grounding may affect the
sensor output as well as sensor performance.
Read the application note Lightning surge and grounding practices on the METER website for more information.
CABLES
Improperly protected cables can lead to severed cables or disconnected sensors. Cabling issues can be
caused by many factors, including rodent damage, driving over sensor cables, tripping over the cable, not
leaving enough cable slack during installation, or poor sensor wiring connections. To relieve strain on the
connections and prevent loose cabling from being inadvertently snagged, gather and secure the cable
traveling between the TEROS 54 and the data acquisition device to the mounting mast in one or more places.
Install cables in conduit or plastic cladding when near the ground to avoid rodent damage. Tie excess cable to
the data logger mast to ensure cable weight does not cause the sensor to unplug.
SENSOR COMMUNICATIONS
METER digital sensors feature a serial interface with shared receive and transmit signals for communicating
sensor measurements on the data wire (Figure 3).The sensor supports two different protocols: SDI-12 and
DDI Serial. Each protocol has implementation advantages and challenges. Please contact Customer Support if
the protocol choice for the desired application is not obvious.
SDI-12 INTRODUCTION
SDI-12 is a standards -based protocol for interfacing sensors to data loggers and data acquisition equipment.
Multiple sensors with unique addresses can share a common 3-wire bus (power, ground, and data). Two-way
communication between the sensor and logger is possible by sharing the data line for transmit and receive
as defined by the standard. Sensor measurements are triggered by protocol command. The SDI-12 protocol
requires a unique alphanumeric sensor address for each sensor on the bus so that a data logger can send
commands to and receive readings from specific sensors.
Download the SDI-12 Specification v1.3 to learn more about the SDI-12 protocol.
5

DDI SERIAL INTRODUCTION
The DDI Serial protocol is the method used by the METER data loggers for collecting data from these nsor.This
protocol uses the single data line configured totransmit data from the sensor tothe receiver only (simplex).
Typically, the receive side is a microprocessor Universal Asynchronous Receiver/Transmitter (UART) or a
general-purpose Input/Output (1/0) pin using a bitbang method to receive data. Sensor measurements are
triggered by applying power to the sensor.
RS-485 INTRODUCTION (4-WIRE VERSION ONLY)
RS-485 is a robust physical bus connection to connect multiple devices to one bus. It is capable of using
very long cable distances under harsh environments. TEROS 54 uses a 2-wire, half -duplex implementation of
RS-485. Two wires are used for supply and two wires for the differential serial interface. One of the serial wires
is also overlayed with the SDI-12 data wire. The sensor recognizes a command depending on the protocol
that is used to issue a command. Instead of SDI-12, RS-485 uses two dedicated wires for the data signal. This
allows the use of longer cables and is more insensitive to interference from outside sources, since the signal
is related to the different wires, and supply currents do not influence the data signal. See Wikipedia for more
details on RS-485.
TENSIOLINK RS-485 INTRODUCTION (4-WIRE VERSION ONLY)
tensioLlNK is a fast, reliable, proprietary serial communications protocol that communicates over the
RS-485 interface. This protocol is used to read out data and configure features of the device. METER provides
a tensioLlNK PC USB converter and software to communicate directly with the sensor, read out data, and
update the firmware. Please contact Customer Support for more information about tensioLlNK.
MODBUS RTU RS-485 INTRODUCTION (4-WIRE VERSION ONLY)
Modbus RTU is a common serial communications protocol used by Programmable Logic Controllers
(PLCs) or data loggers to communicate with all kinds of digital devices. The communication works over the
physical RS-485 connection. The combination of RS-485 for the physical connection and Modbus as serial
communications protocol allows fast and reliable data transfer for a high number of sensors connected to one
serial bus wire. Use the following links for more Modbus information: Wikipedia and modbus.org.
INTERFACING THE SENSOR TO A COMPUTER
The serial signals and protocols supported by the sensor require some type of interface hardware to be
compatible with the serial port found on most computers (or USB-to-serial adapters). METER recommends
usingthe tensioLlNK USB converter (M12 only). There are several SDI-12 interface adapters available in the
marketplace; however, METER has not tested any of these interfaces and cannot make a recommendation
as to which adapters work with METER sensors. METER data loggers and handheld devices can operate as a
computer -to -sensor interface for making on -demand sensor measurements. For more information, please
contact Customer Support.
METER SDI-12 IMPLEMENTATION
METER sensors use a low -impedance variant of the SDI-12 standard sensor circuit (Figure 2). During
the power -up time, sensors output a sensor reading formatted as a DDI Serial message and should not
be communicated with until the power -up time has passed. After the power -up time, the sensors are
compatible with all commands listed in the SDI-12 Specification v1.3. See page 8 for M R, and C command
implementations.
Out of the factory, all METER sensors start with SDI-12 address 0 and print out the DDI Serial startup string
during the power -up time. This can be interpreted by non -METER SDI-12 sensors as a pseudo -break condition
followed by a random series of bits.
The TEROS 54 will omit the DDI Serial startup string when the SDI-12 address is nonzero or if
<suppressionState> is set to 1. Changing the address to a nonzero address is recommended for this reason.
SENSOR BUS CONSIDERATIONS
SDI-12 sensor buses require regular checking, sensor upkeep, and sensor troubleshooting. If one sensor
goes down, that may take down the whole bus even if the remaining sensors are functioning normally. METER
SDI-12 sensors can be power -cycled and read on the desired measurement interval or powered continuously
and commands sent when a measurement is desired. Many factors influence the effectiveness of the bus
configuration. Visit metergroup.com for articles and virtual seminars containing more information.
N.

SENSOR ERROR CODE
The TEROS 54 has one error code: -9999. This error code is output in place of the measured value if the sensor
detects that the measurement function has been compromised and the subsequent measurement values
have no meaning.
SDI-12 CONFIGURATION
Table 1 lists the SDI-12 communications configuration.
Table 1 SDI-12 communications characters
Baud Rate (bps) 1,200
Start Bits 1
Data Bits
7 (LSB first)
Parity Bits
1 (even)
Stop Bits
1
Logic
Inverted (active low)
SDI-12TIMING
All SDI-12 commands and responses must adhere to the format in Figure 8 on the data line. Both the
command and response are preceded by an address and terminated by a carriage return and line feed
combination (<CR><LF>) and follow the timing shown in Figure 9.
START I DO I D1 D2 D3 I D4 D5 I D6 I EP STOP
Figure 8 Example SDI-12 transmission of the character 1 (Ox31)
----------------------------------------- -----------------------------------------,
DATA LOGGER SENSOR
Break
(at least 12 ms) Command Response
Marking Marking
(at least 8.33 ms) (at least 8.33 ms)
Sensor must respond Maximum time
within 15 ms
-------------------------------------------------------------------------------
Figure 9 Example data logger and sensor communication
COMMON SDI-12 COMMANDS
This section includes tables of common SDI-12 commands that are often used in an SDI-12 system and the
corresponding responses from METER sensors.
IDENTIFICATION COMMAND (aI!)
The Identification command can be used to obtain a variety of detailed information about the connected
sensor. An example of the command and response is shown in Example 1, where the command is in bold and
the response follows the command.
7

Example 1 IV 113METER — ——TER54-100631800001
Fixed
Character
Parameter
Length
Description
lI
3
Data logger command.
Request to the sensor for information from sensor address 1.
Sensor address.
1
1
Prepended on all responses, this indicates which sensor on the bus is returning the
following information.
13
2
Indicates that the target sensor supports SDI-12 Specification v1.3.
METER
g
Vendor identification string.
— — —
(METER and three spaces — — — for all METER sensors)
Sensor model string.
TER54—
6
This string is specific to the sensor type.
For the TEROS 54, the string is TER54—
Sensorversion.
100
3
This number divided by 100 is the METER sensor version
(e.g., is version 1.00).
631800001
s13,
Sensor serial number.
variable
This is a variable length field. It may be omitted for older sensors.
CHANGE ADDRESS COMMAND (aAB!)
The Change Address command is used to change the sensor address to a new address. All other commands
support the wildcard character as the target sensor address except for this command. All METER sensors
have a default address of 0 (zero) out of the factory. Supported addresses are alphanumeric (i.e., a—z, A—Z, and
0-9). An example output from a METER sensor is shown in Example 2, where the command is in bold and the
response follows the command.
Example 2 1A0! 0
Fixed
Character
Parameter Length Description
1A0! 4 Data logger command.
Request to the sensor to change its address from 1 to a new address of 0.
0 1 New sensor address.
For all subsequent commands, this new address will be used by the target sensor.
ADDRESS QUERY COMMAND (?!)
While disconnected from a bus, the Address Query command can be used to determine which sensors are
currently being communicated with. Sending this command over a bus will cause a bus contention where all
the sensors will respond simultaneously and corrupt the data line. This command is helpful when trying to
isolate a failed sensor. Example 3 shows an example of the command and response, where the command is in
bold and the response follows the command. The question mark (?) is a wildcard character that can be used in
place of the address with any command except the Change Address command.
Example3 ?!0
Fixed
Character
Parameter Length Description
! 2 Data logger command.
Request for a response from any sensor listening on the data line.
Sensor address.
Returns the sensor address to the currently connected sensor.
COMMAND IMPLEMENTATION
The following tables list the relevant Measurement (M) and Concurrent (C) commands, and subsequent Data (D)
commands, when necessary.

MEASUREMENT COMMANDS IMPLEMENTATION
Measurement (M) commands are sent to a single sensor on the SDI-12 bus and require that subsequent Data
(D) commands are sent tothat sensor to retrieve the sensor output data before initiating communication with
another sensor on the bus.
Please refer to Table 2 and for an explanation of the command sequence and to Table 10 for an explanation of
response parameters.
Table 2 W command sequence
Command Response
This command reports average, accumulated, or maximum values.
W
atttn
aD0!
a+<VWC
D1>±<temp
D1>+<VWC
D2>±<temp
D2>
aDl!
a+<VWC
D3>±<temp
D3>+<VWC
D4>±<temp
D4>
aM0!
atttn
aD0!
a+<RAW
D1>±<temp
D1>+<RAW
D2>±<temp
D2>
aDl!
a+<RAW
D3>±<temp
D3>+<RAW
D4>±<temp
D4>
NOTE: The measurement and corresponding data commands are intended to be used back-to-back. After a measurement command is
processed by the sensor, a service request a <CR><LF> is sent from the sensor signaling the measurement is ready. Either wait until ttt
seconds have passed or wait until the service request is received before sending the data commands. See the SDI-12 Specifications v1.3
document for more information.
CONCURRENT MEASUREMENT COMMANDS IMPLEMENTATION
Concurrent Measurement (C) commands are typically used with sensors connected to a bus. C commands
for this sensor deviate from the standard C command implementation. First, send the C command, wait the
specified amount of time detailed in the C command response, and then use D commands to read its response
prior to communicating with another sensor.
Please refer to Table 3 for an explanation of the command sequence and to Table 10 for an explanation of
response parameters.
Table 3 aC! measurement command sequence
Command Response
This command reports instantaneous values.
aC! atttnn
aD0! a+<VWC D1>±<temp D1>+<VWC D2>±<temp D2>+<VWC D3>±<temp D3>+<VWC D4>±<temp D4>
aCl! atttnn
aDl! a+<RAW D1>±<temp D1>+<RAW D2>±<temp D2>+<RAW D3>±<temp D3>+<RAW D4>±<temp D4>
NOTE: The measurement and corresponding data commands are intended to be used back-to-back. After a measurement command is
processed by the sensor, a service request a <CR><LF> is sent from the sensor signaling the measurement is ready. Either wait until ttt
seconds have passed or wait until the service request is received before sending the data commands. See the SDI-12 Specifications v1.3
document for more information.
VERIFICATION COMMAND IMPLEMENTATION
The Verification (V) command is intended to give users a means to determine information about the current
state of the sensor. The V command is sent first, followed by D commands to read the response.
Table 4 W measurement command sequence
Command Response
This command reports instantaneous values.
W atttn
ON a+<meta>
NOTE: Please seethe SDI-12 Specifications v1.3 document for more information.
9

CONTINUOUS MEASUREMENT COMMANDS IMPLEMENTATION
Continuous (R) measurement commands trigger a sensor measurement and return the data automatically
after the readings are completed without needing to send a D command.
Please refer to Table 5 and Table 6 for an explanation of the command sequence and see Table 10 for an
explanation of response parameters.
Table 5 W! measurement command sequence
Command Response
This command reports average, accumulated, or maximum values.
W ! a+<VWC D1>±<temp D1>+<VWC D2>±<temp D2>+<VWC D3>±<temp D3>+<VWC D4>±<temp D4>
Table 6 aRl! measurement command sequence
Command Response
This command reports average, accumulated, or maximum values.
aRl! a+<RAW D1>±<temp D1>+<RAW D2>±<temp D2>+<RAW D3>±<temp D3>+<RAW D4>±<temp D4>
EXTENDED COMMANDS IMPLEMENTATION
Extended (X) commands provide sensors with a means of performing manufacturer -specific functions.
Additionally, the extended commands are utilized by METER systems and use a different response format than
standard SDI-12 commands. X commands are required to be prefixed with the address and terminated with an
exclamation point. Responses are required to be prefixed with the address and terminated with <CR><LF>.
METER implements the following X commands:
• aXRx! to trigger a sensor measurement and return the data automatically after the readings are completed
without needing to send additional commands.
• aX0! (with capital 0) to suppress the DDI Serial string.
Please refer to Table 7 through Table 9 for an explanation of the command sequence and see Table 10 for an
explanation of response parameters.
Command
aX0!
aX0<suppressionState>
Table 7 aX0! measurement command sequence
Response
a<suppressionState>
a0K
NOTE: This command uses capital as in Oscar (not a zero). See METER SDI-12 Implementation for more information.
Command
Table 8 aXR3! measurement command sequence
Response
This command reports instantaneous values.
aXR3! a<TAB><RAW_D1>±<temp_D1>+<RAW_D2>±<temp_D2>+<RAW_D3>±<temp_D3>+<RAW_
D4>±<temp D4><CR><sensorType><Checksum><CRC>
NOTE: This command does not adhere to the SDI-12 response format or timing. The values in this command are space delimited. As
such a +sign is not assigned between values, and a -sign is only present if the value is negative. See METER SDI-12 Implementation for
more information.
Table 9 aR4! measurement command sequence
Command Response
This command reports average, accumulated, or maximum values.
NOTE: This command does not adhere to the SDI-12 response format or timing. The values in this command are space delimited. As
such a+sign is not assigned between values, and a -sign is only present if the value is negative. See METER SDI-12 Implementation for
more information.
10

Table 9 aR4! measurement command sequence
Command Response
aR4! a<TAB> <RAW_D1> <temp_D1> <RAW_D2> <temp_D2> <RAW_D3> <temp_D3> <RAW_D4> <temp_
D4><CR><sensorType><Checksum><CRC>
NOTE: This command does not adhere to the SDI-12 response format or timing. The values in this command are space delimited. As
such a+sign is not assigned between values, and a -sign is only present if the value is negative. See METER SDI-12 Implementation for
more information.
PARAMETERS
Table 10 lists the parameters, unit measurement, and a description of the parameters returned in command
responses for TEROS 54.
Table 10 Parameter Descriptions
Parameter
Unit Description
±
— Positive or negative sign denoting sign of the next value
a
— SDI-12 address
n
— Number of measurements (fixed width of 1)
nn
— Number of measurements with leading zero if necessary (fixed width of 2)
ttt
s Maximum time measurement will take (fixed width of 3)
<TAB>
— Tab character
<CR>
— Carriage return character
<LF>
— Line feed character
<VWC Dx>
— Calibrated volumetric water content at depth Dx
<RAW Dx>
— Calibrated RAW value at depth Dx
<temp Dx>
°C Sensor temperature at depth Dx
Auxiliary sensor information
0: No sensor error
<meta>
— 1: Sensor has experienced temperatures below freezing
16: Sensor refill orientation error
17: Both 1 and 16
0: DDI Serial string unsuppressed
<suppressionState>
—
1: DDI Serial string suppressed
<sensorType>
— ASCII character denoting the sensor type
ForTEROS 54, the character is 3
<Checksum>
— METER serial checksum
<CRC>
— METER 6-bit CRC
SENSOR METADATA VALUE
The sensor metadata value contains information to help alert users to sensor -identified conditions that
may compromise optimal sensor operation. The output of the aV!, aD0! sequence will output a <meta> integer
value. This integer represents a binary bitfield, with each individual bit representing an error flag. Below are
the possible error flags that can be set by the TEROS 54. If multiple error flags are set, the sensor metadata
integer value will be the sum of their individual values. To decode an integer value not explicitly called out
in Table 11, find the largest error flag value in the table that will fit in the integer value and accept that error
as being present. Then, subtract that error flag value from the integer value and repeat the process on the
remainder until the result is 0. For example, a sensor metadata integer value of 384 is the sum of individual
error flag values 256 + 128, so this sensor has corrupt firmware and a corrupt or lost sensor calibration.
11

Error Flag Value
0
128
256
Table 11 Error flag values and issue resolution
Issue Present
No issue present
Sensor firmware is corrupt
Sensor calibrations lost or corrupted
DDI SERIAL COMMUNICATION
Resolution
NA
Contact Customer Support for instructions on reloading firmware
Contact Customer Support for instructions on reloading
sensor calibrations
The DDI Serial communications protocol is ideal for systems that have dedicated serial signaling lines for each
sensor or use a multiplexer to handle multiple sensors. The serial communications are compatible with many
TTL serial implementations that support active -high logic levels using 0.0- to 3.6-V signal levels. When the
sensor is first powered, it automatically makes measurements of the integrated transducers then outputs a
response over the data line. Systems using this protocol control the sensor excitation to initiate data transfers
from the sensor. This protocol is subject to change as METER improves and expands the line of digital sensors
and data loggers.
The TEROS 54 will omit the DDI Serial startup string when the SDI-12 address is nonzero.
NOTE: Out of the factory, all METER sensors start with SDI-12 address 0 and printout the startup string when power cycled.
DDI SERIALTIMING
Table 12 lists the DDI Serial communications configuration.
Table 12 DDI Serial communications configuration
Baud Rate
1,200
Start Bits
1
Data Bits
8 (LSB first)
Parity Bits
0 (none)
Stop Bits
1
Logic
Standard (active high)
At power up, the sensor will pull the data line high within 100 ms to indicate that the sensor is taking a
reading (Figure 10). When the reading is complete, the sensor begins sending the serial signal out the
data line adhering to the format shown in Figure 11.Once the data is transmitted, the sensor goes into
SDI-12 communication mode. To get another serial signal, the sensor must be power cycled.
NOTE: Sometimes the signaling from the sensor can confuse typical microprocessor UARTs. The sensor holds the data line low while
taking measurements. The sensor raises the line high to signal the logger that it will send a measurement. Then the sensor may take some
additional measurements before starting to clock out the first data byte starting with atypical start bit (low). Once the first start bit is sent,
typical serial timing is valid; however, the signal transitions before this point are not serial signaling and maybe misinterpreted by the UART.
Power applied
Measurement
Up to 100 ms duration DDI Serial SDI-12 ready
Figure 10 Data line DDI Serial timing
START
n DO D1 D2 I D3 D4 D5 D6 D7 STOP
Figure 11 Example DDI Serial transmission of the character 9 (Ox39)
DDI SERIAL RESPONSE
Table 13 details the DDI Serial response.
12

Table 13 DDI Serial response
COMMAND RESPONSE
NA <TAB>+<RAW D1>±<temp D2>+<RAW D2>±<temp_D3>+<RAW_D3>±<temp_D4>+<RAW_D4>±<temp_D4>
<CR><sensorType><Checksum><CRC>
NOTE: There is no actual command. The response is returned automatically upon power up.
DDI SERIAL CHECKSUM
These checksums are used in the continuous commands R3 and R4 as well as the DDI Serial response. The
legacy checksum is computed from the start of the transmission to the sensor identification character,
excluding the sensor address.
Example input is <TAB>2749.0 23.8 660<CR>g and the resulting checksum output is 8.
uint8_t LegacyChecksum(const char * response)
{
uint16_t length;
uint16_t i;
uint16 t sum = 0;
// Finding the length of the response string
length = strlen(response);
// Adding characters in the response together
for( i = 0; i < length; i++ )
{
sum += response[i];
if(response[i] == '\r')
{
// Found the beginning of the metadata section of the response
break;
// include the sensor type into the checksum
sum += response[++i];
// Convert checksum to a printable character
sum = sum % 64 + 32;
return sum;
}
The more robust CRC6 utilizes the CRC-6-CDMA2000-A polynomial with the value 48 added to the results to
make this a printable character and is computed from the start of the transmission to the legacy checksum
character, excluding the sensor address.
CRC6 checksum example input is <TAB>2749.0 23.8 660<CR>g8 and the resulting checksum output is 0
(uppercase 0 as in Oscar).
13

uint8_t CRC6_Offset(const char *buffer)
{
uint16_t byte;
uint16_t i;
uint16_t bytes;
uint8_t bit;
uint8 t crc = Oxfc; // Set upper 6 bits to 1's
// Calculate total message length —updated once the metadata section is found
bytes = strlen(buffer);
// Loop through all the bytes in the buffer
for(byte = 0; byte < bytes; byte++)
{
Get the next byte in the buffer and XOR it with the crc
crc ^= buffer[byte];
// Loop through all the bits in the current byte
for(bit = 8; bit > 0; bit--)
{
If the uppermost bit is a 1...
if(crc & Ox80)
{
}
else
{
// Shift to the next bit and XOR it with a polynomial
crc = (crc « 1) ^ Ox9c;
// Shift to the next bit
crc = crc « 1;
}
if(buffer[byte] == '\r')
{
Found the beginning of the metadata section of the response
both sensor type and legacy checksum are part of the crc6
this requires only two more iterations of the loop so reset
"bytes"
// bytes is incremented at the beginning of the loop, so 3 is added
bytes = byte + 3;
}
}
// Shift upper 6 bits down for crc
crc = (crc » 2);
// Add 48 to shift crc to printable character avoiding \r \n and !
return (crc + 48);
}
14

METER MODBUS RTU SERIAL IMPLEMENTATION
Modbus over Serial Line is specified in two versions —ASCII and RTU. TEROS 54 sensors communicate using
RTU mode exclusively. The following explanation is always related to RTU.
Table 14 lists the Modbus RTU communication configuration.
Table 14 Modbus communication configuration
Baud Rate 9,600
Start Bits 1
Data Bits 8 (LSB first)
Parity Bits 0 (none)
Stop Bits 1
Logic Standard (active high)
Frame 1 Frame 2 Frame 3
t
nnnn n,nn1n �nnnn
at least 3.5 char at least 3.5 char 3.5 char
�4 �
4.5 char
Start
>_3.5 char
Figure 12
Modbus message
Modbus RTU message frame
A message in Modbus RTU format is shown in Figure 12. The length of the message is determined by the size
of the data. The format of each byte in the message has 10 bits, including the Start and Stop bit. Each byte is
sent from left to right: Least Significant Bit (LSB) to Most Significant Bit (MBS). If no parity is implemented, an
additional Stop bit is transmitted to fill out the character frame to a full 11-bit asynchronous character.
The Modbus application layer implements a set of standard function codes that are divided into three
categories —public, user -defined, and reserved.This document covers TEROS sensor -supported public functions
that are well-defined function codes documented in the Modbus Organization, Inc. (modbus.org) community.
For a reliable interaction between the TEROS sensors and a Modbus Master, a minimum 50 ms delay is
required between every Modbus command sent on the RS-485 bus. An additional timeout is required for every
Modbus query. This timeout is device specific and depends on the quantity of the polled registers. Generally
100 ms is sufficient for most TEROS sensors.
SUPPORTED MODBUS FUNCTIONS
Table 15 lists the Modbus function codes, action, and description.
Table 15
Function Code
Action
01
Read coil/port status
02
Read input status
03
Read holding registers
04
Read input registers
05
Force single coil/port
06
Write single register
15
Force multiple coils/ports
16
Write multiple registers
Modbus Function Definitions
Description
Reads the on/off status of discrete output(s) in the ModBusSlave
Reads the on/off status of discrete input(s) in the ModBusSlave
Reads the binary contents of holding register(s) in the ModBusSlave
Reads the binary contents of input register(s) in the ModBusSlave
Forces a single coil/port in the ModBusSlave to either on or off
Writes a value into a holding register in the ModBusSlave
Forces multiple coils/ports in the ModBusSlave to either on or off
Writes values into a series of holding registers in the ModBusSlave
Address
Function
Data
CRC Check
8 bits
8 bits
N x 8 bits
16 bits
15

DATA REPRESENTATION AND REGISTER TABLES
Data values (setpoint values, parameters, sensor specific measurement values, etc.) sent to and from the TEROS
sensors uses both 16-bit and 32-bit holding (or input) registers with a 4-digit address notation. The address
spaces are virtually distributed indifferent blocks for each of the different data types. This is an approach to
the Modbus Enron implementation. Table 16 shows the four main tables used by the TEROS sensors with their
respective access rights. Table 17 describes the sub blocks for each different data type representation.
Table 16 Modbus Primary Tables
Register
Table Type
Access
Description
Number
1XXX
Discrete output coils
Read/Write
On/Off status or setup flags for the sensor
2XXX
Discrete input contacts
Read
Sensor status flags
3XXX
Analog input registers
Read
Numerical input variables from the sensor (actual sensor
measurements)
4XXX
Analog output oolding registers
Read/Write
Numerical output variables for the sensor (parameters,
setpoint values, calibrations, etc.)
For example, register 3001 is the first analog input register (first data address for the input registers). The
numeric value stored here would be a 16-bit unsigned integer -type variable that represents the first sensor
measurement parameter (pressure value). The same measurement parameter (pressure value) could be read
at register 3201, but this time as a 32-bit floating-point value with a Big -End ian format. If the Modbus Master
(Datalogger or a PLC) supports only 32-bit float -values with a Little-Endian format, then one could read the
same measurement parameter (same pressure value) at register 3301. The Virtual Sub -Blocks are meant to
simplify the user's effort in programming the Modbus query of the sensors.
Table17 Modbus Virtual Sub -Blocks
Register Number
Access
Size
Sub -Table Data Type
X001—X009
Read/Write
16 bit
Unsigned integer
X101—X199
Read/Write
16 bit
Signed integer
X201—X299
Read/Write
32 bit
Float Big-Endian format
X301—X399
Read/Write
32 bit
Float Little-Endian format
REGISTER MAPPING
4001
Detailed description
Data type
Allowed Range
Unit
Comments
3201
Detailed description
Data type
Allowed Range
Unit
Comments
Table 18 Holding Registers
Modbus Slave Address
Read or update the sensor Modbus address
Unsigned integer
0-247
Updated slave address will be stored in the sensor nonvolitile memory
Table 19 Input Registers
RAW Output @ 15 cm Depth
Raw average value
32-bit floating Big-Endian
500-1,500
mV
16

Table 19 Input Registers (continued)
3202
Volumetric Water Content @ 15 cm Depth
Detailed description
Volumetric water content measurement
Data type
32-bit floating Big-Endian
Allowed Range
0-100
Unit
%Vol
Comments
—
3203
Dielectric Permittivity @ 15 cm Depth
Detailed description
Dielectric measurement
Data type
32-bit floating Big-Endian
Allowed Range
0 —80
Unit
—
Comments
—
3204
Temperature @ 15 cm Depth
Detailed description
Temperature measurement
Data type
32-bit floating Big-Endian
Allowed Range
—10 to +60
Unit
degC
Comments
—
3205
RAW Output @ 30 cm Depth
Detailed description
Raw average value
Data type
32-bit floating Big-Endian
Allowed Range
500-1,500
Unit
my
Comments
—
3206
Volumetric Water Content @ 30 cm Depth
Detailed description
Volumetric water content measurement
Data type
32-bit floating Big-Endian
Allowed Range
0-100
Unit
%Vol
Comments
—
3207
Dielectric Permittivity @ 30 cm Depth
Detailed description
Dielectric measurement
Data type
32-bit floating Big-Endian
Allowed Range
0 to 80
Unit
—
Comments
—
3208
Temperature @ 30 cm Depth
Detailed description
Temperature measurement
Data type
32-bit floating Big-Endian
Allowed Range
—10 to +60
Unit
degC
Comments
—
17

Table 19 Input Registers (continued)
3209
RAW Output @ 45 cm Depth
Detailed description
Raw average value
Data type
32-bit floating Big-Endian
Allowed Range
500-1,500
Unit
my
Comments
—
3210
Volumetric Water Content @ 45 cm Depth
Detailed description
Volumetric water content measurement
Data type
32-bit floating Big-Endian
Allowed Range
0-100
Unit
%Vol
Comments
—
3211
Dielectric Permittivity @ 45 cm Depth
Detailed description
Dielectric measurement
Data type
32-bit floating Big-Endian
Allowed Range
0-80
Unit
—
Comments
—
3212
Temperature @ 45 cm Depth
Detailed description
Temperature measurement
Data type
32-bit floating Big-Endian
Allowed Range
—10 to +60
Unit
degC
Comments
—
3213
RAW Output @ 60 cm Depth
Detailed description
Raw average value
Data type
32-bit floating Big-Endian
Allowed Range
500-1,500
Unit
my
Comments
—
3214
Volumetric Water Content @ 60 cm Depth
Detailed description
Volumetric water content measurement
Data type
32-bit floating Big-Endian
Allowed Range
0-100
Unit
%Vol
Comments
—
3215
Dielectric Permittivity @ 60 cm Depth
Detailed description
Dielectric measurement
Data type
32-bit floating Big-Endian
Allowed Range
0 to 80
Unit
—
Comments
—

Table 19 Input Registers (continued)
3216
Temperature @ 60 cm Depth
Detailed description
Temperature measurement
Data type
32-bit floating Big-Endian
Allowed Range
—10 to +60
Unit
degC
Comments
—
EXAMPLE USING A CR6 DATALOGGER AND MODBUS RTU
The Campbell Scientific, Inc. CR6 Measurement and Control Datalogger supports Modbus master and Modbus
slave communication for integration in Modbus SCADA networks. The Modbus communications protocol
facilitates the exchange of information and data between a computer/HMI software, instruments (RTUs),
and Modbus-compatible sensors. The CR6 datalogger communicates in RTU mode exclusively. In a Modbus
network, each slave device has a unique address. Therefore, sensor devices must be properly configured
before being connected to a Modbus Network. Addresses range from 1 to 247. Address 0 is reserved for
universal broadcasts.
PROGRAMMING A CR6 DATALOGGER
The programs running on the CR6 (and CR1000) dataloggers are written in CRBasic, a language developed by
Campbell Scientific. It is a high-level language designed to provide an easy, yet extremely flexible and powerful
method of instructing the data logger how and when to take measurements, process data ,and communicate.
Programs can be created using either the ShortCut Software or be edited using the CRBasic Editor, both
available for downloading as a stand-alone application on the official Campbell Scientific website.
A typical CRBasic program for a Modbus application consists of the following:
• Variables and constants declarations (public or private)
• Units declarations
• Configuration parameters
• Data tables declarations
• Logger initializations
• Scan (Main Loop) with all the sensors to be quired
• Function call to the data tables
CR6 DATALOGGER RS-485 CONNECTION INTERFACE
The universal (U) terminal of the CR6 offers 12 channels that connect to nearly any sensor type. It gives the
CR6 the ability to match more applications and eliminates the use of many external peripherals.
The Modbus CR6 connection shown in Figure 13 uses the RS-485 (A/B) interface mounted on terminals (Cl—C2)
and (C3—C4).These interfaces can operate in Half -Duplex and Full -Duplex. The serial interface of the TEROS
sensor used for this example is connected to (Cl—C2) terminals.
TEROS 54 to CR6 Datalogger Wiring Diagram
CR6 TEROS54
RG
C4
C3
C2 RS-485-A (white)
C1 I RS-485-B (black)
12V
SW 12
Ground (blue)
Power (brown)
Figure 13 RS-485 interface
19

After assigning the TEROS sensor a unique Mod bus Slave Address, it can be wired according to Figure 13 to
the CR6 logger. Make sure to connect the black and the white wires according totheir signals respectively
to C1 and C2 ports. The brown wire to 12 V (V+) and the blue to G (GND). If the power supply must be controlled
through the program, connect the brown wire directly to one of the SW12 terminals (switched 12 V outputs).
EXAMPLE PROGRAMS
'CR6 Datalogger
'This is an example program for reading out the Teros54 Soil Water Content Profile Probe 'using a
CR6 datalogger and the MODBUS RTU protocol over a RS-485 Bus. The measurement 'values polled from
the sensor will be: Soil Volumetric Water Content and Temperature
'This program runs a scan every 1 Min and stores the data in a 1 Min table.
'Declare Constants
Const TEROS_MB_ADDR=1 'Teros54 Modbus slave address
Const MB_TIMEOUT=15 '150ms timeout (value * 0.01 sec)
Const MB_RETRIES=1
'Declare Public Variables
Public PTemp, batt_volt
Public mb status ' variable used for monitoring the modbus poll status
'Declare Private variables
Dim MB_dataset(16) 'array variable used for polling the Teros54
Dim water_content(4) 'array with final water content values
Dim temperature(4) 'array with final temperature values
Dim i,j
'Declare Aliases used for the Teros54
Alias water _content(1)= VWC_15CM 'volumetric water content in 15cm depth
Alias water _content(2)= VWC_30CM
Alias water_content(3)= VWC_45CM
Alias water content(4)= VWC 60CM
Alias temperature(1)= TEMP_15CM
Alias temperature(2)= TEMP_30CM
Alias temperature(3)= TEMP_45CM
Alias temperature(4)= TEMP_60CM
'Declare Units
Units water content=%Vol
Units temperature=degC
'temperature in 15cm depth
'Define Data Tables
DataTable (Teros Table,1,-1) 'Set table size to # of records, or -1 to auto allocate.
DataInterval (0,1,Min,10) 'Store new measurement every 1 Minute
Minimum (1,batt volt,FP2,False,False)
Sample (1,PTemp,FP2)
Sample (4,water content Q ,IEEE4) 'water content values
Sample (4,temperature Q ,IEEE4) 'temperature values
EndTable
'Main Program
BeginProg
SW12(2,1) 'Switch ON the SW12-2 terminal (if used for powering the Teros sensor)
SerialOpen(ComC1,9600,3,2,50,4) 'open communication port, setup for RS-485
'BaudRate, Format, TXDelay, BufferSize, CommsMode
continued on next page
20

Scan (1,Min,0,0) 'Scan Loop
Panel Temp (PTemp,15000)
Battery (batt_volt)
'Read 16 Input registers from the Teros sensors using a 32 bit float, Big-Endian format
ModbusMaster(mb_status,ComCl,9600,TEROS_MB_ADDR,4,MB_dataset Q,3201,16,MB_RETRIES,MB_TIMEOUT,2)
'Map the water content values from the Modbus dataset into the final vwc data array
j=1
For i=2 To 14 Step 4
water content(j)=MB dataset(i)
j+=1 — —
Next i
'Map temperature values from the Modbus dataset into the final temperature data array
j=1
For i=4 To 16 Step 4
temperature(j)=MB_dataset(i)
j+=1
Next i
'Call Output Tables
CallTable Teros_Table
NextScan
EndProg
CUSTOMER SUPPORT
NORTH AMERICA
Customer service representatives are available for questions, problems, or feedback Monday through Friday,
7:00 am to 5:00 pm Pacific time.
Email: [e-mail]
[e-mail]
Phone: [phone]
Fax: [phone]
Website: metergroup.com
EUROPE
Customer service representatives are available for questions, problems, or feedback Monday through Friday,
8:00 to 17:00 Central European time.
Email: [e-mail]
[e-mail]
Phone: [phone]
Fax: [phone]
Website: metergroup.de
If contacting METER by email, please include the following information:
Name Email address
Address Instrument serial number
Phone number Description of problem
NOTE: For products purchased through a distributor, please contact the distributor directly for assistance.
21

REVISION HISTORY
The following table lists document revisions.
Revision
Date
Compatible Firmware
Description
02
8.2023
1.6
Updated SDI-12 commands to provided volumetric water
content and raw values
Clarified Modbus register descriptions
01
3.2023
1.2
Correct typos
00
3.2023
1.2
Initial release
22

wo
METER
TEROS 22 INTEGRATOR GUIDE
SENSOR DESCRIPTION
The TEROS 22 Soil Water Potential Sensor measures a wide range of soil water potentials without user
maintenance. This dielectric water potential sensor can be packed into a hole, plugged into ad ata logger, and
left to log water potential data. While the TEROS 22 sensor does not have the accuracy of tensiometers, its
extended range makes this sensor ideal for measuring the water potential in natural systems or other drier
systems where cavitation of tensiometers is a concern. The added temperature measurements can be used to
determine approximate soil water potential in frozen soils.
NOTE: The TEROS 22 measures the matric component of water potential. For more information on matric potential and the other
components of water potential visit Defining water potential.
APPLICATIONS
• Deficit irrigation monitoring and control
• Water potential monitoring in the vadose zone
• Crop stress
• Waste water drainage studies
• Plant water availability
ADVANTAGES
• Three -wire sensor interface: power, ground, and data
• Digital sensor communicates multiple measurements
over a serial interface
• Robust therm istor for accurate temperature measurements
• Low -input voltage requirements
• Low -power design supports battery -operated data loggers
• Robust epoxy encapsulation resists corrosive environments
• Supports SDI-12 or DDI serial communications protocols
• Modern design optimized for low-cost sensing
• Does not require a skilled operator
• Can measure drier systems where tensiometer cavitation is
a concern
• Needs no user maintenance
Figure 1 TEROS 22 sensor
PURPOSE OFTHIS GUIDE
METER provides the information in this integrator guide to help TEROS 22 Soil Water Potential Sensor
customers establish communication between these sensors and their data acquisition equipment or field
data loggers. Customers using data loggers that support SDI-12 sensor communications should consult the
data logger user manual. METER sensors are fully integrated into the METER system of plug -and -play sensors,
cellular -enabled data loggers, and data analysis software.
COMPATIBLE FIRMWARE VERSIONS
This guide is compatible with firmware versions 1.00 or newer for the TEROS 22.
METER Group, Inc.
2365 NE Hopkins Court, Pullman, WA 99163
T+1.509.332.2756 F+1.509.332.5158
[e-mail] W metergroup.com

TEROS 22 INTEGRATOR GUIDE
SPECIFICATIONS
MEASUREMENT SPECIFICATIONS
Water Potential
Range —5 to—100,000 kPa
(1.70 to 6.00 pF)
Resolution 0.1 kPa
Accuracy ±(10% of read ing+ 2 kPa)
from —5 to —100 kPa
NOTE: TEROS 22 can read up to 0 kPa when on a wetting path.
The air entry of the soil limits the performance of the sensor
to —5 kPa on the drying curve.
NOTE: TEROS 22 is not well calibrated beyond —100 kPa. For
more information on using the TEROS 22 beyond this range,
see the TEROS 22 User Manual.
Dielectric Measurement Frequency
70 MHz
Temperature
Range —40 to +60 °C
Resolution 0.1 °C
Accuracy ±1 °C
Connector Types
Stereo plug connector or stripped and
tinned wires
Stereo Plug Connector Diameter
3.5 mm
Cable Diameter
0.165 ± 0.004 in (4.20 ± 0.10 mm), with minimum
jacket of 0.030 in (0.76 mm)
Conductor Gauge
22-AWG / 24 AWG drain wire
MEASUREMENTAND TIMING CHARACTERISTICS
Supply Voltage (VCC to GND)
Minimum 4.0 VDC
Typical NA
Maximum 15.0VDC
Digital Communications Input (logic high)
COMMUNICATION SPECIFICATIONS
Minimum
2.8 V
Output
Typical
3.6 V
DDI Serial or SDI -12 communications protocol
Maximum
5.0 V
Data Logger Compatibility
Digital Communications
Input (logic low)
METER ZL6 and EM60 data loggers or any data
Minimum
—0.3 V
acquisition system capable of 3.9- to 15-VDC
power and serial or SDI-12 communications
Typical
0.0 V
Maximum
0.8 V
PHYSICAL SPECI FICATIONS
Dimensions
Length 13.0 cm (5.1 in)
Diameter 1.8 cm (0.7 in)
Sensor Diameter
3.2 cm (1.3 in)
Operating Temperature Range
Minimum —40 °C
Typical NA
Maximum +60 °C
NOTE: Sensors may be used at higher temperatures under
certain conditions; contact Customer Support for assistance.
Cable Length
5 m (standard)
75 m (maximum custom cable length)
NOTE: Contact Customer Support if a nonstandard cable
length is needed.
Digital Communications Output (logic high)
Minimum NA
Typical 3.6 V
Maximum NA
Required Power Supply Slew Rate
Minimum 1.0 V/ms
Typical NA
Maximum NA
Required Supply Current
Minimum 15mA
Typical NA
Maximum NA
Time to Start of DDI Serial Message
Minimum NA
Typical 100 ms
Maximum 350 ms
2

TEROS 22 INTEGRATOR GUIDE
Time before sensor is responsive to SDI-12 Com- Measurement Duration
mands (DDI Serial enabled)
Minimum NA
Minimum NA
Typical 260 ms
Maximum 500 ms
Time before sensor is responsive to SDI-12 Com-
mands (DDI Serial disabled)
Minimum NA
Typical 170 ms
Maximum NA
Typical 50 ms
Maximum NA
COMPLIANCE
EN 55011:2016 / A1:2017 (RCM Mark)
EQUIVALENT CIRCUIT AND CONNECTION TYPES
Refer to Figure 2 and Figure 3 to connect the TEROS 22 to a data logger. Figure 2 provides a low -impedance
variant of the recommended SDI-12 specification.
GND
Figure 2 Equivalent circuit diagram
0 PRECAUTION
PIGTAILCABLE
Power (brown)
Ground (bare)
mmw7Digital communication (orange)
u_
o STEREO CABLE
(V
`-4 Ground
FF;
Digital communication (orange)
Power (brown)
Figure 3 Connection type
METER sensors are built to the highest standards, but misuse, improper protection, or improper installation may damage the sensor
and possibly void the warranty. Before integrating sensors into a sensor network, follow the recommended installation instructions and
implement safeguards to protect the sensor from damaging interference.
POWER AND GROUNDING
Ensure there is sufficient power to simultaneously support the maximum sensor current drain for all the
sensors on the bus. The sensor protection circuitry may be insufficient if the data logger is improperly
powered or grounded. Refer to the data logger installation instructions. Improper grounding may affect the
sensor output as well as sensor performance.
Read the application note Lightning surge and grounding practices on the METER website for more information.
CABLES
Improperly protected cables can lead to severed cables or disconnected sensors. Cabling issues can be
caused by many factors, including rodent damage, driving over sensor cables, tripping over the cable, not
leaving enough cable slack during installation, or poor sensor wiring connections. To relieve strain on the
connections and prevent loose cabling from being inadvertently snagged, gather and secure the cable
travelling between the TEROS 22 and the data acquisition device to the mounting mast in one or more places.
Install cables in conduit or plastic cladding when near the ground to avoid rodent damage. Tie excess cable to
the data logger mast to ensure cable weight does not cause sensor to unplug.
3

TEROS 22 INTEGRATOR GUIDE
SENSOR COMMUNICATIONS
METER digital sensors feature a serial interface with shared receive and transmit signals for communicating
sensor measurements on the data wire (Figure 3).The sensor supports two different protocols: SDI-12 and DDI
Serial. Each protocol has implementation advantages and challenges. Please contact Customer Support if the
protocol choice for the desired application is not obvious.
SDI-12 INTRODUCTION
SDI-12 is a standards -based protocol for interfacing sensors to data loggers and data acquisition equipment.
Multiple sensors with unique addresses can share a common 3-wire bus (power, ground, and data). Two-way
communication between the sensor and logger is possible by sharing the data line for transmit and receive
as defined by the standard. Sensor measurements are triggered by protocol command. The SDI-12 protocol
requires a unique alphanumeric sensor address for each sensor on the bus so that a data logger can send
commands to and receive readings from specific sensors.
Download the SDI-12 Specification v1.3 to learn more about the latest SDI-12 protocol.
DDI SERIAL INTRODUCTION
The DDI Serial protocol is the method used by METER data loggers for collecting data from the sensor. This
protocol uses the data line configured to transmit data from the sensor to the receiver only (simplex). Typically,
the receive side is a microprocessor UART or a general-purpose 1/0 pin using a bitbang method to receive data.
Sensor measurements are triggered by applying power to the sensor.
INTERFACING THE SENSORTO A COMPUTER
The serial signals and protocols supported by the sensor require some type of interface hardware to be
compatible with the serial port found on most computers (or USB-to-serial adapters). There are several
SDI-12 interface adapters available in the marketplace; however, METER suggests using the AC-421 SDI-12 to
USB converter from Apogee Instruments. METER data loggers can operate as a computer -to -sensor interface
for making on -demand sensor measurements. For more information, please contact Customer Support.
METER SDI-12 IMPLEMENTATION
METER sensors use a low -impedance variant of the SDI-12 standard sensor circuit (Figure 2). During the
power -up time, the sensors output some sensor diagnostic information and should not be communicated with
until the power -up time has passed. After the power -up time, the sensors are compatible with all commands
listed in the SDI-12 Specification v1.3 except for the continuous measurement commands (aRO—aR9 and aRCO—
aRC9). M, R, and C command implementations are found on pages 7-8. The aXR3 and aXR4 commands are
used by METER systems and as a result use a space delimiter, instead of a sign delimiter as required by the
SDI-12 standard.
Out of the factory, all METER sensors start with SDI-12 address 0 and print out the DDI Serial startup string
during the power -up time. This can be interpreted by non -METER SDI-12 sensors as a pseudo -break condition
followed by a random series of bits.
The TEROS 22 will omit the DDI Serial startup string (sensor identification) when the SDI-12 address is nonzero
or if <suppressionState> is set to 1. Changing the address to a nonzero address is recommended for this reason.
SENSOR BUS CONSIDERATIONS
SDI-12 sensor buses require regular checking, sensor upkeep, and sensor troubleshooting. If one sensor
goes down, it may take down the whole bus even if the remaining sensors are functioning normally. METER
SDI-12 sensors can be power -cycled and read on the desired measurement interval or powered continuously
and commands sent when a measurement is desired. Many factors influence the effectiveness of the bus
configuration. Visit metergroup.com for articles and virtual seminars containing more information.
SENSOR ERROR CODES
The TEROS 22 has two error codes:
• -9999 is output in place of the measured value if the sensor detects that the measurement function has
been compromised and the subsequent measurement values have no meaning
• -9992 is output in place of the measured value if the sensor detects corrupt or lost calibrations
4

TEROS 22 INTEGRATOR GUIDE
SDI-12 CONFIGURATION
Table 1 lists the SDI-12 communication configuration.
Table 1 SDI-12 communication configuration
Baud Rate 1,200
Start Bits
1
Data Bits
7 (LSB first)
Parity Bits
1 (even)
Stop Bits
1
Logic
Inverted (active low)
SDI-12TIMING
All SDI-12 commands and responses must adhere tothe format in Figure 4 on the data line. Both the
command and response are preceded by an address and terminated by a carriage return and line feed
combination (<CR><LF>) and follow the timings how n in Figure 5.
START I DO I D1 D2 D3 I D4 D5 I D6 I EP STOP
Figure 4 Example SDI-12 transmission of the character 1 (Ox31)
---------------DATA LOGGER ------------------i--------------------SENSOR----------------------
Break
(at least 12 ms) Command Response ;
Marking Marking
(at least 8.33 ms) (at least 8.33 ms)
Sensor must respond Maximum time*
within 15 ms
*Maximum time is dependent upon the amount of data returned for the command sent. ;
Figure 5 Example data logger and sensor communication
COMMON SDI-12 COMMANDS
This section includes tables of common SDI-12 commands that are often used in an SDI-12 system and the
corresponding responses from METER sensors.
IDENTIFICATION COMMAND (aI! )
The Identification command can be used to obtain a variety of detailed information about the connected
sensor. An example of the command and response is shown in Example 1, where the command is in bold and
the response follows the command.
5

TEROS 22 INTEGRATOR GUIDE
Example II!113METER TER22-100631800001
Fixed
Character
Parameter
Length
Description
lI!
3
Data logger command.
Request to the sensor for information from sensor address 1.
Sensor address.
1
1
Prepended on all responses, this indicates which sensor on the bus is returning the
following information.
13
2
Indicates that the target sensor supports SDI-12 Specification v1.3.
Vendor identification string.
METER---
g
(METER and three spaces — — —)
Sensor model string.
TER22)
6
This string is specific to the sensor type.
For the TEROS 22, the string is TER22, .
Sensor version.
100
3
This number divided by 100 is the METER sensor version
(e.g., 100 is version 1.00).
631800001
s13,
Sensor serial number.
variable
This is a variable length field. It may be omitted for older sensors.
NOTE: In the event that the fixed length is longer than the parameter, the trailing characters will be populated with space characters.
CHANGE ADDRESS COMMAND (aAB! )
The Change Address command is used to change the sensor address to a new address. All other commands
support the wildcard character as the target sensor address except for this command. All METER sensors
have a default address of 0 (zero) out of the factory. Supported addresses are alphanumeric (i.e., a —z, A—Z,
and 0-9). An example output from a METER sensor is shown in Example 2, where the command is in bold and
the response follows the command.
Example 2 1A0! 0
Fixed
Character
Parameter Length Description
1A0! 4 Data logger command.
Request to the sensor to change its address from 1 to a new address of 0.
New sensor address.
For all subsequent commands, this new address will be used by the target sensor.
ADDRESS QUERY COMMAND (?!)
While disconnected from a bus, the Address Query command can be used to determine which sensor is
currently being communicated with. Sending this command over a bus will cause a bus contention where all
the sensors will respond simultaneously and corrupt the data line. This command is helpful when trying to
isolate a failed sensor. Example 3 shows an example of the command and response, where the command is in
bold and the response follows the command. The question mark (?) is a wildcard character that can be used in
place of the address with any command except the Change Address command.
Example ?!0
Fixed
Character
Parameter Length Description
i 2 Data logger command.
Request for a response from any sensor listening on the data line.
0 1 Sensor address.
Returns the sensor address to the currently connected sensor.
COMMAND IMPLEMENTATION
The following tables list the relevant Measurement (M), Verification (V), Extended (X), Continuous (R), and
Concurrent (C) commands and subsequent Data (D) commands, when necessary.
H.

TEROS 22 INTEGRATOR GUIDE
MEASUREMENT COMMANDS IMPLEMENTATION
The following tables list the relevant Measurement (M), Verification (V), Extended (X), and Concurrent (C)
commands. Also listed are subsequent Data (D) commands, which are used to retrieve data from M, V, and
C commands. M commands are sent to a single sensor on the SDI-12 bus and require that subsequent D
commands are sent to that sensor to retrieve the sensor output data before initiating communication with
another sensor on the bus.
Please refer to Table 2 and for an explanation of the command sequence and see Table 8 for an explanation of
response parameters.
Table 2 W measurement command sequence
Command Response
This command reports instantaneous values.
W atttn
aD0! a-<matricPotential>±<temperature>
NOTE: The measurement and corresponding data commands are intended to be used back-to-back. After a measurement command is
processed by these n so r, a service request a <CR><LF> is sent from these n so rsignaling the measurement is ready. Either wait until ttt
seconds have passed or wait until the service request is received before sending the data commands. Seethe SDI-12 Specifications v1.3
document for more information.
CONCURRENT MEASUREMENT COMMANDS IMPLEMENTATION
Concurrent Measurement (C) commands are typically used with sensors connected to a bus. This sensor
supports the Concurrent Measurement command; however, the implementation is not fully compliant with the
SDI-12 specification for Concurrent Measurement commands. It is not possible for a recorder to interrupt a
Concurrent Measurement command by issuing a second command to this sensor during the time the sensor is
making a measurement (ttt). This sensor will only respond to further commands after the specified amount of
time detailed in the C command response. The recorder is free to send commands to other sensors during the
time the sensor is making measurements.
Please refer to Table 3 for an explanation of the command sequence and see Table 8 for an explanation of
response parameters.
Table 3 aC! measurement command sequence
Command Response
This command reports instantaneous values.
aC! atttnn
aD0! a-<matricPotential>±<temperature>
NOTE: Please seethe SDI-12 Specifications v1.3 document for more information.
VERIFICATION COMMAND IMPLEMENTATION
The Verification (V) command is intended to give users a means to determine information about the current
state of the sensor. The V command is sent first, followed by D commands to read the response.
Table 4 W measurement command sequence
Command Response
W atttnn
aD0! a+<meta>
EXTENDED COMMAND IMPLEMENTATION
Extended (X) commands provide sensors with a means of performing manufacturer -specific functions.
Additionally, the extended commands are utilized by METER systems and use a different response format than
standard SDI-12 commands. X commands are required to be prefixed with the address and terminated with
an exclamation point. Responses are required to be prefixed with the address and terminated with <CR><LF>.
7

TEROS 22 INTEGRATOR GUIDE
METER implements the following X commands: aXRx! totrigger a sensor measurement and return the data
automatically after the readings are completed without needing to send additional commands and aXO! (with
capital 0) to suppress the DDI string.
Please refer to Table 5 through Table 7 for an explanation of the command sequence and see Table 8 for an
explanation of response parameters.
Table 5 aXO! measurement command sequence
Command Response
aXO! a<suppressionState>
aXO<suppressionState>! a0K
Table 6 aXR3! measurement command sequence
Command Response
aXR3! a<TAB><matricPotential> <temperature><CR><sensorType><Checksum><CRC>
Table 7 aXR4! measurement command sequence
Command Response
aXR4! a<TAB><matricPotential> <temperature><CR><sensorType><Checksum><CRC>
PARAMETERS
Table 8 lists the parameters, unit measurement, and a description of the parameters returned in command
responses for TEROS 22.
Table 8 Parameter descriptions
Parameter
Unit Description
±
— Positive or negative sign denoting sign of the next value
a
— SDI-12 address
n
— Number of measurements (fixed width of 1)
nn
— Number of measurements with leading zero if necessary (fixed width of 2)
ttt
s Maximum time measurement will take (fixed width of 3)
<TAB>
— Tab character
<CR>
— Carriage return character
<LF>
— Line feed character
<matricPotential>
kPa Matric potential
<temperature>
°C Air temperature
<meta>
— Auxiliary sensor information. See Table 9.
<suppressionState>
— 0: DDI Serial unsuppressed
1: DDI Serial suppressed
<sensorType>
— ASCII character denoting the sensor type
For TEROS 22, the character is k
<Checksum>
— METER serial checksum
<CRC>
— METER 6-bit CRC
SENSOR METADATA VALUE
The sensor metadata value contains information to help alert users to sensor -identified conditions that may
compromise optimal sensor operation. The output of the aV! aD0 sequence will output a <meta> integer value.
This integer represents a binary bitfield, with each individual bit representing an error flag.
H

TEROS 22 INTEGRATOR GUIDE
Table 9 lists the possible error flags that can beset by the TEROS 22. If multiple error flags are set, the sensor
metadata integer value will be the sum of the individual values. To decode an integer value not explicitly in
Table 9, find the largest error flag value that wi[If it in the integer value and accept that error as being present.
Then, subtract that error flag value from the integer value and repeat the process on the remainder until the
result is zero. For example, a sensor metadata integer value of 192 is the sum of the individual error flag values
128 + 64, so this sensor has corrupt firmware and a corrupt or lost sensor calibration.
Table 9 Error flag values and issue resolution
Error Flag Value Issue Present Resolution
64 Sensor thermistor is broken and sensor is Contact Customer Support to replace sensor
using a backup measurement
128 Sensor firmware is corrupt Contact Customer Support for instructions on
reloading firmware
DDI SERIAL COMMUNICATION
The DDI Serial communications protocol is ideal for systems that have dedicated serial signaling lines for each
sensor or use a multiplexer to handle multiple sensors. The serial communications are compatible with many
TTL serial implementations that support active -high logic levels using 0.0- to 3.6-VDC signal levels. When the
sensor is first powered, it automatically makes measurements of the integrated transducers then outputs a
response over the data line. Systems using this protocol control the sensor excitation to initiate data transfers
from the sensor. This protocol is subject to change as METER improves and expands the line of digital sensors
and data loggers.
TEROS 22 will omit the DDI Serial startup string when the SDI-12 address is nonzero or suppressed with
the aX01! command. METER recommends suppressing the DDI Serial message when this signaling causes
negative issues for a sensor measurement device.
NOTE: Out of the factory, all METER sensors start with SDI-12 address and printout the startup string when power cycled.
DDI SERIALTIMING
Table 10 lists the DDI Serial communication configuration.
Table 10 DDI Serial communication configuration
Baud Rate 1,200
Start Bits
1
Data Bits
8 (LSB first)
Parity Bits
0 (none)
Stop Bits
1
Logic
Standard (active high)
At power up, the sensor will pull the data line high within 100 ms to indicate that the sensor is taking a reading
(Figure 6). When the reading is complete, the sensor begins sending the serial signal out the data line adhering
to the format shown in Figure 7.Once the data is transmitted, the sensor goes into SDI-12 communication
mode. To get another serial signal, the sensor must be power cycled.
NOTE: Sometimes the signaling from the sensor can confuse typical microprocessor UARTs. The sensor holds the data line low while
taking measurements. The sensor raises the line high to signal the logger that it will send a measurement. Then the sensor may take some
additional measurements before starting to clock out the first data byte starting with atypical start bit (low). Once the first start bit is sent,
typical serial timing is valid; however, the signal transitions before this point are not serial signaling and maybe misinterpreted by the UART.
Power applied
Measurement
Up to 100 ms duration DDI serial SDI-12 ready
Figure 6 Data line DDI serial timing
9

TEROS 22 INTEGRATOR GUIDE
START I DO I D1 D2 I D3 D4 D5 I D6 D7 I STOP
Figure 7 Example DDI Serial transmission of the character 9 (Ox39)
DDI SERIAL RESPONSE
Table 11 details the DDI Serial response.
Table 11 DDI Serial response
COMMAND RESPONSE
<TAB><matricPotential> <temperature><CR><sensorType><Checksum><CRC>
NOTE: There is no actual command.The response is returned automatically upon power up.
The values in this command are space delimited. As such, a + sign is not assigned between values and a — sign is only present if the value
is negative.
DDI SERIAL CHECKSUM
These checksums are used in the commands XR3, XR4, as well as the DDI Serial response. The legacy checksum
is deprecated in favor of the CRC6 check character and may be ignored. The legacy checksum is computed
using the characters after the sensor address (when used with the XR3 or XR4 command) and includes the
sensor identification character.
TEROS 22 example input is <TAB>-34.8 22.3<CR>k@l and the resulting checksum output is @.
uint8 t LegacyChecksum(const char * response)
uint16_t length;
uint16_t i;
uint16 t sum = 0;
// Finding the length of the response string
length = strlen(response);
// Adding characters in the response together
for(i = 0; i < length; i++)
{
sum += response[i];
if(response[i] == '\r')
{
Found the beginning of the metadata section of the response
break;
}
}
Include the sensor type into the checksum
sum += response[++i];
// Convert checksum to a printable character
sum = sum % 64 + 32;
return sum;
The more robust CRC6, if available, utilizes the CRC-6-CDMA2000-A polynomial with the value 48 added to the
results to make this a printable character and is computed from the start of the transmission to the legacy
checksum character.
10

TEROS 22 INTEGRATOR GUIDE
CRC6 checksum example input is <TAB> 34.8 22.3 k@1 and the resulting checksum output
is 1 (lowercase Q.
uint8_t CRC6_Offset(const char *buffer)
{
uint16_t byte;
uint16_t i;
uint16_t bytes;
uint8 t bit;
uint8 t crc = Oxfc; // Set upper 6 bits to Vs
// Calculate total message length —updated once the metadata section is found
bytes = strlen(buffer);
// Loop through all the bytes in the buffer
for(byte = 0; byte < bytes; byte++)
{
Get the next byte in the buffer and XOR it with the crc
crc ^= buffer[byte];
// Loop through all the bits in the current byte
for(bit = 8; bit > 0; bit--)
{
If the uppermost bit is a 1...
if(crc & Ox80)
{
}
else
{
// Shift to the next bit and XOR it with a polynomial
crc = (crc « 1) ^ Ox9c;
// Shift to the next bit
crc = crc « 1;
}
if(buffer[byte] == '\r')
{
Found the beginning of the metadata section of the response
both sensor type and legacy checksum are part of the crc6
this requires only two more iterations of the loop so reset
"bytes"
// bytes is incremented at the beginning of the loop, so 3 is added
bytes = byte + 3;
}
}
// Shift upper 6 bits down for crc
crc = (crc » 2);
// Add 48 to shift crc to printable character avoiding \r \n and !
return (crc + 48);
}
11

TEROS 22 INTEGRATOR GUIDE
CUSTOMER SUPPORT
NORTH AMERICA
Customer service representatives are available for questions, problems, or feedback Monday through Friday,
7:00 am to 5:00 pm Pacific time.
Email: [e-mail]
[e-mail]
Phone: [phone]
Fax: [phone]
Website: metergroup.com
EUROPE
Customer service representatives are available for questions, problems, or feedback Monday through Friday,
8:00 to 17:00 Central European time.
Email: [e-mail]
[e-mail]
Phone: [phone]
Fax: [phone]
Website: metergroup.com
If contacting METER by email, please include the following information:
Name Email address
Address Instrument serial number
Phone number Description of problem
NOTE: For products purchased through a distributor, please contact the distributor directly for assistance.
REVISION HISTORY
The following table lists document revisions.
Revision Date Compatible Firmware Description
00 11.2023 1.00 Initial release for TEROS 22
12

IRRIGATION CALCULATIONS
for
The Conservancy at Jordan Lake
Chatham County, North Carolina
April 10, 2024
[phone] voice - [phone] fax - email [e-mail]
N CA
=OX;.o ssiO4%
: IF 9< :
SEAL
18894
CE CROUP
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603

TABLE OF CONTENTS
Project Summary
Modeling Report 4 - 14
Pump Info 15 - 33
Irrigation Heads and Zone Run Time 34 - 55
Pond Storage Volume 56 - 57
Return Lift Station 58 - 62
Weather Station & Moisture Sensor 63 - 68

For
Reclaimed Quality Water
Irrigation Pond, Pump Station & Irrigation System
The Conservancy
Project Information
V ►I� LY 11 :9
360,000 GPD
Sprayfield Capacity (Spray/Soils as Limiting Condition) 256,169 GPD
Inclement Weather Storage
Upset Storage
Irrigation Pumps
(1) Jockey Pump
(3) Irrigation Pumps
Spray Area
High Areas
Mid Areas
Low Areas
Total
9.8 AC
57.2 AC
146.4 AC
213.4 AC
130.0 Days
7.4 Days
29 GPM @ 328' TDH
600 GPM @ 328' TDH (each)
Dose and Soak Cycle 0.2"Dose with 4 Hour Soak
27.77 in/yr
20.20 in/yr
15.21 in/yr

Scenario: Base
WalerCAo
202204281rrigeti-Model.Wtg Bentley Systems, Inc. Haestad Methods Sduft v, Center [l 9.03.05.051
5/4/2022 75 Watert—in Road, Suite 28 Thomaston, CT 06787 USA +1-203- Page 1 011
755-1566

Scenario: Base
J41
WalerCAo
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5/4/2022 75 Watert—in Road, Suite 28 Thomaston, CT 06787 USA +1-203- Page 1 011
755-1566

Scenario: Base
WalerCAo
202204281rrigeti-Model.Wtg Bentley Systems, Inc. Haestad Methods Sduft v, Center [17.03.05.051
5/4/2022 75 Watert—in Road, Suite 28 Thomaston, CT 06787 USA +1-203- Page 1 011
755-1566

Scenario: Base
WalerCAo
202204281rrigeti-Model.Wtg Bentley Systems, Inc. Haestad Methods Sduft v, Center [l 9.03.05.051
5/4/2022 75 Watert—in Road, Suite 28 Thomaston, CT 06787 USA +1-203- Page 1 011
755-1566

Scenario: Base
WalerCAo
202204281rrigeti-Model.Wtg Bentley Systems, Inc. Haestad Methods Sduft v, Center [17.03.05.051
5/4/2022 75 Watert—in Road, Suite 28 Thomaston, CT 06787 USA +1-203- Page 1 011
755-1566

Scenario: Base
WalerCAo
202204281rrigeti-Model.Wtg Bentley Systems, Inc. Haestad Methods Sduft v, Center [l 9.03.05.051
5/4/2022 75 Watert—in Road, Suite 28 Thomaston, CT 06787 USA +1-203- Page 1 011
755-1566

0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0
in o in o in o in o in
(4) PP@H
Efficiency (% )
0
0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
rn m n � in V N o 0
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Page 1 of 1
Scenario: Base
Current Time Step: 0.000 f
FlexTable: Junction Table
ID
Label
Elevation
Zone
Demand
Demand
Hydraulic
Pressure
(ft)
Collection
(gpm)
Grade (ft)
(psi)
33
J-1
272.00
<None>
<Collection: 0 items>
0
583.24
135
35
J-2
260.00
<None>
<Collection: 0 items>
0
572.96
135
37
J-3
254.00
<None>
<Collection: 0 items>
0
572.59
138
39
J-4
252.00
<None>
<Collection: 0 items>
0
572.28
139
41
J-5
244.00
<None>
<Collection: 0 items>
0
571.36
142
43
J-6
291.00
<None>
<Collection: 0 items>
0
569.17
120
45
J-7
253.00
<None>
<Collection: 0 items>
0
569.17
137
47
J-8
265.00
<None>
<Collection: 0 items>
0
569.17
132
49
J-9
267.00
<None>
<Collection: 0 items>
0
569.17
131
51
J-10
258.00
<None>
<Collection: 0 items>
0
569.17
135
53
J-11
257.00
<None>
<Collection: 0 items>
0
569.17
135
55
J-12
260.00
<None>
<Collection: 0 items>
0
569.17
134
57
J-13
250.00
<None>
<Collection: 0 items>
0
569.17
138
59
J-14
267.00
<None>
<Collection: 0 items>
0
569.17
131
61
J-15
279.00
<None>
<Collection: 0 items>
0
569.17
126
63
J-16
259.00
<None>
<Collection: 0 items>
0
569.17
134
65
J-17
257.00
<None>
<Collection: 0 items>
0
569.17
135
67
J-18
271.00
<None>
<Collection: 0 items>
0
569.17
129
69
J-19
273.00
<None>
<Collection: 0 items>
0
569.17
128
71
J-20
286.00
<None>
<Collection: 0 items>
0
569.17
123
73
J-21
295.00
<None>
<Collection: 0 items>
0
569.17
119
75
J-22
295.00
<None>
<Collection: 0 items>
0
569.17
119
77
J-23
290.00
<None>
<Collection: 0 items>
0
569.17
121
79
J-24
270.00
<None>
<Collection: 0 items>
0
569.17
129
81
J-25
278.00
<None>
<Collection: 0 items>
0
569.17
126
84
J-26
267.00
<None>
<Collection: 0 items>
0
572.16
132
86
J-27
258.00
<None>
<Collection: 0 items>
0
569.12
135
88
J-28
259.00
<None>
<Collection: 0 items>
0
567.16
133
90
J-29
256.00
<None>
<Collection: 0 items>
0
565.60
134
92
J-30
254.00
<None>
<Collection: 0 items>
0
564.37
134
94
J-31
272.00
<None>
<Collection: 1 item>
600
563.46
126
96
J-32
270.00
<None>
<Collection: 0 items>
0
563.93
127
98
J-33
263.00
<None>
<Collection: 0 items>
0
564.51
130
100
J-34
251.00
<None>
<Collection: 0 items>
0
564.95
136
102
J-35
251.00
<None>
<Collection: 1 item>
600
568.50
137
105
J-36
265.00
<None>
<Collection: 0 items>
0
563.46
129
107
J-37
367.00
<None>
<Collection: 0 items>
0
563.46
85
109
J-38
297.00
<None>
<Collection: 0 items>
0
563.46
115
111
J-39
310.00
<None>
<Collection: 0 items>
0
563.46
110
113
J-40
331.00
<None>
<Collection: 0 items>
0
563.46
101
115
J-41
338.00
<None>
<Collection: 0 items>
0
563.46
98
117
J-42
240.00
<None>
<Collection: 0 items>
0
568.50
142
119
J-43
240.00
<None>
<Collection: 0 items>
0
568.50
142
121
J-44
244.00
<None>
<Collection: 0 items>
0
568.50
140
123
J-45
236.00
<None>
<Collection: 0 items>
0
568.50
144
125
J-46
284.00
<None>
<Collection: 1 item>
600
568.01
123
127
J-47
279.00
<None>
<Collection: 0 items>
0
568.01
125
129
J-48
275.00
<None>
<Collection: 0 items>
0
568.01
127
131
J-49
282.00
<None>
<Collection: 0 items>
0
568.01
124
133
J-50
288.00
<None>
<Collection: 0 items>
0
568.01
121
135
J-51
289.00
<None>
<Collection: 0 items>
0
568.01
121
137
J-52
293.00
<None>
<Collection: 0 items>
0
568.01
119
139
J-53
273.00
<None>
<Collection: 0 items>
0
568.01
128
141
J-54
282.00
<None>
<Collection: 0 items>
0
568.01
124
143
J-55
284.00
<None>
<Collection: 0 items>
0
568.01
123
145
J-56
286.00
<None>
<Collection: 0 items>
0
568.01
122
147
J-57
287.00
<None>
<Collection: 0 items>
0
568.01
122
149
J-58
289.00
<None>
<Collection: 0 items>
0
568.01
121
151
J-59
274.00
<None>
<Collection: 0 items>
0
568.01
127
153
J-60
295.00
<None>
<Collection: 0 items>
0
568.01
118
155
J-61
283.00
<None>
<Collection: 0 items>
0
568.01
123
157
J-62
285.00
<None>
<Collection: 0 items>
0
568.01
122
159
J-63
284.00
<None>
<Collection: 0 items>
0
568.01
123
161
J-64
293.00
<None>
<Collection: 0 items>
0
568.01
119
163
J-65
290.00
<None>
<Collection: 0 items>
0
568.01
120
165
J-66
279.00
<None>
<Collection: 0 items>
0
568.01
125
P:\127 (Miscellaneous Jobs)\127-321 The Conservancy Conservation Master Plan\Calcs\Irrigation\Irrigation Main\2023 07 12 Irrigation Model.wtg
file:///C:/Users/MAshness/AppData/Local/TempBentley/WaterCAD/d5u4bn3i.xml 12/15/2023

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Horizontal Variable Speed
Prefabricated Pump Station Specification
The Conservancy Pump Station
Part 1 - Manufacturer
Flowtronex
,y� ITT Industries
Engineered for life
1.00 Manufacturer. To provide a single source responsibility for the manufacture, Warranty,
service and operation of a prefabricated, skid mounted fully automatic variable speed
pumping system (systems). The pumping system shall automatically maintain a constant
discharge pressure regardless of varying flow demands within the station rating. Pumping
system shall conform to the following specifications in all respects. This specification
covers the minimum requirements, however, it should not be construed as all inclusive. It
is the successful manufacturer's responsibility to include all necessary components to
provide for a complete, automatic, smooth operating, and reliable pumping system.
The Manufacturer shall provide the following:
• A complete set of general arrangement drawings, including all dimensions.
• Electrical power schematics, and control schematics
UL Listed as a Packaged Pumping System.
The pumping system shall be of the type manufactured by FLOWTRONEX PSI Inc.,
Dallas, Texas, U.S.A., or equal, approved by the purchaser and irrigation consultant prior
to bid opening. The station shall be of the model number and capacities as shown in the
attached technical data sheet. For consideration of a proposed equal system, the
manufacturer shall furnish the following data to the irrigation consultant at least 10 days
prior to the date of the bid opening:
• General:
• A complete specification for the pumping system proposed as an equal.
• A statement of full conformance to the following specifications signed by
an Officer of the manufacturer.
• Drawing showing overall dimensions and all piping layouts.
• Complete submittal data for all major equipment:
• Pumps:
• Provide name of manufacturer
• Pump curves
• Material specification sheet
• Warranty
• Motors:
• Provide name of manufacturer
• Specification sheet
• Warranty
• Electrical Components (starters, disconnect
• Provide name of manufacturer
• Pressure Transducer
• Specification sheet
• Warranty
• Variable Frequency Drive (VFD)
• Provide name of manufacturer
• Specification sheet
Master Specifications Horizontal VFD

• Warranty
• Guaranteed replacement time
• Operating Computer
• Provide name of manufacturer
• Specification sheet
• Warranty
• Valves
• Provide name of manufacturer for each type
• Specification sheet for each
• Warranty
• Filtration (if applicable)
• Manufacturer
• Screen type including micron size
• Specification sheet
• Operations manual
• Warranty
• Fertigation (if applicable)
• Manufacturer
• Pump size, type and detail sheet
• Operation manual
• Dimensional drawing
• Warranty
• An electrical schematic showing power wiring.
• Installation list of 200 golf course variable frequency drive pumping
systems of comparable size and performance that have been in
operation for a minimum of 3years.
• Location of closest VFD factory trained service centers with contact
information.
• Manufacturer's electrical control panels U.L. file number.
Manufacturer's complete pump station U.L. file number.
• A copy of manufacturer's certificate of insurance showing as a minimum,
a general liability coverage of $1,000,000, and an excess liability
coverage of $10,000,000.
If, in the opinion of the purchaser and or the irrigation consultant, the data submitted
shows the pumping system to be an equal to the system specified, the bidding
contractors shall be notified not less than 7 days prior to the bid opening date.
Part 2 - Mechanical
2.00 Scope. Pump station shall be a completely skid mounted vertical turbine VFD pump
station built by a single manufacturer. All equipment including but not limited to pumps,
motors, piping, filters, valves, instrumentation and controls (unless otherwise noted in the
technical specifications or drawings) shall be mounted on a common structural base to
form a complete operating pumping station.
2.10 Station base. The pump station base shall be designed and fabricated to provide proper
structural support for all attached equipment. The base shall supply sufficient rigidity to
withstand the stresses of reasonable and competent transportation to site, off loading,
installation, and operation.
• Main structural frame members shall be constructed from heavy weight
channel.
Master Specifications Horizontal VFD 2

• Internal structural members shall be constructed from steel tubing. Provisions
shall be made in the station base for off-loading and handling the station at the
site of installation.
• Deck Plate the structural base shall be covered in 3/16" checkered deck plate.
• Pump Plate 1" steel plate shall be welded to the structural base to support the
pumps and pump heads.
• Welding All 3/16" deck plate and 1" steel plate shall be 100% seal welded to
main structural members. Maximum allowable deflection on skid assembly shall
not exceed 0.1" per linear foot. Skip welding is not acceptable. The pump
steel skid shall completely cover the wet well with integral, framed access
hatches. Wet well access shall be made of 3/16" deck plate.
2.20 Station Piping. All Station piping shall conform to the following detailed specifications.
• Construction All piping shall be constructed from ASTM A105 schedule 40
pipe or heavier as required to maintain a 3 to 1 pressure safety factor (including 1/16"
corrosion allowance).
• All piping shall be hydrostatically tested to 150% of maximum shutoff
pressure.
• Piping shall be grit -blasted with #50 steel grit per SSPC-10 to a white metal
condition.
• The cleaned steel surface shall be immediately primed with an industrial
grade primer to thickness of 3 mils epoxy primer.
• The finish coat shall be acrylic enamel to a thickness of no less than 3 mils
and applied through an electrostatic method to insure proper adhesion.
2.30 Paint. Structural steel, attached piping, and supports shall be grit -blasted with #50 steel
grit per SSPC-10 to a near white metal condition. The cleaned steel surface shall be
immediately primed with an industrial grade primer to thickness of 2 1/2 to 3 mils epoxy
primer. The finish coat shall be acrylic enamel to a thickness of no less than 3 mils and
applied through an electrostatic method to insure proper adhesion. Manufacture shall
provide a touch up kit for owners use. Powder coating will not be an accepted paint
process since powder coating can not be field applied.
2.40 Bolts. All bolts used in the assembly of the pumping system shall be zinc plated to
retard Corrosion. Anti -corrosion washers to be used on each side of fastener.
Part 3 — Pumps
3.00 Scope. Pump station manufacturer shall strictly adhere to the following pump
specifications. All pumps shall be of the same pump manufacturer.
3.10 Pumps. The main irrigation pump(s) shall be of the horizontal centrifugal type with flow
and head defined in the attached technical specifications.
• The horizontal pumps shall be manufactured according to the standards of the
Hydraulic Institute and to ANSI specification No. B58.1.
• The pump casing shall be ASTM 48, class 30, cast-iron capable of hydrostatic test @
150% of maximum discharge pressure and have both suction and hub replaceable
wear ring.
• All mating parts shall have a register fit to ensure alignment.
• The impeller shall be an enclosed, single piece bronze or cast-iron casting
completely machined on all outside surfaces and statically balanced at time of pump
assembly. The impeller shall be keyed to the shaft and securely fastened with a
vibration resistant lock screw and washer.
• The packing box shall contain a mechanical seal for the specific application.
Master Specifications Horizontal VFD

• The impeller shall not contact the suction or hub wear ring under any operating load
condition.
• The pump and motor shall be connected by an ASTM 48, class 30, cast-iron bracket
incorporating a full isolating shield with dual slinger rings to prevent moisture from
entering the front motor bearing.
• The main irrigation pump shall be as manufactured by Goulds.
3.20 Pressure Maintenance Pump. A pressure maintenance pump shall be provided to
maintain system pressure during non irrigation periods. The pump shall be of the multi-
stage type with stainless steel housing and stainless steel impeller.
• The pump suction/discharge chamber, motor stool and pump shaft coupling shall be
constructed of cast iron.
• The impellers, pump shaft, diffuser chambers, outer discharge sleeve and impeller
seal rings or seal ring retainers shall be constructed of stainless steel.
• The impellers shall be secured directly to the pump shaft by means of a splined shaft
arrangement. Intermediate and lower shaft bearings shall be Tungsten Carbide and
Ceramic or Tungsten Carbide and Bronze.
• Pumps shall be equipped with a high temperature mechanical seal assembly with
Tungsten Carbide/Carbon or Tungsten Carbide/Tungsten Carbide seal faces.
• Pump shall be as manufactured by Goulds.
Part 4 — Motors
4.00 Scope. All motors shall be of the same manufacturer. Pump station manufacturer shall
strictly adhere to the following specifications.
4.10 Horizontal Motors. Motor(s) for the irrigation pump shall be of United States
manufacture, close -coupled type with rodent screens on all ventilating passages and be
open -drip proof, 1.15 service factor, and class F insulation.
• Motors shall be wound for the starting configuration as called out in the technical data
sheet.
• Design pump brake horsepower shall not exceed 98% of motor horsepower exclusive
of service factor.
• Maximum pump run out horsepower shall not be greater than 8% higher than motor
rating exclusive of service factor.
• The motor bearings shall be selected to withstand thrust loads and have a minimum
life of 5 years continuous operation.
• The motor shaft shall be high -strength steel protected by a bronze shaft sleeve
secured to the shaft to prevent rotation.
• Motors shall be as manufactured by U.S. Electric, or Baldor or Reliance.
4.25 Motor Space Heater. The pump station manufacturer shall provide on each pump
motor a 120 volt, single phase space heater of ample size to prevent condensation from
occurring within the motor during non operating periods. The space heater shall be de -
energized when the motor is running.
4.30 Motor Pressure Maintenance Pump. Motor for pressure maintenance pump shall be
sized to ensure the pump is non -overloading when operating on the specified pump
curve. The motor shall be of the horsepower, voltage, phase and cycle as called out in
the technical data sheet. Motor design shall be of the open drip proof, with a NEMA C
face design operating at a nominal 3450 RPM with a minimum service factor of 1.15.
Lower motor bearings shall be adequately sized to ensure long motor life. Motor for
pressure maintenance motor shall be as manufactured by Baldor.
Master Specifications Horizontal VFD 4

Part 5 — Valves and Gauges
5.00 Scope. Pump station manufacturer shall strictly adhere to the following specifications.
5.10 Pump Check Valve. Silent check valves shall be installed on the discharge of each
pump between the pump discharge head and the pump isolation valve.
• The check valve shall be of the silent operating type that begins to close as the
forward flow diminishes and is fully closed at zero velocity preventing flow reversal
and resultant water hammer or shock.
• The valve design shall incorporate a center guided spring loaded disc, guided at
opposite ends and having a short linear stroke that generates a flow area equal to
the pipe size.
• Valves shall be sized to permit full pump capacity to discharge through them without
exceeding a pressure drop of 2.5 PSI.
• All component parts shall be field replaceable without the need of special tools.
• A replaceable guide bushing shall be provided and held in position by the spring.
The spring shall be designed to withstand 100,000 cycles without failure and provide
cracking pressure of 0.5 PSI and to fully open at a flow velocity of 4 ft/sec.
• The valve disc shall be concave to the flow direction providing for disc stabilization,
maximum strength, and a minimum flow velocity to open the valve.
• The valve disc and seat shall have a seating surface finish of 32 micro -inch or better
to ensure positive seating at all pressures.
• The leakage rate shall not exceed one-half of the allowable rates for metal seated
valves allowed by AWWA Standard C508 or 0.5 oz per hour per inch of valve
diameter
• The valve body shall be constructed of ASTM A126 Class B cast iron for class 125
and Class 250 valves.
• The seat and disc shall be ASTM B584 Alloy C83600 cast bronze or ASTM B148
aluminum bronze covered in Buna-N to provide resilient sealing.
• The compression spring shall be ASTM A313 Type 302 stainless steel with ground
ends.
• Valves 4" and smaller to be pressure rated for 250 PSI, 6" to 10" to be pressure rated
to 150 PSI. Valves 12" and larger check valves to be globe style with 150 PSI rating.
• Dual disc style check valves are not acceptable.
• Check valve shall be as manufactured by Valmatic.
5.20 Pump Discharge Isolation Valves. Pump isolation valves shall be of the butterfly type
with grooved ends to provide for expansion and vibration dampening and a lever
operator.
• Valve body shall be constructed of ductile iron with a polyphenylene sulfide coating.
• Valve disc is rubber coated ductile iron.
• Valve shall be rated to 200 PSI.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Isolation valve shall be as manufactured by Victaulic Or Grinnell Company.
• Lug style isolation valves are not acceptable.
5.25 Pump Suction Isolation Valves: Pump isolation valves shall be installed on the inlet of
the pump to completely isolate the individual pumps. Valve shall be of the lug style
butterfly type.
• Valve shall have one piece body cast from ASTM A126 cast iron.
• Stem shall be 416 stainless steel.
• Disc shall be nickel plated ductile iron. Stem bushings shall be Acetyl to prevent
stem seizure to body during prolonged periods of non-use.
Master Specifications Horizontal VFD

• Seat shall be Buna-N elastomer, one piece construction, and shall also form the
flange sealing gaskets.
• Valves 8" and smaller shall have a lever operator.
• Valves 10" and larger shall have a gear operator with hand wheel.
• Valve shall be rated at 200 PSI bubble shutoff.
• Pump suction isolation valve shall be as manufactured by Watts.
5.30 Station Discharge Isolation Valve. Station isolation valve shall be installed on the
discharge of the pump station to completely isolate the pumping system from the
irrigation system.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Valve shall be of the lug style butterfly type.
• Valve shall have one piece body cast from ASTM A126 cast iron.
• Stem shall be 416 stainless steel.
• Disc shall be nickel -plated ductile iron.
• Stem bushings shall be Acetyl to prevent stem seizure to body during prolonged
periods of non-use.
• Seat shall be Buna-N elastomer, one-piece construction, and shall also form the
flange sealing gaskets.
• Valves 8" and smaller shall have a lever operator. Valves 10" and larger shall have a
gear operator with hand wheel.
• Valve shall be rated at 200PS1-bubble shutoff.
• Station isolation valve shall be as manufactured by Watts.
5.31 Station Inlet Isolation Valve. Station isolation valve shall be installed on the
discharge of the pump station to completely isolate the pumping system from the
irrigation system.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Valve shall be of the lug style butterfly type.
• Valve shall have one piece body cast from ASTM A126 cast iron.
• Stem shall be 416 stainless steel.
• Disc shall be nickel -plated ductile iron.
• Stem bushings shall be Acetyl to prevent stem seizure to body during prolonged
periods of non-use.
• Seat shall be Buna-N elastomer, one-piece construction, and shall also form the
flange sealing gaskets.
• Valves 8" and smaller shall have a lever operator. Valves 10" and larger shall have a
gear operator with hand wheel.
• Valve shall be rated at 200PS1-bubble shutoff.
• Station isolation valve shall be as manufactured by Watts.
5.40 Pressure Relief Valve. A pilot operated modulating pressure relief valve shall be
included and sized per the technical data sheet.
• Valve body shall be ductile iron with 125-LB inlet and outlet flanges, and shall be
rated for 250 PSI.
• The valve shall be set 10 to 14 PSI above operating pressure and will relieve when
inlet pressure exceeds spring setting on pilot. Valve shall be quick opening and slow
closing to minimize surging.
• The pressure relief valve shall work hydraulically and shall not be operated or opened
from any electrical external source or control. The relief valve shall work solely as a
safety for over pressure relief and shall not function as a normal part of the station
controls.
Master Specifications Horizontal VFD

• Pressure relief valve or lug valve shall not be used as integral part of normal
irrigation pressure control.
• Electric Butterfly valve or any type valve dependent on the PLC or the electrical
system is not allowed.
• Discharge of relief valve shall be piped back to the inlet manifold on flooded suction
installations and to atmosphere for lift and boost applications.
• A Wye strainer shall be installed in the inlet side of the valve body to provide clean
water to the CRL pilot.
• A wafer style butterfly valve shall be installed on the inlet of the relief valve.
Specifications for this isolation valve will be the same as for the station isolation valve
found in the specification.
• Relief valve shall be as manufactured by CLA-VAL no other manufacture shall be
acceptable.
5.50 Pressure Gauge. A pressure gauge shall be mounted on the discharge header with a
%" isolation ball valve.
• All gauges shall be glycerin silicon filled to reduce wear due to vibration.
• Accuracy shall be within 2%. Gauge diameter shall be 4" - 3 1/2" minimum.
• Range shall be at least 50% higher than the highest pressure attainable from the
pumps at shutoff head conditions.
• The gauge shall incorporate a stainless steel back & bronze internal.
• Pressure gauge shall be as manufactured by Wika.
Part 6 - Electrical
6.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.
6.10 Control Enclosure. Controls shall be housed in a NEMA 4 enclosure with integral
latches.
• The control enclosure should be constructed of 12 gauge steel and the back plate
assembly shall be constructed of 12 gauge steel.60" wide and larger to be 10 gauge
or thicker.
• The enclosure shall be Powder coat painted or as specified in the paint specification
listed under Section 2.0 Mechanical.
• All enclosure cutouts to be done by laser for proper fit, sealing and coating retention.
• All indicating lights, reset buttons, speed potentiometer, selector switches and the
operator interface device shall be mounted on enclosure door and also be rated
NEMA 4.
• All internal components shall be mounted and secured to the removable back plate
assembly.
• A closed type cooling system shall be included to cool the enclosure and reject heat
from the VFD.
• Open type -cooling systems allowing outside ambient air to enter the panel are
not acceptable.
• No water line connections shall be permitted inside of the control enclosure. VFD
status and internal parameters must be viewable without the opening of the
enclosure door.
Master Specifications Horizontal VFD

6.20 Codes. The control panel with controls shall be built in accordance N.E.C., and U.L.
standards.
• The pump station including electrical components and enclosure shall be
labeled as a complete U.L. Listed assembly with manufacturer's U.L. label
applied to the pump station.
• All equipment and wiring shall be mounted within the enclosure and labeled for
proper identification.
• All adjustments and maintenance shall be able to be done from the front of the
control enclosure.
• A complete wiring circuit and legend with all terminals, components, and wiring
identification shall be provided.
• Main disconnect shall be interlocked with door.
• Cabinet to be lockable.
6.30 Panel Paint. The control panel shall be dip cleaned, acid etched and neutralized, iron
phosphate coated and painted with a finish coat of 1 1/2 to 2 mils of polyurethane.
6.40 Lightning and Surge Arrester. All electrical equipment shall be protected by a U.L.
Listed approved Category C and Category B surge arrester to suppress voltage surges
on incoming power.
• The devise under IEEE C62.41 Category C will withstand a impulse of 10Kv/10Ka
and Category B to withstand a ringwave of 6Kv/500a and a impulse of 6Kv/3Ka.
• Pass voltage for a 480v devise to the end equipment shall not exceed 150OV-1800V
when subjected to a 8ms * 20ms waveshape resulting in the following performance
statistics: 3720 joules minimum with a power dissipation of 82,500,000VA at 1800V
maximum pass voltage to the protected equipment.
• Response time shall be less that 5 nanoseconds.
6.50 Main Disconnect. A non -fusible main disconnect shall be provided to completely
isolate all controls and motor starting equipment from incoming power.
• Main disconnect shall have a through the door operator, and shall be sized as shown
in the technical data sheet including horsepower rating.
• Disconnect shall be as manufactured by ABB or Allen-Bradley.
• Disconnect shall not be rated as a service disconnect.
6.60 Control Power. Power for the controls shall be provided by a control power transformer,
which will provide low voltage, single-phase power for the pumping system control
operation.
• Control power transformer shall not be used for any other external load.
• The control power transformer shall be protected on the primary side by current
limiting fuses of adequate size and voltage rating.
• All control components will be protected by time delay circuit breakers of adequate
size.
• The control power transformer shall be as manufactured by Acme.
6.70 Skid Conduit. All on skid conduit shall be flexible conduit with watertight connections at
enclosure and termination device. All conduits shall be fastened to the skid every 24".
6.80 Junction Boxes. All off skid devices requiring control interface shall be terminated in a
junction box. The junction box shall be located at the skid edge nearest the installation
point of the off skid device. Fertigation and monitoring systems shall be terminated in a
NEMA 4 junction box located on the top left side of the main controls enclosure to allow
end user connection.
Part 7 — Station Controls
Master Specifications Horizontal VFD

7.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.
7.10 Motor Starting Equipment. All motor starters for the pumping station shall be mounted
on a single back panel in a single NEMA 4 enclosure as specified in section 3.10.
• Motor starters shall meet I.E.C. standards and shall be rated for a minimum of
1,250,000 operations.
• Each main irrigation motor shall have dual contactors, which are both electrically
and mechanically interlocked to allow the VFD to operate on any of the motors as
called out in the technical data sheet.
• Motor overload relays shall be I.E.C. rated class 10 ambient compensated.
• Fuses shall supply short circuit protection to each motor and shall be rated for a
minimum 200,000 amp interrupting capacity.
• Motor starters shall be as manufactured by Allen Bradley.
• Motor over -loads shall be manual reset only. Auto -reset of motor overloads shall not
permitted.
7.20 Variable Frequency Drive. The variable speed drive shall be a digital, pulse width
modulation (PWM) variable frequency drive (VFD) with IGBT transistors.
• The VFD shall include a 3% input line reactor to protect against voltage transients.
• The VFD shall have a minimum wire to wire efficiency of 98.5%, and shall be rated
up to 550-volt operation in order to eliminate nuisance tripping at marginally high
voltage conditions.
• Incoming power end shall be protected by fast acting semiconductor fuses.
• Any VFD error messages shall be displayed on a 80 character LCD readout in
English or any one of 11 other languages.
• The following fault protection circuits shall be included:
• Over -current (240%)
• Over -voltage (130%)
• Under -voltage (65%)
• Over -temperature (70' C)
• Ground fault, and motor overload.
• The VFD shall be capable of starting into a rotating load and accelerate or decelerate
to set -point without safety tripping.
• The VFD shall have an automatic extended power loss ride through circuit, which will
utilize the inertia of the pump to keep the drive powered.
• Minimum power loss ride -through shall be one cycle based on full load and no inertia.
• The VFD shall be optimized for a 3 kHz carrier frequency to reduce motor noise.
• The VFD shall employ three current limit circuits to provide "tripless" operation.
• The following operating information shall be displayed on the VFD LCD:
• kWh, elapsed time
• Output frequency (Hz)
• Motor speed (RPM)
• Motor current (amps), and voltage.
• Line reactor will be installed on input of VFD to protect against voltage transients.
• The VFD LCD display shall continuously scroll through all operating information and
shutdown faults while the drive is running and while stopped. The information shall
be viewable through a water tight Plexiglas window on the control panel door as
specified in Section 3.10.
• VFD shall be as manufactured by ABB.
Master Specifications Horizontal VFD

7.30 Pressure Transducer. Pressure transducer shall be utilized for providing all pressure
signals for the control logic.
• Pressure transducer shall be a solid-state bonded strain gage type with an accuracy
of plus/minus 0.20%
• The pressure transducer shall be constructed of 316L stainless steel.
• Transducer shall be rated for station discharge pressure as shown on technical data
sheet, and shall provide gauge pressure output, rather than an absolute.
• Pressure transducer constructed of plastic is not acceptable.
• Threshold transducers are not acceptable.
• Pressure transducer shall be as manufactured by GEMS.
7.40 Flow meter. The pump station shall have a flow sensor installed which will provide the
pump station flow rate and total flow through the operator interface device (OID) as
specified in Section 3.55. The flow sensor shall be a six bladed design which provides a
low impedance signal proportional to the flow. The accuracy shall be plus/minus 2% of
actual flow rate between flow velocities of 1-30 ft./sec. A flow meter run shall be included
with a minimum of 5 pipe diameters straight run upstream and 2.5 pipe diameters
downstream for proper meter accuracy. Flow sensor model must have internal noise
filtering feature. Flow sensor wire must be encased in 1'/"liquick tight conduit from
sensor to enclosure. Meter run shall be sized as shown in technical data sheet. Flow
sensor shall be as manufactured by Data Industrial.
7.50 Controls. An industrial grade programmable logic controller (PLC) shall handle all
control logic.
• PLC shall provide demand controlled sequential pump start-up, shutdown and safety
features through its pressure sensing, flow sensing and voltage sensing devices.
• PLC shall have LED indicators for: Input, output, and six diagnostic read-outs
showing PC Run, CPU Fault, and two communications, (battery and force).
• An LED visual status light is provided for each 1/0 to indicate on/off status.
• PLC shall be provided with a built in EEPROM, capacitor, and battery for memory
backup.
• All logic for system control, timing, and control of VFD speed shall be handled by the
PLC.
• A separate set point controller is not acceptable.
• PLC shall have a built in clock calendar.
• The PLC shall be as manufactured by Allen Bradley.
Control software shall be parameter driven, fully documented, and allow user to easily
change ALL operational parameters.
Standard control features and equipment, which need to be included as a minimum, are
as follows:
Alarms and shutdowns:
• Low discharge pressure
• High discharge pressure (Attempts restart)*
• Loss of prime (Attempts restart )
• High pump temperature
• Phase loss (Attempts restart)*
• Low voltage (Attempts restart)*
• Phase unbalance (Attempts restart)*
• Phase reversal
Master Specifications Horizontal VFD 10

• Individual motor overload/phase loss (indicates which individual motor was shut
down) Manual reset only. Automatic reset is not acceptable.
• VFD fault (shutdown VFD pump only and attempts restart)*
* Three unsuccessful restarts in 60-minute period will give hard shutdown.
A red general alarm light will indicate all alarms. Specific alarm conditions along with
procedures for correction will be displayed in English on the operator interface display
(OID).
Panel face switches and lights: Controls shall be designed so operator can discretely
start and stop all pumps in all modes of operation including manual mode, operator
interface failure, VFD bypass and PLC bypass modes with enclosure doors closed and
disconnect switch fully engaged. Enclosure shall include the following switches/ or
indicator lights:
• Individual pump run lights
• Individual pump on/off switches
• System Hand / Off / Automatic switch
• Mode select switch — allows automatic bypass mode of operation which can be used
in the even of VFD failure
• VFD selector switch — in manual mode, allows user to select which pump will be run
of the VFD
• Reset —Acknowledges pump station alarms
• Speed potentiometer — in manual mode allows user to adjust VFD pump speed
• Low discharge pressure over -ride switch — disables low discharge pressure alarm
Individual pump run lights
• Individual pump on/off switches
• System Hand / Off / Automatic switch
• Mode select switch — allows automatic bypass mode of operation which can be used
in the even of VFD failure
• VFD selector switch — in manual mode, allows user to select which pump will be run
of the VFD
• Reset —Acknowledges pump station alarms
• Speed potentiometer — in manual mode allows user to adjust VFD pump speed
• Low discharge pressure over -ride switch — disables low discharge pressure alarm
• PLC bypass switch allows user to manually operate pumps should PLC fail. The
bypass switch shall be din -rail mounted inside the enclosure. When in bypass the
station shall be capable of running all pumps in the manual mode with door operator
switches. Any excess flow and pressure shall be bypassed through the pump station
relief valve
• Six distinct set point pressures (normal, lockouts 1 & 2, and 3 high elevation). The
lockout feature gives the user the flexibility to lower the set point pressure
automatically at days and times, and "locking out" the operation of one or more of
main pumps if local power authority imposes penalties for operating these pumps
during such times. It also allows user to set a maximum RPM for the VFD pump
during these lockout times so that user can limit amperage draw during penalty
periods. The high elevation set point can be tied into a computerized irrigation
system, or directly linked to high elevation satellites. When high elevation satellites
are operating, control software will automatically and gradually elevate the pressure
to the new desired set point. When finished, the high set point will be lowered back
to normal. The high elevation set point will only be used if called out on the technical
data sheet.
• Software will be included to automatically and gradually ramp up irrigation system
pressure to the desired operating pressures (i.e., 1 PSI every 4 seconds) without
Master Specifications Horizontal VFD 11

overshooting design pressure. This feature operates whenever pressure drops
below set point pressure. This ramp up time is fully adjustable by the operator. This
control feature is based on an increase in pressure over a pre -defined time period.
The acceleration control on the VFD is NOT an acceptable means of adjusting
pressure ramp up speed.
• Software will be included for optionally maintaining a lower irrigation system pressure
when not irrigating. Reduced pressure values will be shown in the technical data
sheet. Controls will cycle the PM pump at these reduced pressures during non -
irrigation times and pressure will gradually increase to design pressure when the
irrigation periods begin.
• Neither flow meter nor VFD output frequency shall be used for shutting down last
VFD driven pump. Controls and software shall incorporate a method to eliminate
excessive cycling of VFD pump at very low flow conditions, yet not run the pump
excessively at no flow conditions.
• Automatic alternation of VFD driven pumps. This shall be accomplished by
incorporating dual mechanically and electrically interlocked contactors allowing
alternation of the VFD between pumps. The controls shall alternate pumps based on
individual run time allowing each pump to acquire equal operation.
• Real time clock calendar allows PLC to internally provide all date, time and day of
week functions used above.
• Two separately adjustable PID control loops for both low flow and high flow pressure
stability.
• User shall be able to field select either of two modes of VFD operation. Auto switch
VFD option allows VFD to sequentially start each pump. The standard mode of
operation starts the first main pump on the VFD and the remaining pumps start
across the line as required.
• Shutoff algorithm for fixed speed pumps to minimize pump cycling while also
remaining responsive to sudden flow reductions. Minimum run timers alone for
minimizing fixed speed pump cycling is not acceptable. Discharging through relief
valve during pump transitions is not acceptable.
• Full manual operation capability with panel face mounted speed potentiometer for
manually adjusting VFD speed.
• Light tests sequence: Pressing the reset button for 5 seconds illuminates all lights.
• All pump station shutdowns shall be of the controlled type that sequentially retires
pumps at user selectable intervals to reduce water hammer within the irrigation
system. Phase fault shutdown shall have accelerated rate to minimize motor
damage. All pump system shut downs shall be of a controlled type that sequentially
retires pumps at intervals appropriate to the specific individual alarms.
7.60 Individual motor phase failure and low voltage safety circuitry shall retire any pump
that experiences low voltage, phase failure or phase unbalance as monitored at the load -
side of each pump motor contactor.
• Each pump motor shall have its individual protective device and time delay to allow
for transient low voltage during motor starting to allow maximum motor protection.
• Separate main phase failure and low voltage safety circuit shall also be provided to
retire the pumping system if it experiences low voltage, phase failure or phase
reversal as monitored at line -side of control enclosure.
• Phase monitor shall have a time delay to allow for transient low voltage during motor
starting and to allow maximum motor protection. Operator interface device (OID),
mounted in enclosure door, shall signal phase failure for any affected pump.
• The individual pumps or pumping system shall not operate until the voltage problem
has been corrected and safety has been manually reset.
• Single incoming phase monitor safety circuit is not acceptable.
Master Specifications Horizontal VFD 12

7.70 Operator Interface Device (OID). The pump station shall include a NEMA 4, 40
character LED display and keypad mounted on the control panel door. This device will
allow the operator to view and selectively modify all registers in the PLC. The unit shall
store its messages in non-volatile memory. The operator interface device shall
incorporate password protection for protecting data integrity. The device will allow for
display and modification of all timers, set points, lockout times, etc. The device shall
communicate with the PLC through the programming port, and shall include an RS232
communications port allowing a printer to be attached for real time station status logging.
In addition to the data entry keys, the following shall be included on the systems
main menu.
• Pressure, Flow and System Status: The current pressure, flow, VFD RPM and a
system status overview shall be displayed. Codes or Faults ID numbers shall not be
adequate.
• Current Condition of all Alarms: The input state and alarm state for all active
alarms shall be shown.
• Pump Runtime and Starts: Runtime and number of starts for each pump shall be
readily. The starts and runtime must be verified by electrical pump feedback. The
OID will include a grand total and since reset value for each pump.
• Alarm History: The last nine alarms shall stored in PLC Memory with detailed
information about time, pressure and flow at the time of occurrence. The log will also
include diagnostic and recommendations for correction of condition.
• Total Flow Output: This total shall include a grand total since commission and a
total since reset.
• Stations Events: The last 255 events shall be stored in PLC memory. This will
include all alarms, individual pump starts and stops, and change in system status.
• The display shall provide detailed diagnostic information to the operator about the
logical state, which starts and stops irrigation pumps. This diagnostic information will
provide direct insight to controller internal logic.
• The pump station software program shall be user friendly enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station
software ladder logic shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).
• The pump station software program shall be user friendly enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station
software ladder logic shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).
7.80 Operation. The pump station shall adhere strictly to the following operational guidelines.
These guidelines are written to provide clear operation of the station and prevent
unneeded pump cycling and excessive electrical usage.
Master Specifications Horizontal VFD 13

During non -irrigation times, the pressure maintenance pump (PM) will cycle on and
off as required to maintain irrigation system pressure. The start and stop pressures
shall be a differential off of set point. The cycling pressures can be user selected
and can be set substantially below normal set point pressure, if desired. If the PM
pump cannot maintain the desired pressure, then the VFD will start the first pump
and will gradually ramp the pressure up to desired irrigation pressure. The start
pressure of the VFD pump shall be a differential below the set point. The pump
speed will be modulated to hold a constant discharge pressure regardless of flow. As
the flow rate increases and the VFD pump can no longer maintain pressure while at
maximum speed, the next sequential pump will be started and the VFD driven pump
will accordingly reduce its speed and modulate. An algorithm shall be included for
accurately reducing the VFD pump speed as the next sequential pump is started so
that no pressure surges are generated during the transition (even with across the line
starting). If the user prefers to switch the VFD from pump to pump for sequential
starting, he can select this option with the OID. As the flow continues to increase,
pumps will sequentially be started until all pumps are running. As the flow begins to
decrease, pumps will be sequentially turned off until only a single VFD driven pump is
operating. When a no flow condition occurs, PLC must check and verify pump curve
position prior to station shutdown.
Part 8 — Set and Start -Up
8.00 General. Others shall be responsible for providing all materials, equipment, and
labor necessary to install all items associated with the pump station.
8.10 Unloading and Setting Supervision. Setting of the pump station is the responsibility
of the manufacturer, unless specifically called out elsewhere in the specification.
• Crane to off-load and set the pump station on the concrete slab is to be provided
by others.
8.20 Start Up. When discharge piping, electrical connections, and electrical inspection have
been completed, the pump station manufacturer shall be contacted for start up.
• A minimum one -week notice shall be given to manufacturer prior to scheduled start
up date.
• During start up, the complete pumping system shall be given a running test of normal
start and stop, and fully loaded operating conditions.
• During this test, each pump shall demonstrate its ability to operate without undue
vibration, or overheating and shall demonstrate its general fitness for service.
• All defects shall be corrected and adjustments made at the expense of the pump
station manufacturer. Test shall be repeated until satisfactory results are obtained.
• Start up assistance will be provided but will be limited to one 8-hour day unless
otherwise specified.
• After the station startup has been completed, but before leaving the job site, a
training session will be given. The training session will be given to the owner or the
owner's representative to familiarize them with the pumping system operation,
maintenance and adjustments.
Part 9 — Remote Monitoring
9.00 Scope. Pump station manufacturer shall provide the following remote monitoring system.
Remote monitoring and control software shall have been developed internally by the
pump system manufacturer and shall operate within the Windows® operating platform.
9.10 Remote Pump Station control and Monitoring. Remote PC compatible pump station
monitoring software shall be provided which allows user to remotely view all specified
Master Specifications Horizontal VFD 14

items in section 3.66 -- Operator Interface Device. Pump station monitoring software
shall be included that is 100% compatible with the Microsoft Windows 95 (or later)
operating system. Software shall be graphic with full mouse (point and click) control.
The monitoring system shall be capable of communicating at baud rates from 300 Baud
to 19,200 baud. User shall be able to view and/or change any and all station operating
parameters (i.e., set point pressure, lockout times, ramp up speed, etc.) and also
acknowledge and reset fault conditions. The pump station software shall be field
configurable for direct hardware connect, phone modem, radio modem, or cellular
modem.
The software shall enable users to locally and/or remotely access (the same or multiple)
pump stations simultaneously. Software shall support program -to -program network
communications via TCP/IP to allow the exchange of settings and data with other
applications hosted on the same or a remote PC. Software shall support simultaneous
monitoring to the same pump station by any computer networked (LAN, WAN or WWW)
to the PC that is connected to the station via radio modem. Complete historical reporting
capabilities shall be included. All required PLC interface card(s), modem and hardware
required (other than computer, monitor screen, and direct burial cable) shall be supplied
by pump station manufacturer.
Manufacturer shall provide the capability to monitor and control the pump system
from a remote location. The following equipment to be supplied by owner.
Monitoring program shall require:
• PC with Pentium (or higher) processor
• Microsoft Windows 95 (or later) operating system with TCP/IP networking
installed
• 32 MB or RAM minimum (64 MB recommended)
• Hard disk space required: 200 MB
• VGA or higher -resolution (SVGA recommended) video card and monitor
• CD-ROM drive
• Microsoft or compatible pointing device
• Available serial port
The monitoring software shall provide the ability for auto-datalog-download. This
feature shall allow the timed retrieval of pump station historical data in order for
complete station history storage and recall. Display of historical information shall be
in a logical, graphical format. The data shall also be available as tabular information,
either for screen viewing or for ASC11 export to external programs. The file format
shall be non-proprietary and a description supplied with the software.
The monitoring system shall store up to 4 channels of data for analysis and system
performance verification. These 4 channels shall be easily user selectable at any
time through the graphic interface in the Windows environment. These 4 channels
shall be capable of recording any of the following information:
• Irrigation system pressure as well as set -point pressure
• Pump station tank pressure (if so equipped)
• System flow rate
• Auxiliary system pressure (as equipped)
• Auxiliary system flow rate (as equipped)
• VFD motor speed (as equipped)
• Any auxiliary analog equipment such as level and temperature sensors
The system shall also store all station events for retrieval and graphical display. The
events, which are recorded, shall be as follows:
• Pump start XL (across the line)
• Pump start VFD (variable speed drive)
• Pump stop
• All pump switch setting changes
Master Specifications Horizontal VFD 15

• Controller power loss
• System switch setting changes
• Faults - system and individual pump
• Automatic and manual fault reset
The pump monitoring system shall graphically display the following real time
information:
• Pump run status
• Pump RPM
• Motor/pump hours
• Pump system fault
• Individual pump faults
• Pump control panel switch status
• System flow rate
• System total flow
• All pump control system monitoring pressures
The pump monitoring system shall allow remote control of the pump system.
Functions are to include:
• Ability to read from or write to any valid register within the station controller (PLC)
• User defined set of register synonyms for routine setting changes
• System fault information including time of occurrence
• Pump system lockout scheduling
Manufacturer shall provide the following monitor and control items:
• Software - to be developed "in-house" and be fully documented and serviceable.
• Hardware - limited to pump system and communication support, including PLC
interface card (Hardware support for software is by user -- i.e., Computer,
Monitor, Mouse, Phone Modem, Printer, Printer Cable etc.).
• Graphical display of datalog values will be included with user selectable ranges
of 15 minutes, 1/2 hour, 1 hour, 12 hour, and 24 hours per screen.
• Monitoring software shall be user configurable. Communications shall be
selected between two basic modes as detailed in technical specifications:
• Password security shall be provided to guard against unauthorized system
changes
Part 10 — Additional Equipment
10.0 Auto -flush Wye Strainer. The pump station manufacturer shall provide an automatic
flushing Wye strainer mounted and wired on skid.
• The Wye strainer basket shall be piloted in both body and cover and fabricated from
24-gauge stainless steel with perforations as shown in the technical specifications.
• The body of the strainer shall be cast iron with flanged connections.
• Pressure drop through the strainer shall be not more than 1.75 PSI at full station
capacity.
• The strainer shall be automatically flushed after a specific pump station run duration
period. This timer is adjustable through the computer operator interface device (OID)
as called out for in these specifications.
• An H.O.A. selector switch shall be mounted on the control panel face.
• Provided, as an integral part of the strainer package shall be a normally closed
solenoid operated valve.
• The PLC shall initiate the flushing cycle by opening the 2" solenoid valve for 15
seconds. The flushing duration shall be an adjustable timer through the computer
interface device.
• A 2" ball valve shall be supplied to isolate the solenoid valve from the irrigation
system.
Master Specifications Horizontal VFD 16

• The Wye strainer size shall be specified in the technical data sheet.
• The flush line shall be piped to skid edge. Others to supply flush line back to supply
pond.
10.40 Suction and Discharge Dog Legs. The pump station manufacturer shall supply the
discharge pipe connecting the pump station discharge to the irrigation main line. ASTM
A105 SCHEDULE 40 PIPE OR HEAVIER. The discharge pipe shall be painted the
same as the main pump station and shall be size per the technical data sheets.
Part 11 — Warranty
11.00 Warranty. The manufacturer shall provide to the end user the following minimum
capabilities and warranty.
Length of Warranty
• The manufacturer warrants that the water pumping system or component will be free
of defects in workmanship for one-year from date of authorized start-up but not later
than fifteen months from date of manufacturer's invoice.
Service Network
• Manufacturer shall maintain a Factory Trained and Managed Service Network to
execute all warranty claims.
• All service entities must maintain as their primary core business the maintenance,
service and repair of pump systems.
• Authorized Service Technicians must be Factory Trained and maintain a minimum of
25 hours per year of on going in -factory training.
• The manufacturer shall provide 24/7 technical phone support to the end user during
and after the warranty period.
Component Replacement
• Provided that all installation and operation responsibilities have been properly
performed, manufacturer will provide a replacement part or component and field
installation during the warranty life.
• Repairs done at manufacturer's expense must be pre -authorized. Start-up certificate
must be on file with manufacturer to activate warranty.
• Upon request, manufacturer will provide advice for trouble shooting of a defect during
the warranty period.
• Reasonable access must be provided to allow for repairs or replacement of any
components.
Maintenance. The manufacturer shall use only high quality material. As with any
mechanical or electrical device, some preventative maintenance efforts are required to
enhance service life. The customer is encouraged to establish a methodical
maintenance service program to avoid premature failure. Manufacturer supports a wide
network of technical service agents and recommends they be utilized for service.
Because of varied conditions beyond the control of manufacturer, this warranty does not
cover damage under the following condition or environment unless otherwise specified in
writing:
• Default of any agreement with manufacturer.
• The misuse, abuse of the pumping equipment outside is intended and specified use.
• Failure to conduct routine maintenance.
• Handling any liquid other than irrigation water.
• Exposure to electrolysis, erosion, or abrasion.
• Presence of destructive gaseous or chemical solutions.
• Over voltage or unprotected low voltage.
Master Specifications Horizontal VFD 17

• Unprotected electrical phase loss or phase reversal.
The foregoing constitutes manufacturer's sole warranty and has not nor does it make any
additional warranty, whether express or implied, with respect to the pumping system or
component. Manufacturer makes no warranty, whether express or implied, with respect
to fitness for a particular purpose or merchantability of the pumping system or
component. Manufacturer shall not be liable to purchaser or any other person for any
liability, loss, or damage caused or alleged to be caused, directly or indirectly, by the
pumping system. In no event shall the manufacturer be responsible for incidental,
consequential, or act of God damages nor shall manufacturer's liability for damages to
purchaser or any other person ever exceed the original factory purchase price.
Master Specifications Horizontal VFD 18

RAIN-v*BIRDIR TECH SPECS
EAGLE"' 351B Rotor Series
The first golf -quality short -throw irrigation rotor
Residential -grade landscaping rotors
eventually crack under the pressure of
golf course irrigation systems, but the
EAGLE 351 B is more durable than any other
short -throw rotor, and it has a five-year
warranty (when installed with a Rain Bird'
swing joint) to back up that performance
pledge. With an ideal adjustable range for
tee boxes, small greens and other limited
irrigation areas, the EAGLE 351 B uses a
nozzle technology that exceeds all other
brands, specifically designed for efficient
water distribution. Control the arc with a
flathead screwdriver, without turning the
case, for precision coverage in small
spaces. Sturdy, accurate, made just for
golf course irrigation systems — the
EAGLE 351 B is the short solution to a
long-time need, guaranteed.
Features and Benefits
• As requested by superintendents,
the radius of throw is a versatile 18' to 55'
(5,5 m to 16,8 m), for irrigating tight areas.
• Both full- and part -circle operation are
incorporated into each unit, requiring
only one head for all irrigation needs.
• Built to withstand golf course irrigation
system water pressure; operates at
pressure from 60 to 90 psi (4,1-6,2 bars),
and can sustain up to 100 psi (6,9 bars).
• Adjustable left and right side trips allow
for easy installation, without turning
the case.
• The Rain Bird Memory Arc" feature
returns the rotor to its original arc setting
when it has been forcibly turned beyond
the trip points of the set arc.
• Nozzle pop-up height of 3.25" (8,3 cm)
from top of the case to the center of the
nozzle clears the taller grasses.
• Fully top serviceable, eliminating
the need to dig in order to
perform maintenance.
• Water -lubricated gear drive eliminates
loss of lubrication and water
contamination due to leakage.
• Self-adjusting turbine stator allows
for nozzle replacement without other
adjustment requirements.
• High and low flow nozzles available
that can be used together as Matched
Precipitation Rate (MPR) nozzle sets.
Model Specifications
The full- or part -circle sprinkler shall be a
water -lubricated gear -driven rotor, capable
of covering a (units) radius at a base
pressure of (units) and a discharge
rate of (units). The rotor shall be
installed with a number nozzle
that shall be in color for ease of
identification.
The sprinkler shall be capable of both
full -circle and part -circle rotation in the
same unit. The mode of operation shall
be selected by inserting a flat -blade
screwdriver in the top of the rubber cap
and by turning a selector approximately
450. The sprinkler shall not reverse direction
during continuous operation in full -circle
mode. The sprinkler shall have adjustable
arc coverage of 500 to 3300 in part -circle
mode. Arc adjustment can be performed
with or without the rotor in operation and
shall require only a flat -blade screwdriver. In
part -circle mode, the rotor shall rotate 180,
in 11/2 minutes or less. Rotation through
3600 shall be 3 minutes or less in full -circle
sprinkler mode. The arc adjustment can be
performed both in the right and the left trip
location of the sprinkler.
The sprinkler shall be fully serviceable from
the top without requiring special tools and
shall be a fully closed -case design. The
internal assembly shall be retained in the
case by a one-piece plastic snap cover. The
rotor shall have a bearing guide that allows
water to flush around the riser stem as it
pops up and seals against the riser when it
is fully raised. The portion of the riser stem
that is in contact with the wiper seal shall
be non -rotating. The pop-up height shall
be 3.25" (8,3 cm) to the center of the
nozzle. The retracting spring shall be of
stainless steel and of sufficient force for
positive closure.
The nozzle housing cover of the rotor shall
indicate the model and have an arrow to
indicate the position of the nozzle and
shall provide a positive seal against debris
when the rotor in not in operation. The
housing shall be installed with one of the
13 color -coded nozzles. The nozzles shall
be tested as per ASAE S398.1. High and low
flow nozzles shall be available for shorter
ranges to allow for Matched Precipitation
Rate (MPR) configurations.
351 - B - XX(X) - XXX(X)
Model Body Nozzle Thread Type
Block 18S 30M* NPT
22S
40 BSP
26S
44 ACME
30S
48
36S
54
* Includes 26M and 36M nozzles
A — Part -Circle Icon
B = Full/Part-Circle
Adjustment Slot
C — Left Edge Arc
Adjustment Slot
D — Pull-up Tool Slot
E — Nozzle Retainer
Screw
F — Full -Circle Icon
G = Right Edge Arc
Adjustment Slot

RA1W*B1Rff
The rotor shall be manufactured
by Rain Bird Corporation,
Glendora, California, U.S.A.
Operational Feature
Block configuration (e.g., 351 B). The
sprinkler shall have a spring -loaded
SEAL-A-MATIC- holdback device in the
base of the case and shall be used with
a pressure regulating in -line electrically
actuated valve. The device shall hold back
at least 10' (3,1 m) of elevation.
The rotor case shall have a top diameter of
4.25" (10,8 cm) and an overall height of 9.6"
(24,5 cm). The case shall have a 1" (2,5 cm)
NPT, BSP or ACME threaded inlet.
60 psi
Flow Range
(gpm) 00
70 psi
Flow Range
(gpm) (ft)
80 psi
Flow Range
(gpm) (ft)
90 psi
Flow Range
(gpm) (ft)
Low Flow
185
1.8 18
1.9
20
2.0
20
2.2
22
22S
2.2 22
2.4
22
2.5
24
2.7
26
26S
2.6 24
2.8
24
3.1
26
3.2
26
1
30
3 2
32
4
32
High Flow
18M
4.0 20
3 8
4.2
34
22
4.2
4.4
34
22
4.4
4.7
36
24
26M
5.6 24
6.0
24
6.5
26
6.9
26
30M
5.7 30
6.2
30
6.6
32
7.1
32
36M
71 34
7.8
34
8.4
34
8.9
36
Long Throw
40
2.1 40
2.3
40
2.4
42
2.5
42
44
3.5 44
3.6
46
4.1
46
4.3
46
48
5.8 48
6.4
48
6.8
48
7.0
48
54
12.4 50
13.5
54
14.6
56
15.5
56
Rain Bird Corporation
6991 East Southpoint Road, Tucson, AZ 85706, U.S.A.
Phone: [phone] Fax: [phone]
Email: [e-mail]
Rain Bird International, Inc.
P.O. Box 37, Glendora, CA, 91740-0037, U.S.A.
Phone: [phone] Fax: [phone]
Technical Service and Support
(800) RAINBIRD (U.S. and Canada only)
www.rainbird.com
Specifications
Models:
EAGLE351B: SEAL-A-MATIC-device
Arc:
EAGLE 3516: 360" in full -circle mode,
adjustable from 50° to 330°
in part -circle mode
Maximum Inlet Pressure:
Model 351B: 100 psi (6,9 bar)
Recommended Operating Pressure:
60 psi (4,1 bar), 70 psi (4,8 bar),
80 psi (5.5 bar)
Radius:
18 to 55 feet (5,5 to16,8 m)
Flow:
Full -Circle Mode: 360" s 180 seconds;
120 seconds nominally
Part -Circle Mode: 180° 5 90 seconds;
60 seconds nominally
Inlet Threads: 1" (25 cm) (26/36) NPT,
BSP or ACME
Holdback: 10'(3,11 m) of elevation
Nozzle Trajectory: l7° and 25°
Maximum Stream Height: l3' (4,0 m)
Dimensions:
Body Height: 9.6" (24,5 cm)
Top Diameter: 4.25" (10,8 cm)
Pop -Up Height: 3.25" (8,3 cm) from top of the
case to the center of the nozzle
4.1 bar
Flow Range
(I/S) (m)
4.8 bar
Flow Range
(1A) (m)
5.5 bar
Flow Range
(IA) (m)
6.2 bar
Flow Range
(1A) (m)
Low F ow
18S
0.1
5.5
0.1
6.1
0.1
6.1
0.1
6.7
225
0.1
6.7
0.2
6.7
0.2
Z3
0.2
Z9
265
0.2
7.3
0.2
73
0.2
7.9
0.2
7.9
305
0.2
9.1
0.2
9.1
0.2
9.8
0.2
9.8
36S
0.2
10.4
0.2
10.4
0.3
10.4
0.3
110
High Flow
18M
0.3
6.1
0.3
6.7
0.3
6.7
0.3
7.3
26M
0.4
7.3
0.4
7.3
0.4
79
0.4
Z9
30M
0.4
9.1
0.4
9.1
0.4
9.8
0.4
9.8
36M
0.4
10.4
0.5
10.4
0.5
10.4
0.6
11.0
Long Throw
40
0.1
12.2
0.1
12.2
0.2
12.8
0.2
12.8
44
0.2
13.4
0.2
14.0
0.3
14.0
0.3
14.0
48
0.4
14.6
0.4
14.6
0.4
14.6
0.4
14.6
54
0.8
15.2
0.9
16.5
0.9
17.1
1.0
171
The Intelligent Use of Water-- Visit www.rainbird.com to learn more about our efforts.
® Registered Trademark of Rain Bird Corporation
2007 Rain Bird Corporation 3/07 D31782A

Toro's 590GF Series is the first spray head designed specifically for golf course irrigation with enhanced water
management capabilities. The 590GF is built for the tough golf course environment, including harsh debris
situations like top -dressing and sand, high water pressures, and daily mower and foot traffic. The 590GF
is perfect around bunkers, on small tee boxes, and around the clubhouse. And with its patented X-Flow
technology, the 590GF has a built-in shutoff device should a nozzle be damaged or removed and it's standard
check valve feature minimizes low head drainage. _AML.,
Nozzle Options
In additional to the full line of Toro MPR, T-VAN and
specialty nozzles the 590GF accepts the revolutionary
PrecisionTM Spray and PrecisionT" Rotating Series nozzles
with optimized distribution uniformity that provides
exceptional turf conditions with minimal water usage.
Designed Flush Rate
Sprinkler flushes during pop-up and retraction clearing
debris from around the riser to eliminate stick-ups and
ensure positive sealing and retraction.
X-Flow® Shut Off Device
The X-Flow shut off feature stops the flow of water if the
nozzle is damaged or removed to eliminate flooding,
water waste and soil erosion.
Prevent Low Head Drainage
The standard check valve prevents low head drainage
with up to 10' of elevation change minimizing soil
erosion and water waste.
590GF-4
590GF-12
590GF-6
Flanged Cap
Flanged cap installs below
grade to stabilize the body
position and maintain
optimum nozzle performance.

Without X-Flow°
Water waste, soil erosion and flooding occur
L
With X-Flow
Eliminates water waste, soil erosion and flooding
1) 590GF-6E Nozzle 08-H 0.34 GPM at 50 PSI
2) 590GF-6E Nozzle 10-H 0.56GPM at 50 PSI
Operating Specifications
• Radius: 2'— 26'
• Recommended pressure range: 25-50 psi
(maximum — 75 psi)
• Flow rate: 0.05 — 4.71 GPM
• 2 GPM flush rate
Additional Features
• Stainless steel retraction spring
• All bodies shipped with flush plug in place
• Ratcheting riser feature for arc adjustment
Dimensions
• Body diameter:
1 14" on 4P and 6P
1 14" on 12P
• Cap diameter: 2"
• Inlet: 112" female -threaded
Warranty
• Three years
Risers andXidendews
570-6X
• Male -inlet threads install onto any 590GF sprinkler or
to provide a 6" extension
• Maximum pressure: 75 psi
S�Omal SR-6h e. ded'nletf rinsta.l tion..on...........................................
u pipe fittings
• Maximum pressure: 75 psi
• Height: 6" and 18"
Specifying Information
590GF-4
4" Pop -Up
590GF-4E
4" Pop -Up, Effluent
590GF-6
6" Pop -Up
590GF-6E
6" Pop -Up, Effluent
590GF-12
12" Pop -Up
590GF-12E
12" Pop -Up, Effluent
www.toro.com / The Toro Company, Irrigation Division / 5825 Jasmine Street, Riverside, CA 92504 / 877-345-8676 / Specifications subject to change without notice / © 2015. All rights reserved / P/N 15-5019-IG

The New FLEX800 35/55 Series features a dual trajectory main nozzle that provides exceptional nozzle
performance at the 25' standard angle position and great performance in windy applications at the 15' low
angle position. And the part/full circle drive allows you to adjust the area of coverage to match your seasonal
watering needs or meet water rationing mandates in seconds with no additional parts required.
Features & Benefits
Industry's Largest Nozzle Selection
Nozzles from 43' to 92' radius plus a wide assortment
of back nozzles lets you put the precise amount of water
exactly where you need it. All nozzles threaded in from front.
Stainless Steel Valve Seat
Eliminates body damage from rocks and debris. This
in -destructible stainless steel seat is molded to the
body and virtually eliminates body replacements due
to seat damage.
Optional Radius Reduction Screw
Allows for fine tuning the radius to exactly the distance
you need. In combination with main nozzle sizing and
trajectory adjustment the radius reduction screw can
effectively reduce the sprinkler throw down to 30'.
True Part and Full -Circle in One — (40' - 330' part circle)
These sprinklers can be full circle today and part
circle tomorrow allowing you to adjust the area of
coverage to match your seasonal needs or meet
water rationing mandates.
25°..
5
Dival Trajectory
The 25' setting provides
maximum distance of
throw and the 15° setting
provides improved wind
performance, radius
reduction and obstacle
avoidance.

FLX35 Series Performance Chart 25°
y
Front
Nozzle Set 30
1\O,)
(White Plug)
Nozzle Set 31
(Yellow)
Nozzle Set 32
•
(Blue)
Nozzle Set 33
•
(Brown)
Nozzle Set 34
®
(Orange)
Nozzle Set 35
„�'
(Green)
Nozzle Set 36
(Gray)
Nozzle Set 37
(Black)
Nozzle
Positions
102-2208
102-6906
102-0726
102-6907
102-0728
102-69SS
102-6935
102-6936
Yellow
Biege
Yellow
Brown
Yellow
Yellow
Yellow
Yellow
Yellow
Yellow
Yellow
Greet
Greet
Green
Green
Green
102.5670
102.6942
102-5670
102.5671
102.5670
102.6884
102.5670
102-6884
102.5670
102.6884
102-5670
102-MS
102.6531
102-M5
102-6531
102-M5
Back
•
a
a
a
a
a
•
•
0
&
a
•
a
a
•
Nozzle
Positions
Mug
1024335
Red pug
1024335
Red Plug
1024335
Red M
1024335
Red
102.4335
Red Plug
102-4335
Red
102433511024335
Red PI
Red Mug
1024 335
Red Plug
1024335
Red Plug
102-4335
Red Plug
102433511024335
Red Plug
Red Plug
102.4335
Red Pkg
102.4335
Red Mug
102.4335
PSI
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
I Radius
GPM
Radius
GPM
50
43
8.2
53
13.8
56
18.3
61
21.7
65
25.3
65
45
10.0
53
15.5
59
20.5
64
24.4
68
28.2
72
34.1
-
80
46
11.5
57
17.3
62
22.7
67
27.1
71
31.1
75
37.8
78
40.3
80,r'
44..6"'
100
47
13.4
59
19.1
65
24.9
70
29.8
74
34.1
79
40.9
81
43.8
4T3
FLX35 Series Performance Chart 15"
PSI
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
GPM
Radius
I GPM
50
43
8.2
52
13.6
58
18.1
61
21.5
62
25.6
-
65
45
10.0
54
15.3
60
20.3
64
24.2
65
27.3
69
33.1
80
46
11.5
58
17.2
64
22.6
69
26.8
69
30.2
75
J 36.8
1 76
1 39.7
76
42.9
100
47
13.4
60
19.0
66
24.7
71
29.5
72
32.9
78
1 39.5
1 82
1 42.6
82
46.1
Stator
102-6929 Blue
102-1939 Yellow
102-1940 White
Conversions
FLX35-3134
FLX35-3537
Not recommended at these pressures. Radius shown in feel.
Toro recommends the use of a 1''/' swing joint at flows over 15-GPM (95-LPM). Sprinkler radius data collected in Toro's zero wind test facility per ASAE standard 5398.1.
Actual site conditions must be cons;dered when selecting the appropriate nozzle.
All sprinklers are equipped with the selectable pilot valve that allows settings at 50, 65. 80 and 100 PSI.
FLX35 Nozzle Apex
Pressure
Nozzle
Apex at 15'
Apex at 25°
31
6'@51'
13'@54'
32
6'@51'
11'@64'
65 PSI
33
7' @ 59'
13' @ 68'
34
8' @ 63'
15' @ 74'
35
9' @ 66'
15' @ 76'
36
8' @ 75'
18' @ 83'
80 PSI
37
9' @ 74'
19' @ 82'

0
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V'
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LO
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00
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LO (O V O LO - 'IT000 00 N V 00 'IT
V 0 N N M M M V V Lr
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P- V P- I- N V 00 M G O 00 LO
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LO Lo LO LO M M M M M M II
n
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s
M (O 00 I` 0')N 0')M 'ITN 00 N
LO LO (0 00 'IT 0')r` 'IT 00 O P- E
N V O P- O M O LO P- LO (3 7
M (O O M I- N t- N O I` V O ;
N M 'ITo Il- O O N N M 'IT LO
N N N N N N M M M M M M M
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LO I- O M LO I- 00 O O — N M
LO LO LO CO (O (O (O (O (O I- 1` I`
N N N N N N N N N N N N N

The Conservancy Runtime Summaries Per Single Dose
Zone #
Total Runtime
(Minutes)
Total Gal. Used
Total GPM
Head Used / Number of Heads per Zone
Intantaneous
Precip. Rate
1
16
13,709
857
Toro FLX35 (40.8 GPM)/ 21 Heads
0.22
2A
19
10,853
571
Toro FLX35 (40.8 GPM)/ 17 Heads
0.19
213
16
11,098
694
Toro FLX35 (40.8 GPM)/ 14 Heads
0.31
3
15
5,508
367
Toro FLX35 (40.8 GPM)/ 9 Heads
0.31
4
18
11,016
612
Toro FLX35 (40.8 GPM)/ 15 Heads
0.25
5A
15
7,956
530
Toro FLX35 (40.8 GPM)/ 13 Heads
0.21
5B
13
5,834
449
Toro FLX35 (40.8 GPM)/ 11 Heads
0.19
6A
21
23,134
1,102
Toro FLX35 (40.8 GPM)/ 27 Heads
0.24
6B
16
15,014
938
Toro FLX35 (40.8 GPM)/ 23 Heads
0.30
6C
17
12,485
734
Toro FLX35 (40.8 GPM)/ 18 Heads
0.27
6D
19
14,729
775
Toro FLX35 (40.8 GPM)/ 19 Heads
0.23
6E
17
15,953
938
Toro FLX35 (40.8 GPM)/ 23 Heads
0.25
6F
14
3,427
245
Toro FLX35 (40.8 GPM)/ 6 Heads
0.32
7
15
6,120
408
Toro FLX35 (40.8 GPM)/ 10 Heads
0.26
8
16
3,264
204
Toro FLX35 (40.8 GPM)/ 5 Heads
0.27
9A
20
17,952
898
Toro FLX35 (40.8 GPM)/ 14 Heads
0.37
9B
20
19,584
979
Toro FLX35 (40.8 GPM)/ 24 Heads
0.26
10
19
17,830
938
Toro FLX35 (40.8 GPM)/ 23 Heads
0.22
11A
21
13,709
653
Toro FLX35 (40.8 GPM)/ 27 Heads
0.14
11B
20
22,032
1,102
Toro FLX35 (40.8 GPM)/ 16 Heads
0.38
12
20
17,136
857
Toro FLX35 (40.8 GPM)/ 21 Heads
0.23
13
18
8,078
449
Toro FLX35 (40.8 GPM)/ 11 Heads
0.25
14
17
11,098
653
Toro FLX35 (40.8 GPM)/ 16 Heads
0.25
16
16
5,222
326
Toro FLX35 (40.8 GPM)/ 8 Heads
0.29
17A
19
10,853
571
Toro FLX35 (40.8 GPM)/ 23 Heads
0.15
17B
18
17,626
979
Toro FLX35 (40.8 GPM)/ 14 Heads
0.42
18
19
9,302
490
Toro FLX35 (40.8 GPM)/ 12 Heads
0.24
19
17
6,242
367
Toro FLX35 (40.8 GPM)/ 9 Heads
0.25
20
18
21,298
1,183
Toro FLX35 (40.8 GPM)/ 29 Heads
0.24
21
17
14,566
857
Toro FLX35 (40.8 GPM)/ 21 Heads
0.25
22
14
4,570
326
Toro FLX35 (40.8 GPM)/ 8 Heads
0.31
23
17
3,468
204
Toro FLX35 (40.8 GPM)/ 5 Heads
0.23
24
26
12,708
518
Rain Bird Eagle 351E (3.6 GPM)/ 144 Heads
0.30
25
25
10,176
492
Rain Bird Eagle 351E (3.6 GPM)/ 95 Heads, Toro 590GF-6E (0.56 GPM)/ 268 Heads
0.35
26
15
7,956
530
Toro FLX35 (40.8 GPM)/ 13 Heads
0.27
27
24
1,686
82
Rain Bird Eagle 351E (3.6 GPM)/ 16 Heads, Toro 590GF-6E (0.56 GPM)/ 44 Heads
0.36
28
27
7,441
313
Rain Bird Eagle 351E (3.6 GPM)/ 133 Heads
0.38
29
24
3,567
149
Rain Bird Eagle 351E (3.6 GPM)/ 36 Heads, Toro 590GF-6E (0.56 GPM)/ 34 Heads
0.37
30
27
6,070
270
Rain Bird Eagle 351E (3.6 GPM)/ 76 Heads
0.40
31
24
6,998
337
Rain Bird Eagle 351E (3.6 GPM)/ 78 Heads, Toro 590GF-6E (0.56 GPM)/ 113 Heads
0.39
32
17
2,203
130
Rain Bird Eagle 351E (3.6 GPM)/ 32 Heads
0.29
33
27
16,538
711
Rain Bird Eagle 351E (3.6 GPM)/ 177 Heads, Toro 590GF-6E (0.56 GPM)/ 139 Heads
0.40
34
19
684
36
Rain Bird Eagle 351E (3.6 GPM)/ 10 Heads
0.40
35
24
7,067
310
Rain Bird Eagle 351E (3.6 GPM)/ 86 Heads
0.40
36
27
12,107
494
Rain Bird Eagle 351E (3.6 GPM)/ 122 Heads, Toro 590GF-6E (0.56 GPM)/ 105 Heads
0.40
37
25
5,868
245
Rain Bird Eagle 351E (3.6 GPM)/ 68 Heads
0.34
38
24
1 2,659
1 141
IRain Bird Eagle 351E (3.6 GPM)/ 27 Heads, Toro 590GF-6E (0.34 GPM)/ 127 Heads
0.35

IRRIGATION (YIH) RUNTIMES (5Y ZONE Ca
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
RUNTIME SUMMARY
900
800
700
600
GPM 500
400
Program:
(1) ZONE 1
300
Total Ti
e: 00:16
200
Total Water
Use: 13,709 gallon
100
Max Alloted
GPM: 857
00Ln0Ln0
0
0 - - N
00000
00000
Time
2A
RUNTIME SUMMARY
575
s
550
525
500
475
450
425
400
Program:
375
(2)
350
ZONE
325
2A
GPM 300
Total
275
Time:
250
00:19
225
Total
200
Water
175
Use:
150
10,853
125
gallons
100
Max
75
Allowed
50
GPM:
25
571
0
000L,�0
00000
00000
Time
RUNTIME SUMMARY
7001
675
650
625
600
575
550
525
500
475
450
425
400
Program:
GPM 375
(3)
350
ZONE
325
2g
300
Total
275
Time:
250
00:16
225
Total
200
Water
175
Use:
150
11,098
125
gallons
100
Max
75
Allowed
50
GPM:
25
694
0
OLno�O
O
O N
00000
00000
Time
3
RUNTIME SUMMARY
370
360
350
340
330
320
310
300
290
280
270
260
250
240
230
220
210
200
GPM 190
180
170
160
Program:
150
(4)
140
ZONE
130
3
120
Total
110
Time:
100
00:15
90
Total
80
Water
70
Use:
60
5,508
50
gallons
40
Max
30
Allowed
20
GPM:
10
367
0
0LOo3 0
O O N
00000
00000
Time

IRRIGATION (VIH) RUNTIMES (5Y ZONE (a
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
El
RUNTIME SUMMARY
625
600
575
550
525
500
475
450
425
400
Program:
375
(5)
350
ZONE
GPM 325
4
300
Total
275
Time:
250
00:18
225
Total
200
Water
175
Use:
150
11,016
125
gallons
100
Max
75
Allowed
50
GPM:
25
612
0
—
o Ln o Ln o
0 0 - - N
0 0 0 0 0
0 0 0 0 0
Time
5A
RUNTIME SUMMARY
550 1
525
500
475
450
425
400
Program:
375
(6)
350
ZONE
325
5A
GPM 300
Total
275
Time:
250
00:15
225
Total
200
Water
175
Use:
150
7,956
125
gallons
100
Max
75
Allowed
50
GPM:
25
530
0
—
o
0
Ln o Ln o
0 - - N
0
0
0 0 0 0
0 0 0 0
Time
FRUNTIME SUMMARY
4501
4251
400 1 Program
375
(7)
350
ZONE
325
5B
300
Total
275
Time:
GPM 250
00:13
225
Total
200
Water
175
Use:
150
5,834
125
gallon
100
Max
75
Allow
d
50
GPM:
25
449
0
o Ln o �n
0 0 —
0 0 0 0
0 0 0 0
Time

IRRIGATION (VIH) RUNTIMES (5Y ZONE (a
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
RUNTIME SUMMARY
1,200 I
1,100
1,000
900
800
GPM 700
600
500
400
Program: (8) ZONE 6A
300
Total Time: 00:21
200
Total Water Use: 23,134 gallons
100
Max Allowe TGPM: 1,102
0
o
O
LO o LO o LO
O - - N N
O
000000
O O O O O
Time
mg
&C
RUNTIME SUMMARY RUNTIME SUMMARY
1,000 I
750
900
725
800
700
700
675
GPM 600
650
500
625
400
Program: (9) ZONE 6B
600
300
Total Time: 00:16
575
200
Total Water Use: 15,014 gallons
550
100
Max Allowed GPM: 938
525
0
—
500
oo--N
475
00000
0
0 0 0 0
450
Time
425
GPM
400
Program:
375
(10)
350
ZONE
325
6C
300
Total
275
Time:
250
00:17
225
Total
200
Water
175
Use:
150
12,485
125
gallons
100
Max
75
Allowed
50
GPM:
25
734
0
—
o
O
LO o LO o
O - - N
O
O
O O O O
O O O O
Time

IRRIGATION (YIH) RUNTIMES (5Y ZONE Ca
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
ro D ro E ro F I
RUNTIME
SUMMARY
RUNTIME SUMMARY
RUNTIME SUMMARY
RUNTIME SUMMARY
800
1,000 I.
250 I
425 I ..
775
900
240
400 Program:
750
800
230
375 (17)
725
700
220
350 ZONE
700
600
GPM
210
325 7
675
500
200
300 Total
650
400 Program: (12) ZONE 6E
190
275 Time:
625
300 Total Ti e: 00:17
180
250 00:15
600
200 Total Wa er Use: 15,953 gallons
170
GPM 225 Total
575
100 Max Allowed GPM: 938
160 Program:
200 Water
550
0
150 (13)
175 Use:
525
o Un o �n o
OO.N
140 ZONE
150 6,120
500
00000
00000
GPM 130 6F
125 gallons
475
Time
120 Total
100 Max
450
110 Time:
75 Allowed
GPM 425
100 00:14
50 GPM:
Program:
90 Total
25 408
375
80 Water
0
350
ZONE
70 Use: 1
0 0 0 0
325
6D
60 3,427
00000
00000
300
Total
50 gallons
Time
275
Time:
40 Max
250
00:19
30 Allowed
225
Total
20 GPM:
200
Water
10 245
175
Use:
00 in o 1
150
14,729
oo�
125
gallons
000 0�
0000
100
Max
Time
75
Allowed
50
GPM:
25
775
0
—
o �) 0 U) o
O O N
00000
00000
Time

IRRIGATION (VIH) RUNTIMES (5Y ZONE @
.2 IN/D05E, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
RUNTIME SUMMARY
210
200
190
180
170
160
Program:
150
(18)
140
ZONE
130
8
120
Total
GPM 110
Time:
100
0016
90
Total
80
Water
70
Use:
60
3,264
50
gallons
40
Max
30
Allowed
20
GPM:
10
204
0
Ouzo 0
00 N
00000
00000
Time
�Ll
RUNTIME SUMMARY
900 1
800
700
600
GPM 500
400 Program: (1 ) ZONE 9A
300 Total Time DO:20
200 Total Water Use: 17,952 gallons
100 Max Allowe GPM: 898
0
oLooLooLo
O O — — N N
O O O O O O
O O O O O O
Time
RUNTIME SUMMARY
1,000
900
800
700
GPM 600
500
400
Program: (2
) ZONE 9B
300
Total Time
DO:20
200
Total Water
Use: 19,584 gallons
100
Max Allowe
GPM: 979
0
O Lo O O Lo
O O N N
O O O O O O
O O O O O O
Time
RUNTIME SUMMARY
1,000
900
800
700
GPM
500
500
400
Program:
(21) ZONE 10
300
Total Tirr
e: 00:19
200
Total Wafer
Use: 17,830 gallons
100
Max Allo
ed GPM: 938
°o
Lo o Lo
o
O O — — N
O O O O O
O O O O O
Time

IRRIGATION (VIH) RUNTIMES (5Y ZONE P
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
11A 115 12
RUNTIME
SUMMARY
RUNTIME SUMMARY
RUNTIME SUMMARY
6751
1,200 I
900 I
650
1,100
800
625
1,000
700
600
900
600
575
800
GPM 500
550
GPM 700
400 Program: (24) ZONE 12
525
600
300 Total Time: 00:20
500
500
200 Total Water Use: 17,136 gallons
475
400 Program: (23) ZONE 11 B
100 Max Allowed GPM: 857
450
300 Total Time: 00:20
0 —
425
200 Total Water Use: 22,032 gallons
O In o In o In
0 0 — — N (\I
400
Program:
100 Max Allowed GPM: 1,102
000000
000000
375
(22)
00 U) o ,n o ,n
Time
GPM 350
ZONE
OONN
325
11A
000000
000000
300
Total
Time
275
Time:
250
00:21
225
Total
200
Water
175
Use:
150
13,709
125
gallons
100
Max
75
Allowed
50
GPM:
25
653
0
o In O In o In
O O C N N
000000
000000
Time
1.3
RUNTIME SUMMARY
4501
425
400
Program:
375
(25)
350
ZONE
325
13
300
Total
275
Time:
GPM 250
00:18
225
Total
200
Water
175
Use:
150
8,078
125
gallons
100
Max
75
Allowed
50
GPM:
25
449
0
—
000�o
00000
00000
Time

IRRIGATION (YIH) RUNTIMES (5Y ZONE Ca
2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
14
RUNTIME SUMMARY
675 I
650
625
600
575
550
525
500
475
450
425
400
Program:
375
(26)
GPM 350
ZONE
325
14
300
Total
275
Time:
250
00:17
225
Total
200
Water
175
Use:
150
11,098
125
gallons
100
Max
75
Allowed
50
GPM:
25
653
o -
0 In O n 0
00000
00000
Time
16
RUNTIME SUMMARY
330I
320
310
300
290
280
270
260
250
240
230
220
210
200
190
180
GPM 170
160
Program:
150
(29)
140
ZONE
130
16
120
Total
110
Time:
100
00:16
90
Total
80
Water
70
Use:
60
5,222
50
gallons
40
Max
30
Allowed
20
GPM:
10
326
0
—
0
O
LO0 LO0
O — — N
00000
00000
Time
I-1A
RUNTIME SUMMARY
575 I
550
525
500
475
450
425
400
Program:
375
(30)
350
ZONE
325
17A
GPM 300
Total
275
Time:
250
00:19
225
Total
200
Water
175
Use:
150
10,853
125
gallons
100
Max
75
Allowed
50
GPM:
25
571
00Ln0Lno
O O — — N
00000
00000
Time
1115
RUNTIME SUMMARY
1,000 I
900
800
700
GPM 600
500
400
Program:
(31) ZONE 17B
300
Total Time:
00:18
200
Total Wa
er Use: 17,626 gallons
100
Max Allowed
GPM: 979
00Lno n0
00000
00000
Time

IRRIGATION (VIH) RUNTIMES (5Y ZONE Ca
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
RUNTIME SUMMARY
5001
475
450
425
400
Program:
375
(32)
350
ZONE
325
18
300
Total
GPM 275
Time:
250
00:19
225
Total
200
Water
175
Use:
150
9,302
125
gallons
100
Max
75
Allowed
50
GPM:
25
490
0 —
0LO0LO0
O O N
00000
00000
Time
113
RUNTIME SUMMARY
3701
360
350
340
330
320
310
300
290
280
270
260
250
240
230
220
210
200
GPM 190
180
170
160
Program:
150
(33)
140
ZONE
130
19
120
Total
110
Time:
100
00:17
90
Total
80
Water
70
Use:
60
6,242
50
gallons
40
Max
30
Allowed
20
GPM:
10
367
0 —
0. 0.—.N
00000
00000
Time
20 21
RUNTIME SUMMARY
RUNTIME SUMMARY
1,200
900
I
1,100
800
1,900
700
00
600700
800
GPM 5oo
GPM
400
Program:
(36) ZONE 21
600
500
300
Total Time-
00:17
400
Program: (34) ZONE 20
200
Total Wa
er Use: 14,566 gallons
300
Total Time: 00:18
100
Max Alloted
GPM: 857
200
Total Water Use: 21,298 gallons
00 uO 0 Ln 0
100
Max Allowed GPM: 1,183
0 0 0 0 N
00000
0
00000
0 LO 0
O O N
00000
Time
00000
Time

IRRIGATION (VIH) RUNTIMES (5Y ZONE (a
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
22
RUNTIME SUMMARY
3301
320
310
300
290
280
270
260
250
240
230
220
210
200
190
180
GPM 170
160
Program:
150
(37)
140
ZONE
130
22
120
Total
110
Time:
100
00:14
90
Total
80
Water
70
Use:
60
4,570
50
gallons
40
Max
30
Allowed
20
GPM:
10
326
0
—
o
0
LO o LO
0
0
0
0 0 0
0 0 0
Time
23
RUNTIME SUMMARY
210 1
200
190
180
170
160
Program:
150
(38)
140
ZONE
130
23
120
Total
GPM 110
Time:
100
00:17
90
Total
80
Water
70
Use:
60
3,468
50
gallons
40
Max
30
Allowed
20
GPM:
10
204
0o
O
LO o LO o
O - - N
O
O
O O O O
O O O O
Time
26
RUNTIME SUMMARY
550 1
525
500
475
450
425
400
Program:
375
(41)
350
ZONE
325
26
GPM 300
Total
275
Time:
250
00:15
225
Total
200
Water
175
Use:
150
7,956
125
gallons
100
Max
75
Allowed
50
GPM:
25
530
0
—
O
O
LO O LO O
O - - N
O
0
O O O O
0 0 0 0
Time

IRRIGATION (RCV) RUNTIMES (5Y ZONE
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
24
RUNTIME SUMMARY
525
500
475
450
425
400
Program:
375
(39)
350
ZONE
325
24
300
Total
GPM 275
Time:
250
00:26
225
Total
200
Water
175
Use:
150
12,708
125
gallons
100
Max
75
Allowed
50
GPM:
25
518
0
—
O In O LO O In O
O O 7 7 N N M
0000000
0000000
Time
25
RUNTIME SUMMARY
5001
475
450
425
400
Program:
375
(40)
350
ZONE
325
25
300
Total
GPM 275
Time:
250
00:25
225
Total
200
Water
175
Use:
150
10,176
125
gallons
100
Max
75
Allowed
50
GPM:
25
492
°O
O
In O In O In O
O N N ( ?
0000000
0000000
Time
27
RUNTIME SUMMARY
851
80
Program:
75
(42)
70
ZONE
65
27
60
Total
55
Time:
50
00:24
GPM 45
Total
40
Water
35
Use:
30
1,686
25
gallons
20
Max
15
Allowed
10
GPM:
5
82
0
—
Oln
Oln Oln
O
O — — N N
000000
000000
Time
RUNTIME SUMMARY
320 I
310
300
290
280
270
260
250
240
230
220
210
200
190
180
GPM 170
160
Program:
150
(43)
140
ZONE
130
28
120
Total
110
Time:
100
00:27
90
Total
80
Water
70
Use:
60
7,441
50
gallons
40
Max
30
Allowed
20
GPM:
10
313
0
—
OLnO�OLnO
0 0 N N M
0000000
0000000
Time

IRRIGATION (RCV) RUNTIMES (5Y ZONE
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
213
RUNTIME SUMMARY
1501
145
140
135
130
125
120
115
110
105
100
95
90
85
GPM 80
Program:
75
(44)
70
ZONE
65
29
60
Total
55
Time:
50
00:24
45
Total
40
Water
35
Use:
30
3,567
25
gallons
20
Max
15
Allowed
10
GPM:
5
149
0
0
O
In 0 LO 0 In
O N N
000000
000000
Time
i
RUNTIME SUMMARY
270 I
_.
260
250
240
230
220
210
200
190
180
170
160
Program:
150
(45)
GPM 140
ZONE
130
30
120
Total
110
Time:
100
00:27
90
Total
80
Water
70
Use:
60
6,070
50
gallons
40
Max
30
Allowed
20
GPM:
10
270
0
0
0
In 0 LO 0 In 0
0 N N M
..
0000000
0000000
.. .. .. .. .. ..
Time
31
RUNTIME SUMMARY
340 l
330
320
310
300
290
280
270
260
250
240
230
220
210
200
190
GPM 180
170
160
Program:
150
(46)
140
ZONE
130
31
120
Total
110
Time:
100
00:24
90
Total
80
Water
70
Use:
60
6,998
50
gallons
40
Max
30
Allowed
20
GPM:
10
337
0
O
O
l n 0 U) O l n
O N N
000000
000000
Time
32
RUNTIME SUMMARY
130
125
120
115
110
105
100
95
90
85
80
Program:
75
(47)
GPM 70
ZONE
65
32
60
Total
55
Time:
50
00:17
45
Total
40
Water
35
Use:
30
2,203
25
gallons
20
Max
15
Allowed
10
GPM:
5
130
00LOC
i 0
O O � N
00000
00000
Time

IRRIGATION (%GV) RUNTIMES (5Y ZONE Ca
.2 IN/DOSE, 4 HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION SOFTWARE)
33
RUNTIME SUMMARY
7251
700
675
650
625
600
575
550
525
500
475
450
425
400
Program:
GPM 375
(48)
350
ZONE
325
33
300
Total
275
Time:
250
00:27
225
Total
200
Water
175
Use:
150
16,538
125
gallons
100
Max
75
Allowed
50
GPM:
25
711
0
0
OO
qn ��3!n000
N Ni `M
0000000
0000000
Time
34
RUNTIME SUMMARY
40 1 ....
35
30
GPM 25
20 Program: (49) ZONE 34
15 Total Ti rr e: 00:19
10 Total Wa er Use: 684 gallons
5 Max Allo ed GPM: 36
00Ln0Ln0
0 0 - - N
00000
00000
Time
35
RUNTIME SUMMARY
3101
300
290
280
270
260
250
240
230
220
210
200
190
180
170
GPM 160
Program:
150
(50)
140
ZONE
130
35
120
Total
110
Time:
100
00:24
90
Total
80
Water
70
Use:
60
7,067
50
gallons
40
Max
30
Allowed
20
GPM:
10
310
0
O
In O In O In
000000
000000
Time
RUNTIME SUMMARY
500 1
....
475
450
425
400
Program:
375
(51)
350
ZONE
325
36
300
Total
GPM 275
Time:
250
00:27
225
Total
200
Water
175
Use:
150
12,107
125
gallons
100
Max
75
Allowed
50
GPM:
25
494
00Ln0Ln0Ln0
o
O -- N N In
..
0000
0000000
.. .. .. .. ..
O O O
Time

IRRIGATION (RCV) RUNTIMES
(5Y ZONE Ca .2 IN/DOSE, 4
HOUR SOAK - CALCULATED
USING LANDFX-IRRIGATION
SOFTWARE)
31
RUNTIME SUMMARY
2501
240
230
220
210
200
190
180
170
160
Program:
150
(52)
140
ZONE
GPM 130
37
120
Total
110
Time:
100
00:25
90
Total
80
Water
70
Use:
60
5,868
50
gallons
40
Max
30
Allowed
20
GPM:
10
245
0
—
O
0
Ln O Ln O Ln O
0-- N N M
..
O
0000000
. .. .. .. ..
.. 66000
O O O O O O
Time
0
RUNTIME SUMMARY
1451
140
135
130
125
120
115
110
105
100
95
90
85
80
Program:
GPM 75
(53)
70
ZONE
65
38
60
Total
55
Time:
50
00:24
45
Total
40
Water
35
Use:
30
2,659
25
gallons
20
Max
15
Allowed
10
GPM:
5
141
0
—
O
O
Ln O Ln O Ln
O - - N N
000000
000000
Time

COMPARISION TO MODEL
Project: The Conservancy Upset Pond Return LS
Description:
VALIDATION OF MODEL
B. Target Pumpinz Rate
C. Piping
Force Main
Total Force Main Length
Friction Coefficient
Target Pumping Rate
Velocity
Headloss in FM per 1,000 ft.
Headloss
Total Projected FM Headloss
276 GPM
6 DIP
275 ft.
C= 125
276 gpm
3.14 fps
7.43 ft.
2.04 ft.
2.04 ft.
Date: July 12, 2023

D. Dimensions and Elevations
1. Wet Well
Inside Dimensions
8.00 ft. Diameter
18.00 ft. depth
Pump Station Rim Elevation
269.00 ft. MSL
Invert of Influent Line
260.00 ft. MSL
High Level Alarm
259.00 ft. MSL
Lag Pump On
258.00 ft. MSL
Lead Pump On
257.00 ft. MSL
Pump Off
255.00 ft. MSL
Bottom Wet Well
251.00 ft. MSL
Detention Volume
752 gal.
Force Main High Point
290.00 ft. MSL
Force Main Discharge Elevation
290.00 ft. MSL
E. System Works
1. Static Head:
Discharge Elev 290.00 ft.
High Point to Overcome is close to LS
Pump Off Elev. 255.00 ft.
and not a factor due
to TDH at LS
Total Static Lift 35.00 ft.
2. Station Losses:
a. Velocity 4 DIP
276 GPM
7.05 FPS
b. Station Losses
K
Entrance
1 ca. @
0.50
0.50
Plug Valve
1 ea. @
1.00
1.0
Check Valve
1 ca. @
2.50
2.50
90 degree bends
4 ea. @
0.25
1.0
Tee (Branch Flow)
1 ea. @
0.75
0.8
Exit
1 ea. @
1.00
1.0
Total Equivalent K
6.75
Fitting Loss 5.21 ft.
c. Piping
Force Main
4 DIP
Total Force Main Length
36 ft.
Friction Coefficient
C= 125
Target Pumping Rate
276 gpm
Velocity
7.05 fps
Headloss in FM per 1,000 ft.
53.54 ft.
Headloss
1.93 ft.
Total Station Loss 7.14 ft.
Anticipated TDH 44 FT TDH

SULZER
XFP100G CB1 60HZ (wet pit/dry pit)
Test Standard
H/ ft
Head
— 1
— 2
OP / psi
ISO 9906, HI 11.6/14.6 Gr 2B
90
85
\
— 3
— 4
36
80
75
pFf 10/& G.6pN2
— 5
P
32
70
G.
\ GpN2
65
28
6055
_ P
24
50
PE
\ p/6/6.G+6pN2
G6
\ °�Eff\7.6%
44.55
-
- - ----- 65.6°_
40
71%
35
Al
16
30
►
12
25
20
-4 Application range ►
P2/hp
Shaft power P2
0 _ —
12
---��
8
-
°
Hydraulic efficiency
_
57.47
40
20�
0
PSH/ft
NPSH-values
6
Curve Name
2.947
5
0 100 200 276'4 400
500 600 700 Q / US g.p.m.
2023-07-13
Operating data specification
Flow
Efficiency
NPSH
Temperature
No. of pumps
276.4 US g.p.m.
57.5 %
2.95 ft
68 °F
1
Power input
Head
Shaft power
Fluid
Nature of system
6.38 hp
44.5 ft
5.31 hp
Water
Single head pump
Pump data
Type XFP100G C131
60HZ (wet pit/dry pit)
Make
SULZER
Series
XFP PE1-PE3
Impeller
Contrablock Plus impeller, 1 vane
N° of vanes
1
Impeller size
10 1/4 inch
Free passage
3.94 inch
Suction flange
DN100
Discharge flange
DN100
Type of installation
Moment of inertia
2.14 lb ftZ
Wet Well installation with pedestal (without cooling jacket)
Motor data
Rated voltage
460 V
Frequency
60 Hz
Rated power P2
12.1 hp
Nominal Speed
1180 rpm
Number of poles
6
Efficiency
91 %
Power factor
0.66
Rated current
18.8 A
Starting current
166 A
Rated torque
53.5 Ibf ft
Starting torque
227 Ibf ft
Degree of protection
IP 68
Insulation class
H
No. starts per hour
15
Sulzer reserves the right to change any data and dimensions without prior notice Spaix@ 6-23.2 - 2023/07/07 (Build 1156), 64 bit
and can not be held responsible for the use of information contained in this software. Data version June 23.1

Curve number
Pump performance curves SULZER
Reference curve
XFP100G C131 60HZ
XFP100G CB1 60HZ (wet pit/dry pit)
Discharge
Frequency
DN100
60 Hz
Density
Viscosity
Test Standard
Rated speed
Date
62.31 Ib/ft3
1.077E-5 ftZ/S
ISO 9906, HI 11.6/14.6 Gr 26
1194 rpm
2023-07-13
Flow
Head
Shaft power
Power input
Rated power P2
Hyd. efficiency
NPSH
276.4 US g.p.m
44.5 ft
5.31 hp
�6.38 hp
12.1 hp
57.5 %
2.95 ft
HI ft
op / psi
Head — 1
92
_ 3
40
88
— q
38
84
\
— 5
36
80
\ \
\ PF//0
34
76
\ y,
G�ONj
\
32
72
\ \ PF8 0/6-G
30
68
6p
pFgo/s yZ
64
G�Oy2
28
60
\
26
56
\ P 9016.G60yZ off 67.6%
24
52—
\ \ PFgO/s G6pNz —067\ o
22
48
\
44.55
5.6%
19.28
18
40
7 1%
36
Al
16
9.3%
32
—14
28
12
24
[10
20
4 Application range ►
P / hp
Shaft power P2
14
12
— _o
10
8
—
5.313
-
Hydraulic efficiency
57.47
bu
40
30
20
10
0
NPSH/ft
NPSH-values
7
6
5
4
2.947
ro-
2
1
0 50 100 150 200 2 276.4 0 350 400 450 500 550 600 650 700 750 800 850 Q / us g.p.m.
Wet Well installation with pedestal (without cooling jacket)
Impeller size
N° of vanes
Impeller
Solid size
Revision
10 1/4 inch
1
Contrablock Plus impeller, 1 vane
3.94 inch
Sulzer reserves the right to change any data and dimensions wRhout prior notice SpaN& 6-23.2 - 2023/07/07 (Build 1156), 64 bit
and can not be held responsible for the use of information contained in this software. Data version June 23.1

Frequency PE3A
60 Hz
Motor
performance curve
SULZER
PE90/6-G-60HZ
Rated power
Service factor
Nominal Speed
Number of poles
Rated voltage
Date
12.1 hp
1.3
1180 rpm
6
�460 V
2023-07-13
0 10
20 30
40 50 60 70 80 90 100
110 120 130 140
P2/P2nl%
n / rpm
cos W
44.02
%
- cos (p
1/In
rl
1600
- n
1550
1.3
- I/In
1.3
1.3
1500
1.25
-
1.25
1.25
1450
1.2
1.2
1.2
1400
1.15
1.15
1.15
1350
1300
1.1
1.1
1.1
1250
1.05
1.05
1.05
1194
1
1
1
1150
0.95
0.95
0.95
1100
0.9
0.9
0.9
1050
1000
0.85
0.85
0.833
950
0.8
0.8
0.769
900
0.75
0.75
850
0.7
0.7
0.7
800
0.65
0.65
0.65
750
700
0.6
0.6
0.6
650
0.55
0.55
0.55
600
0.5
0.5
0.5
550
0.45
0.45
0.45
500
0.413
0.4
0.4
450
400
0.35
0.35
0.35
350
0.3
0.3
0.3
300
0.25
0.25
0.25
250
0.2 s
0.2
0.2
200
0.15 -
0.15
0.15
150
100
0.1
0.1
0.1
50
0.05
0.05
0.05
0
0
0
0
0 1
2 3 4
5.313 7 8 9 10 11 12
13 14 15 16 17
P / hp
Symbol
No loac
25 %
50 %
75 %
100 %
125 %
P2/ hp
0
3.017
6.035
9.052
12.07
15.09
P1 / hp
1.213
4.127
7.093
10.15
13.26
16.39
1 / A
12.48
13.45
14.83
16.62
18.81
21.4
cos (p
0.0909E
0.2872
0.4476
0.5714
0.6598
0.717
n/rpm
120C
1196
1193
1189
1185
1181
s / %
0.001322
0.3267
0.5966
0.9034
1.257
1.582
M / Ibf
ft
0
13.25
26.57
39.98
53.5
67.09
n / %
0
73.11
85.07
89.22
91.01
92.02
Tolerance
according to VIDE 0530 T1 12.84 for rated power
Starting
current
Starting torque Moment of inertia
No. starts per hour
166 A
227 Ibf ft
5.41 lb ft2
15
Sulzer reserves the right to change any data and dimensions without prior notice Spaix@ 6-23.2 - 2023/07/07 (Build 1156), 64 bi
and can not be held responsible for the use of information contained in this software. Data version June 23.1

No: AN-M.22.589 - 08 12
XFP 100G-CB1/2
Dat/Nam.: 13/06/23 T.Soissons
Cad Code: ANM22589
Dimension sheet PE3 WET WELL Installation
Technical changes reserved
Anderungen vorbehalten
Sous reserve de modifications
Maflblatt PE3 Nassinstallation
Plan d'encombrement PE3 installation submersible
Type
Typ
Type
Type
Typ
Type
Weight
Gewicht
Poids
Weight
Gewicht
Poids
H
50Hz
60Hz
NCJ
NCJ
wcJ
wcJ
(—kg)
(" Ib)
(—kg)
(—Ib)
(mm)
PE 110/4
360
794
400
882
1332
PE 140/4
360
794
400
882
1332
PE 160/4
380
838
420
926
1332
PE 185/4
380
838
420
926
1332
PE 220/4
390
860
440
970
1372
PE 90/6
370
816
420
926
1332
PE 110/6
370
816
420
926
1332
PE 130/6
370
816
420
926
1332
PE 130/4
360
794
405
893
1332
PE150/4
360
794
405
893
1332
PE 185/4
380
838
425
937
1332
PE 210/4
390
860
430
948
1332
PE 250/4
405
893
455
1003
1372
120
[4.7]
82
3.2
o (0 o 0
v
14
[o.s]
VIEW A
SIZE
min. sump opening
min. Schachtbffnung
Largeur mini de la trappe
A 1130 x 780 (1 pump/Pumpe/pomes)
1130 x 1520 (2 pumps/Pumpen/pomes
44.5 x 30.7 (1 pump/Pumpe/pomes)
44.5 x 59.8 (2 pumps/Pumpen/pomes)
B
170
A i
-A
Minimum water level for operation -
Non Coolinq Jacket (NCJ)
315
12.4
Guide tube 2" EN 10255-M Minimum water
Fiahrungsrohr 2" EN 10255-M level for priming -
NCJ WCJ With Cooling Jacket
= WCJ)
243
N C�
'For Hex Head
wood screw 10 x 70
Plug 012
N �p Ln
o V
7
N � Ll] t`]
T � u
Weight: Includes pump, slider bracket and 10m cable
Gewicht: Beinhaltet Pumpe, Halterung and 10m Kabel
Poids: Pompe, coulisseau et 10m de cable
For different cable length see IOM.
Fur abweichende Kabellange siehe EBA.
Pour des longueurs cable superieures, voir du manuel.
For hex.-woodscrew 0,4'2,8 plug 0,5 DIA
Fur Skt.-Holzschr.10*70 Dubel 012mm
Pour vis a bois hexagonale 10*70 trou de 12mm
Installation instructions "pedestal" 1 597 2507
Installationsanweisung TuRstuck" 1 597 2507
Instruction d'installation du "pied d'assise" 1 597 2507
0
N
C7
97 315 235
3.81 [12.4] . [9.3
iI"kiiN
024 57
o 'C
N ,CO
NCJ = Non cooling jacket WCJ = With cooling jacket
Ohne Kuhlmantel Mit Kuhlmantel
Sans enveloppe de refroidissement Avec enveloppe de refroidissement

Buoyancy Calculations The Conservamcy Return LS
Wet well Outside Dimensions
9.00
Feet
Wet well Inside Dimensions
8.00
Feet
Wet well Top Slab Elevation
269.00
Feet
Wet well Invert Elevation
251.00
Feet
Extended Base Slab Diameter
10.00
Feet
Extended Base Slab Thickness
1.00
Feet
Top Slab Thickness
0.33
Feet
Calculate Total Volume of Wet well
Structure
Volume of Wet well Riser Sections=
1145
jef
Volume of Wet well Extended Base=
79
cf
Total Volume of Wet well Structure=
1223
jef
Calculate Total Volume of Water Displaced
H2O Displaced = (Volume of Wet well Structure) * (62.4 lbs/cf)
H2O Displaced= 76317 lbs
Calculate Weight of Wet well Components
Section Total Ht Weight
Top Slab Thickness (ft.)
0.33
3149
Riser - Total Vertical Ft.
18.00
36050
Base Slab Thickness (ft.)
1.00
11781
Totals=
19.33
50980
Total Weight of Concrete in Wet well= 50980 lbs.
Weight of Soil Above Extended Base/Footing
Total Area of Extended Base
Total Area of Wet well Riser
Area of Extended Base less Wet well
Height of Soil Above Extended Base
Volume of Soil Above Extended Base
Volume of Soil (with 25 Deg Friction Angle)
Weight of Soil Above Extended Base (estimated)
Total Weight of Soil Above Extended Base
79
sf
sf
sf
ft
cf
cf
lbs/cf
lbs/cf
64
15
23
343
2928
50
163579
Flotation Protection Required?
Weight of Concrete and Weight of Soil Above Extended Base: 214559 lbs
Weight of Water Displaced By Wet Well: 76317 lbs
Factor of Safety 2.81
Additional Flotation Protection Required? NO

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ATMOS 41 QUICK START
Preparation
Verify that all ATMOS 41 components arrived intact. Installation will
require a 13-mm (1/2-in) wrench and a secure mounting location.
METER recommends a meteorological stand, pole in cement, or
tripod with a 31.8- to 50.8-mm (1.25- to 2-in) diameter.
Set up and test the system (sensors and data loggers) in a lab or
office. Ensure the data loggers are using up-to-date firmware
and software. Verify all sensors read within expected ranges.
Before beginning installation, consider the surroundings and
avoid obstructions. Many installations require the ATMOS 41 to be
mounted 2 m above ground, but this can be adjusted as needed.
Please read the complete ATMOS 41 User Manual at
metergroup.com/0tmos4l-support. All products have a 30-day
satisfaction guarantee.
Installation
1. Mount Toward True North
The ATMOS 41 must be oriented
with the engraved N on the
instrument oriented to true north
(not magnetic north).
H
3. Secure the System
Tighten the V—bolt nuts by hand
until hand —tight, and then tighten
with a wrench.
CAUTION: Do not overtighten bolt.
Connecting
Plug into Data Acquisition System
Connect the stereo plug connector into any METER data logger
and configure it to read the ATMOS 41 (refer to ATMOS 41 User
Manual). Select a nonzero measurement interval to ensure data are
being logged.
To connect to a non -METER data logger, see the ATMOS 41
Integrator Guide at metergroup.com/atmos41-support.
Verify Readings
Use the scan function in the software to show a list of readings.
Verify these readings are within expected ranges.
0 ATTENTION
For best results, use the latest versions of METER software
and firmware for the computer or mobile device, products, and
sensors. Please use the software Help menu to find updates.
Consultthe sensor user manual for more troubleshooting tips.
2. Level the System
Use the bubble level underneath
the ATM OS 41 or a PROC HECK
display to level the weather
station.The mounting pole may
need to be leveled or shims
may need to be applied.
4. Plug Sensor In and
Configure Logger
Plug stereo plug connector into
the data logger. Use data logger
software to apply appropriate
settings to the sensors plugged
into each data logger port.
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TEROS 54 QUICK START
Preparation
Confirm TEROS 54 components are intact. For installation,
dedicated accessories and ools are required and available from
METER. PVC casing or flexible conduit (to protect cables) and a
level are also needed.
Determine the desired installation location and choose the best
installation method.
0 CAUTION
The slide hammer is quite loud when being used and also has the chance of pinching
fingers. Please wear proper ear protection to prevent hearing damage and wear gloves to
protect hands from injury when using the slide hammer for TEROS 54 probe installation.
METER recommends conducting a system check with a logger prior
to installation.
Read the fulITEROS 54 User Manual at metergroup.com/teros54-
support. All products have a 30-day satisfaction guarantee.
Installation
1. Prepare Hole
Conduct a system check before
going to the field.
Auger a verticle hole with the
auger. Auger to the desired depth
(maximum of 70 cm) in steps to
avoid soil compaction.
Insert theTEROS 54 probe into
the borehole firmly, but carefully.
3. Check Sensor and
Protect Cables
Plug the probe into the data
logger and use the SCAN function
in the software to do a quick
check of sensor operation.
Secure and protect cables with
PVC casing or flexible conduit and
backfill the trench or hole.
What is soil moisture?
Soil moisture is a key variable in controlling the exchange
of water and heat energy between the land surface and the
atmosphere through evaporation and plant transpiration.
Learn more at metergroup.com
0 ATTENTION
For best results, use the latest versions of METER software
and firmware for the computer or mobile device, products,
and sensors. Please use the software Help menu to
find updates. Consult the sensor user manual for more
troubleshooting tips.
Go to metergroup.com/environment/downloads/ to find the
current software or firmware version for the data logger
being used.
2. Insert Probe
Insert the tip of theTEROS 54 into
the center of the borehole.
Push the probe into the borehole
only if the soil allows it to slide
in easily. If it doesn't go in when
pushed, use the slide hammer
Place the slide hammer on top of
the probe head, raise the weight,
and drop the weight until the head
is level with the soil.
4. Plug Sensor In and
Configure Logger
Use data logger software to
apply appropriate settings to the
sensors plugged into each data
logger port.
lr.m�
drop weight
(slid—W)
probe head

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TEROS 22 QUICK START
Preparation
Confirm thatTEROS 22 components are intact. For installation
gather the following:
• Masonry drill bit size 5/8 (16 mm) diameter, long enough for
the desired installation depth
Electric drill
Level with angle finder
Ruler
Shovel if digging a trench
Large plastic sheet or tarp if digging a trench
Select a secure mounting location for the data logger considering
details such as field position for sensor installation, seasonal
vegetative cover, distance from power lines, possible livestock
interference, etc.
Read the fullTEROS 22 user manual at the TEROS 22 support page
(meter. ly/teros2 2-su pport ). All products have a 30-day satisfaction
guarantee.
Installation
1. Determine Installation Angle
and Depth
The installation angle should
be between 0-80 degrees
from horizontal.
Angled installations do not
disturb typical water flow.
Installation depth is not equal
to the drilling depth because
of the angle. To calculate the
correct drilling depth, use the
equation or table provided in
the user manual.
3. Install Sensor
On a masonry drill bit, mark the
required drilling depth.
Place a level on the top of the drill
bit to the predetermined angle.
Drill a pilot hole until the mark
reaches the soil surface.
Carefully insert the sensor into
the pilot hole.
A slurry of fine soil or silica flour
might be necessary for good
contact in sandy soils.
What is water potential?
Water potential is a key variable and one of the main controlling
factors in the exchange of water between soil, plant, and atmosphere.
Learn more at metergroup.com
0 ATTENTION
For best results, use the latest versions of METER software and
firmware for the computer or mobile device, products, and sensors.
Please use the software Help menu to find updates. Consult the
sensor user manual for more troubleshooting tips.
Go to metergroup.com/environment/downloads/to find the current
software or firmware version for the data logger being used.
2. Check Sensor Operation
Plug the sensor into the data
logger and use the SCAN
function in the software to
do a quick check of sensor
operation before backfilling.
4. Plug Sensor In and
Configure Logger
Plug the sensor into the
data logger.
Use data logger software to
apply appropriate settings
to the sensors plugged into
each data logger port.