760061_PERMITTING_20171231

RECF""D ^�
AT
� N.C. De FNR
JAN 2 3 2015
NCDENR
North Carolina Department of Environment and Natural R 'oe °�oFFICE
Pat McCrory
Governor
Tommy Welch .
TBW Cattle
P.O. Box 3I0
Sophia, NC 27350
Dear Tommy Welch:
Donald R. van der Vaart
Secretary
January 15, 2015
Subject: Certificate of Coverage No. AWC760061
TBW Cattle
Cattle Waste Collection, Treatment,
Storage and Application System
Randolph County
In accordance with your permit application September 9, 2014, we are hereby forwarding to you this
Certificate of Coverage (COC) issued to Tommy Welch, authorizing the operation of the subject animal
waste management system in accordance with General Permit AWG200000.
This approval shall consist of the operation of this system including, but not limited to, the management
and land application of animal waste as specified in the facility's Certified Animal Waste Management
Plan (CAWMP) for TBW Cattle, located in Randolph County, with an animal capacity of no greater than
the following annual averages:
Dairy Calf: Dry Cow: Beef Brood Cow:
Dairy Heifer: Beef Stocker Calf: 450 Other:
Milk Cow: Beef Feeder:
This COC shall be effective from the date of issuance until September 30, 2019. Pursuant to this COC,
you are authorized and required to operate the system in conformity with the Eo Yitions and limitations as
specified in the General Permit, the facility's CAWMP, and this COC. An adequate system for collecting
and maintaining the required monitoring data and operational information must be established for this
facility. Any increase in waste production greater than the certified design capacity or increase in number
of animals authorized by this COC (as.provided above) will require a modification to the CAWMP and
this COC and must be completed prior to actual increase in either wastewater flow or number of animals.
Please read this COC and the enclosed State General Permit carefully. Please nav careful attention to the
record keening and monitorint-, conditions in this permit Record keeping forms are unchanged with this
General Permit. Please continue to use the same record keeningforms.
orms.
If your Waste Utilization Plan (WUP) has been developed based on site -specific information, careful
evaluation of future samples is necessary. Should your records show that the current WUP is inaccurate
you will need to have a new WUP developed.
1636 Mail Service Center, Raleigh, North Carolina 27699-1636
Phone: [phone] Internet: httoalwww ncdenr.aovl
An Equal Opportunity 1 Affirmative Action Employer- Made in part by recycled paper

The issuance of,this COC does not excuse the Permittee from the obligation to comply with all applicable
laws,, rules; standards, and ordinances (local, state, and federal), nor does issuance of a COC to operate
under this permit convey any property rights in either real or personal property.
Per NRCS standards a 100-foot separation shall be maintained between water supply wells and any
lagoon, storage pond, or any wetted area of a spray field.
Please be advised that any violation of the terms and conditions specified in this COC, the General Permit
or the CAWMP may result in the revocation of this COC, or penalties in accordance with NCGS 143-
215.6A through 143-215.6C including civil penalties, criminal penalties, and injunctive relief.
If any parts, requirements, or limitations contained in this COC are unacceptable, you have the right to
apply for an individual permit by contacting the Animal Feeding Operations Program for information on
this process. Unless such a request is made within 30 days, this COC shall be final and binding.
In accordance with Condition I1.22 of the General Permit, waste application shall cease within four (4)
hours of the time that the National Weather Service issues a Hurricane Warning, Tropical Storm Warning,
or a Flood Watch associated with a tropical system for the county in which the facility is located. You
may find detailed watch/Warning information for your county by calling the Raleigh, NC National
Weather Service office at [phone], or by visiting their website at: httn://www.weather.vov/rah/
This facility is located in a county covered by our Winston-Salem Regional Office. The Regional Office
staff may be reached at 336-776-9800. If you need additional information concerning this COC or the
General Permit, please contact the Animal Feeding Operations Program staff at [phone].
Sincerely,
L S. Jay Zimmerman, P.G.
Acting Director, Division of Water Resources
Enclosure (General Permit AWG200000)
cc: (Certificate of Coverage only for all ces)
Winston-Salem.Regional-Office, Water Quality Regional Operations Section
Randolph County Health Department
Randolph County Soil and Water Conservation District
WQROS Central Files (Permit No. AWC760061)
AFO Notebooks

Nutrient Management Plan For Animal Waste Utilization
This plan has been prepared for:
TBW Cattle
Tommy Welch
P.O. Box 310
Sophia, NC 27350
336-382-2549
12-31-2014
This plan has been developed by:
Randy Blackwood
USDA-NRCS
847 Curry Dr
Asheboro, NC 27205
3366294449
A�e
Developer Signature
Type of Plan: Nutrient Management with Manure Only
Owner/Manager/Producer Agreement
I (we) understand and agree to the specifications and the operation,and maintenance
procedures established in this nutrient management plan which includes an animal
waste utilization plan for the farm named above. I have read and understand the
Required Specifications concerning animal Waste management that are included with
this plan..
TF
Si�e (owner)
Signature (manager or producer)
/z -3i- /s/
Date
Date
This plan meets the minimum standards and specifications of the U.S. Department of
Agriculture - Natural Resources Conservation Service or the standard of practices
adopted by the Soil and Water Conservation Commission.
Plan Approved By:
Technical Specialist Signature Date
227053 Database Version 3.1 Date Printed: 12-31-2014 Cover Page I

Nutrients applied in accordance with this plan will be supplied from the
following source(s):
Commercial Fertilizer is not included in this plan.
Ul
Washwater Tank Waste waste generated 114,750 gals/year by a 450 animal Beef
(Stocker) Liquid Manure Slurry operation. This production facility has waste storage
capacities of approximately 120 days.
Estimated Pounds of Plant Available Nitrogen Generated per Year
Broadcast
2056
Incorporated
2851
Injected
3224
Irrigated
1822
Max. Avail.
PAN (Ibs) *
Actual PAN
Applied Ohs)
PAN Surplus/
Deficit (Ibs)
Actual Volume
Applied (Gallons)
Volume Surplus/
Deficit (Gallons)
Year 1
2,056
2940
-884
1 164,050
-49,300
U2
Welch -Stocker solid waste waste generated 495.00 tons/year by a 450 animal Beef
(Stocker) Unpaved Feedlot Manure operation.
Estimated Pounds of Plant Available Nitrogen Generated per Year
Broadcast
6862
Incorporated
8353
Injected
N/A
Irrigated
N/A
Max. Avail.
PAN (Ibs) *
Actual PAN
Applied (Ibs)
PAN Surplus/
Deficit (lbs)
Actual.Quantity
Ap�ied (Tons)
Surplus/Deficit
(Tons)
Year 1
6,862
9452
-2,590
\681.W-1
-186.88
This plan includes a User Defined Source to determine the total pounds of PAN in lieu
of NRCS Standard values. Refer to North Carolina Cooperative Extension Service publication AG-439-42
entitled "Soil Facts: Use of On -Farm Records for Modifying a Certified Animal Waste Management Plan" for
guidance on using on -farm records to develop a User Defined Source.
-------------------------------------------------------------------------------------------------------------------------------------------------------
Max. source ID, S means standard source, U means user defined source.
* Max. Available PAN is calculated on the basis of the actual application method(s) identified in the plan for this source.
227053 Database Version 3.1 Date Printed: 12-31-2014 Source Page 1 of 1

Narrative
Plan developed for Tommy Welch's stocker operation located in Sophia, NC - Randolph County. Mr.
Welch's operation is unique in that the animals are brought to the farm, usually stay a week or less then
shipped off to a purchaser. Working with Mr. Welch a steady state live weight based on average weekly
stocking rates was determined. This average will be 450 stockers on an average weekly continuous basis.
Realizing that based on seasonal and market demands this weekly average may fluctuate.
Numerous waste management issues are being addressed on the farm, primarily with the assistance of
NRCS. Two waste types are being addressed on the farm; solids produced by the stockers on site, and
wash water from the tractor-trailor hauling units following deliveries of animals throughout the week.
This wash -water has been allowed to flow downhill through an open ditch into a small holding pond that
is not large enough to handle the volume. NRCS is providing engineering assistance and cost -share
funds through EQIP to install a concrete tank with supporting ramps, curbs and pump to capture this
wash -water and handle it properly. This tank has been sized based on actual wash -out volumes and
should providd'1'20 days storage plus:requifed'volumes'for rain events and freeboard
The solids captured in both the two large barns as well as several open lots will be scraped, collected and
stored in a new waste storage structure. Additional rainwater management measures will be installed to
NRCS standards to address roof and lot runoff.
At this time Mr. Welch owns enough land (all fescue pasture) to sufficently handle all waste generated
on the farm. Considerable education will need to be provided to Mr. Welch as he will be working with a
hired certified operator as the facility will be permitted and rececive annual inspections.
227053 Database Version 3.1 Date Printed: 12-31-2014 Narrative Page 1 of 1

The table shown below provides a summary of the crops or rotations included in this plan for each field. Realistic
Yield estimates are also provided for each crop, as well as the crop's P205 Removal Rate. The Leaching Index (Li)
and the Phosphorous Loss Assessment Tool (PLAT) Rating are also provided for each field, where available.
If a field's PLAT Rating is High, any planned manure application is limited to the phosphorous removal rate of the
harvested plant biomass for the crop rotation or multiple years in the crop sequence. Fields with a Very High PLAT
Rating should receive no additional applications of manure. Regardless of the PLAT rating, starter fertilizers may be
recommended in accordance with North Carolina State University guidelines or recommendations. The quantity of
P205 applied to each crop is shown in the following table if the field's PLAT rating is High or. Very High.
Planned Crops Summary
P205
Total
Useable
Plat
Removal
Tract
Field
Acres
Acres
Rating
LI
Soil Series
Crop Sequence
RYE
(1bs/h=)1(Ibs/a=)
2161
1
4.80
4.60
Low
12.0
Wynott
Fescue Pasture
3.8 Tom
6
N/A
2161
2
18.90
18.50
Low
12.0
Wynott
Fescue Pasture
3.2 Tons
5
N/A
2164
1
32.40
32.00
LOW
15.0
Wynott
Fescue Pasture
3.5 Tom
6
N/A
1 3980
1 1
1 24.91
24.001
Low
1 10.01
Georgeville
Fescue Pasture
4.8 Tons
l
1111A I
1 3980
1 2
1 15.5�
15.001
Low
1 10.0
1 Geogevillc
lFescue Pasture
4.8 Tonsl
8
N/A I
PLAN TOTALS: 96.50 94.10
Te ch hic6l Gtddance
Low potential to contribute to soluble
None
<2
nutrient leaching below the root zone.
2 &
Moderate potential to contribi teto
Nutrient Management (590) should be planned,
<= 10
soluble nutri ent leaching below the
root zone.
igh potential to contribute to soluble
Nutrient Management (590) should be planned. Other conservation practices that improve
nutrient leaching below the root zone.
the soils available water holding capacity and improve nutrient use efficiency should be
> 10
considered. Examples are Cover Crops (340) to scavenge nutrients, Sod. -Based Rotations
(328), Long -Term No -Till (778), and edge -of -field practices such as Filter Strips (393) and
IRiparian Forest Buffers (391).
i
T 1'�
dex
: � ;�: ­, q emenconnien ahon Rating;­
0-25 Low No adjustment needed; N based application
25-50 Medium No adjustment needed; N based application
51 - 100 High Application limited to crop P removal
> 100 Very High Starter P application only
227053 Database Version 3.1 Date Printed 12/31/2014
PCs Page I of I
NOTE: Symbol' means user entered data.

The Waste Utilization table shown below summarizes the waste utilization plan for this operation. This plan provides an estimate of the number of acres of
cropland needed to use the nutrients being produced. The plan requires consideration of the realistic yields of the crops to be grown, their nutrient requirements,
and proper timing of applications to maximize nutrient uptake.
This table provides an estimate of the amount of nitrogen required by the crop being grown and an estimate of the nitrogen amount being supplied by mamire or
other by-products, commercial fertilizer and residual from previous crops. An estimate of the quantity of solid and liquid waste that will be applied on each field in
order to supply the indicated quantity of nitrogen from each source is also included. A balance of the total manure produced and the total manure applied is
included in the table to ensure that the plan adequately provides for the utilization of the manure generated by the operation.
Waste Utilization Table
Year 1
Tract
Field
Some
ID
Soil Series
Total
Acres
Use.
Acres
•Nitrogen
CMp.
RYE
Applic
Period
PA
Nutrent
Rod
Obs/A)
C®m
Fert.
Nutrient
Applied
abs/A)
Rea
Qbs/A)
Applie
Method
Manure
PA
Nutrient
Applied
(Ilx/A)
U#d
ManureA
pplied
(acre)
Solid
Mane
Applied
(acre)
Ligoid
Manure
Applied
(Field)
Solid
Manure
Applied
(Feld)
N
N
N
N
1000
gal/A
Tons
1000 gals
tons
2161
1
Ul
ynott
4.80
4.60
Fescue Paste
3.8 Tons
8/1-7/31
127
0
0
Broad
3
1.67
0.00
7.70
0.00
2161
1
U2
ynott
4.80
4.60
Fescue Pasture
3.8 Tons
8/1-7/31
127
0
0
Broad.
9
0.00
7.00
0.00
32.19
2161 _
2
UI
ynott
18.90
18.50
Fescue Pastore
32 Tons
8/I-7/31
107
0
0
Broad
2
1.40
0.00
25.81
0.00
2161
2
U2
tt
18M
� 18.50
Fescue Pasture
32 Tons
8/1-7/31
107
0
0
Broad
8
0.00
5-9
0.00
109.44
2164
I
Ul
ynott
32.40
32.00
Fescue Pasture
3.5 Tons
8/1-7/31
117
0
0
Broad
28
1.56
0.00
50.01
0.00
2164
1 1
1 U2 -
Wynott
1 32.40
32.00
Fescue Paslme
3.5 Towl
8/1-7/31
1 117
0
1 0
1 Broad
89
0.00
6.42
0.001
205.45
3980
1
Ul
a
24.90
24.00
Fescue Pastore
4.8 Tons
8/1-7/31
156
0
0
Broad
37
2.07
0.00
49.56
0.00
3980
1
U2
Georgeville
24.90
24.00
Fescue Pasture
4.8 Tons
8/I-7/31
156
0
0
Broad
119
0.00
8.58
0.00
206.03
3980
2
Ul
George
15.50
15.00
Fescue Pasture
4.8 Tons
8/1-7/31
156
0
0
Broad
37
2.07
0.00
30.97
0.00
3980
2
U2
Georgeville
15.50
15.00
Fescue Paso=
4.8 Tons
811-7/31
156
0
-0
Broad.
119
0.001
8.58
0.00
128.7
- Total Applied, 1000 gallons
164.05
'--
Total Produced, 1000gallons
114.75i
^"` .•
Balance, 1000 gallons
-49.30
.
- Total Applied, tons
681.88
Total Produced, tons
-
495.00
Balance, tons
ElpIMM
-186.88
Notes: 1. In the tract column, - symbol means leased, otherwise, owned 2. Symbol * means user entered data
227053 Database Version 3.1 Date Printed: 12/31/2014 WUT Page 1 of 1

The Nutrient Management Recommendations table shown below provides an annual summary of the nutrient
management plan developed for this operation. This table provides a nutrient balance for the listed fields and crops
for each year of the plan. Required nutrients are based on the realistic yields of the crops to be grown, their nutrient
requirements and soil test results. The quantity of nutrient supplied by each source is also identified.
The total quantity of nitrogen applied to each crop should not exceed the required amount. However, the quantity
of other nutrients applied may exceed their required amounts. This most commonly occurs when manure or other
byproducts are utilized to meet the nitrogen needs of the crop. Nutrient management plans may require that the
application of animal waste be limited so as to prevent over application of phosphorous when excessive levels of
this nutrient are detected in a field. In such situations, additional nitrogen applications from nonorganic sources
maybe required to supply the recommended amounts of nitrogen.
Nutrient Management Recommendations Test
YEAR
1
N
(lbs/A)
P2O5
(lbs/A)
K2O
(Ibs/A).
Mg
(lbs/A)
Mn
(lbs/A)
Zn
(Ibs/A)
Cu
(Ibs/A)
Lime
(tons/A)
Ttact
Field
2161
I
Req'd Nutrients
127
70
0
0
0
0
0
r
Acres App.
Period
4.60
B/1-7/31
Supplied By:
Q'
'
MM
Em
W..s"' d,1
Om
ma
W
L ,
.-
CROP
Fescue Pasture
Starter
0
0
0
0
0
0
0
0
Commercial Fen.
0
0
0
0
0
0
0
0
Soil Series
wynott
Residual
0
0
0
0
0
0
0
0
RYE Sample
Date
3.8 Tons
03-15-13
Manure
127
0
0
0
0
0
0
0
P Removal
Rating
6lbs/ac.
Low
BALANCE
0
-70
0
0
0
0
0
-1
Tmct
Field
2161
2
Req'd Nutrients
307
50
60
0
0
0
0
1
Acres App.
Period
18.50
8/1.7/31
Supplied By:
WE
rya
- _'
CROP
Fescue Pasture
Starter
0 0
0
0
0
0
0
0
Commercial Fert.
0 0
0
01
01
0
0
0
Soil Series
Wynott
Residual
0 0
0
0
0
0
0
0
RYE Sample
Date
3.2 Tons
03-15-13
Manure
107
0
0
0
0
0
0
0
P Removal
Rating
5lbs/ac.
Low
BALANCE
0 -50
-60
0
0
0
0
-1
Tmct
Field
2164
1
Req'd Nutrient,
117
0
0
0
0
0
0
0
Acres App.
Petiad
32.00
8/1-7/31
Supplied By:
M
'»-
P r> I -
m
� ^
ME
0
CROP
Fescue Pasture
Starter
0 01
01
0
0
0
0
0
Commercial Fert.
0 0
0
01
01
0
0
0
Soil Series
wynott
Residual
0 0
0
0
0
0
0
0
RYE Sample
Date
3.5 Tons
03-15-13
Manure
117
0
0
0
0
0
0
0
P Removal
Rating
616s/ac.
Low
BALANCE
0 0
0
0
0
0
0
0
Totet
I Field
3980
1
Req'd Nutrients
156
0
10
0
0
0
0
1
Acres jApp. Period
24.00
8/1-7/31
Supplied By:
-
''" "Q --
i.. k
HEM
CROP
Fescue Pasture
Starter
0 01
0
0
0
0
0
0
Commercial Fert.
0 0
0
01
01
0
0
0
Soil Series
deorgeville
Residual
0 0
0
0
0
0
0
0
RYE Semple
Date
4.8 Tons
1 03-15-13
Manure
156
0
0
01
01
0
0
0
P Removal
Rating
816s/ac.
Low
BALANCE
0 0
-10
01
01
0
0
-r
227053 Database Version 3.1 Date Printed: 12/31/2014 NMR Page I of

Nutrient Management Recommendations Test
YEAR
1
N
(Ibs/A)
P2O5
Obs/A)
K2O
(lbs/A)
Mg
(lbs/A)
Mn
(lbs/A)
Zn
(lbs/A)
Cu
(lbs/A)
Lime
(tons/A)
Tract
Field
3980
2
Req'd Nutrients
156
0
40
0
0
0
0
1
Acres App.
Period
15.00
1 8/1-7/31
Supplied By:
W-,
4, _
-
4'r.
v
»+ a
':M
"c -
CROP
Fescue Pasture
Starter
0
0
0
0
0
0
0
0
Commercial Fert.
0
0
0
0
0
0
0
0
Soil Series
Georgeville
j Residual
01
01
0
0
0
0
0
0
RYE Sample
Datel
4.8 Tons
1 03-15-13
1 Manurel
1561
01
0
01
01
0
0
0
P Removal
Rating
8lbs/ac.
ILow
I BALANCE
1 01
0
-40
01
01
01
0
-1
NOTE: Symbol * means user entered data.
227053 Database Version 3.1 Date Printed: 12/31/2014 NMR Page 2 of 2

The Required Soil Test Values shown in the following table provide a summary of recommended actions that should be taken if soil tests indicate
excessive levels of copper or zinc. Fields that receive manure must have an ammal soil analysl�" O eeWelements. High levels of zinc and copper
can adversely affect plant growth. Alternative crop sites must be used when the concentration of these metals approach excessive levels. Site life can
be estimated by dividing the amount of copper and zinc to be applied in lbs/acre by 0.036 and 0.071, respectively and multiplying the result by 0.85.
By adding this quantity to the current soil index.for copper or zinc, we can predict life of the site for waste disposal.
In addition to copper and zinc indices, this table also provides a summary of lime recommendations for each crop based on the most recent soil sample.
Application of lime at recommended rates is necessary to maintain soil pH in the optimum range for crop production .
Rmnired Snil Teat Vahiea
Tine[
Field
Crop
pH
Lime Recom.
ttons/am)
Cu-1
Copper Recommendation
Zo-I
Zinc Recommendation
2161
1
Fescue Pasture
52
13
103
None
176
None
2161
2
Fescue Pastore
4.8
1.4
57
None
106
None
2164
1
Fescue Pastore
5.7
0.4
150
None
205
None
3980
1
Fescue Pastore
5.3
1.0
169
None
268
None
3980
2
Fescue Pasture
5.1
13
89 -
None
136
None
227053 Database Version 3.1 Date Printed: 12-31-2014 STV Page 1 of 1

The Available Waste Storage Capacity table provides an estimate of the number of days of storage
capacity available at the end of each month of the plan. Available storage capacity is calculated as the
design storage capacity in days minus the number of days of net storage volume accumulated. The start
date is a value entered by the user and is defined as the date prior to applying nutrients to the first crop in
the plan at which storage volume in the lagoon or holding pond is equal to zero.
Available storage capacity should be greater than or equal to zero and less than or equal to the design
storage capacity of the facility. If the available storage capacity is greater than the design storage
capacity, this indicates that the plan calls for the application of nutrients that have not yet accumulated.
If available storage capacity is negative, the estimated volume of accumulated waste exceeds the design
storage volume of the structure. Either of these situations indicates that the planned application interval
in the waste utilization plan is inconsistent with the structure's temporary storage capacity.
Available Waste Storsoe Canacity
Source Name
Washwater Tank Waste
Design Storage Capacity (Days)
Start Date
9/1
120
Plan Year
Month
Available Storage Capacity (Days)
1
1
89
1
2
98
1
3
120
1
4
120
1
5
89
1
6
59
1
7
80
1
8
120
1
9
120
1
10
120
1
11
90
1
12
59
* Available Storage Capacity is calculated as of the end of each month.
227053 Database Version 3.1 Date Printed: 12-31-2014 Capacity Page 1 of 1

Required Specifications For Animal Waste Manazement
Animal waste shall not reach surface waters of the state by runoff, drift,
manmade conveyances, direct application, or direct discharge during
operation or land application. Any discharge of waste that reaches surface
water is prohibited.
2. There must be documentation in the design folder that the producer
either owns or has an agreement for use of adequate land on which to
properly apply the waste. If the producer does not own adequate land to
properly dispose of the waste, he/she shall provide evidence of an
agreement with a landowner, who is within a reasonable proximity,
allowing him/her the use of the land for waste application. It is the
responsibility of the owner of the waste production facility to secure an
update of the Nutrient Management Plan when there is a change in the
operation, increase in the number of animals, method of application,
receiving crop type, or available land.
3. Animal waste shall be applied to meet, but not exceed, the nitrogen needs
for realistic crop yields based upon soil type, available moisture, historical
data, climatic conditions, and level of management, unless there are
regulations that restrict the rate of applications for other nutrients.
4. Animal waste shall be applied to land eroding less than 5 tons per acre
per year. Waste may be applied to land eroding at more than 5 tons per
acre per year but less than 10 tons per acre per year provided grass filter
strips are installed where runoff leaves the field (see USDA, NRCS Field
Office Technical Guide Standard 393 -Filter Strips).
5. Odors can be reduced by injecting the waste or by disking after waste
application. Waste should not be applied when there is danger of drift
from the land application field.
6. When animal waste is to be applied on acres subject to flooding, waste
will be soil incorporated on conventionally tilled cropland. When waste is
applied to conservation tilled crops or grassland, the waste may be
broadcast provided the application does not occur during a season prone
to flooding (see "Weather and Climate in North Carolina" for guidance).
227053 Database Version 3.1 Date Printed: 12/31/2014 Specification Page 1

7. Liquid waste shall be applied at rates not to exceed the soil infiltration
rate such that runoff does not occur offsite or to surface waters and in a
method which -does not cause drift from the site during application. No
ponding should occur in order to control odor. and flies.
8. Animal waste shall not be applied to saturated soils, during rainfall
events, or when the soil surface is frozen.
9. Animal waste shall be applied on actively growing crops in such a manner
that the crop is not covered with waste to a depth that would inhibit
growth. The potential for salt damage from animal waste should also be
considered.
10. Nutrients from waste shall not be applied in fall or winter for spring
planted crops on soils with a high potential for leaching. Waste/nutrient
loading rates on these soils should be held to a minimum and a suitable
winter cover crop planted to take up released nutrients. Waste shall not
be applied more than 30 days prior to planting of the crop or forages
breaking dormancy.
11. Any new swine facility sited on or after October 1,1995 shall comply with
the following: The outer perimeter of the land area onto which waste is
applied from a lagoon that is a component of a swine farm shall be at least
50 feet from any residential property boundary and canal. Animal waste,
other than swine waste from facilities sited on or after October 1,1995,
shall not be applied closer that 25 feet to perennial waters.
12. Animal waste shall not be applied closer than 100 feet to wells.
13. Animal waste shall not be applied closer than 200 feet of dwellings other
than those owned.by the landowner.
14. Waste shall be applied in a manner not to reach other property and
public right-of-ways.
227053 Database Version 3.1 Date Printed: 12/31/2014 Specification PaRe 2

15. Animal waste shall not be discharged into surface waters, drainageways,
or wetlands by a discharge or by over -spraying. Animal waste may be
applied to prior converted cropland provided the fields have been
approved as a land application site by a "technical specialist". Animal
waste shall not be applied on grassed waterways that discharge directly
into water courses, and on other grassed waterways, waste shall be
applied at agronomic rates in a manner that causes no runoff or drift
from the site.
16. Domestic and industrial waste from washdown facilities, showers, toilets,
sinks, etc., shall not be discharged into the animal waste management
system.
17. A protective cover of appropriate vegetation will be established on all
disturbed areas (lagoon embankments, berms, pipe runs, etc.). Areas
shall be fenced, as necessary, to protect the vegetation. Vegetation such as
trees, shrubs, and other woody species, etc., are limited to areas where
considered appropriate. Lagoon areas should be kept mowed and
accessible. Berms and structures should be inspected regularly for
evidence of erosion, leakage, or discharge.
18. If animal production at the facility is to be suspended or terminated, the
owner is responsible for obtaining and implementing a "closure plan."
which will eliminate the possibility of an illegal discharge, pollution, and
erosion.
19. Waste handling structures, piping, pumps, reels, etc., should be inspected
on a regular basis to prevent breakdowns, leaks, and spills. A regular
maintenance checklist should be kept on site.
20. Animal waste can be used in a rotation that includes vegetables and other
crops for direct human consumption. However, if animal waste is used on
crops for direct human consumption, it should only be applied pre -plant
with no further applications of animal waste during the crop season.
21. Highly visible markers shall be installed to mark the top and bottom
elevations of the temporary storage (pumping volume) of all waste
treatment lagoons. Pumping shall be managed to maintain the liquid level
between the markers. A marker will be required to mark the maximum
storage volume for waste storage ponds.
227053 Database Version 3.1 Date Printed: 12/31/2014 Specification Page 3

Crop Notes
The following crop note applies to field(s): 1, 2
Fescue: Piedmont
Adaptation: Well -adapted.
In the Piedmont, tall fescue can be planted Aug. 20 to Oct. 10 (best) and Feb. 15 to Mar. 20. For
pure -stand broadcast seedings use 20 to 301b/ac.jor drilled use 15 to 20 lb/ac. seed. Use certified seed
to avoid introducing weeds or annual ryegrass. Plant seed 0.25" to 0.5" deep for pure stands, 0.25" in
mixture with clovers. Soil test for pteplant and maintenance lime, phosphorus, and potassium
recommendations. Apply 40 to 60 lb/ac nitrogen at planting for pure stands only. Do not apply N for
mixtures with clovers but use proper legume inoculation techniques. Apply 150 to 2001b/ac. N to
pure -stand fescue for hay production; reduce N rates by 25% for grazing. Apply N Feb. 1 to Mar. 20 and
Aug. 20 to Sept. 30, with equal amounts in each window. Refer to NCSU Technical Bulletin 305
Production and Utilization of Pastures and Forages in North Carolina fdr• additional information or
consult your regional agronomist or extension agent for assistance.
The following crop note applies to field(s): 1
Fescue: Piedmont
Adaptation: Well -adapted.
In the Piedmont, tall fescue can be planted Aug. 20 to Oct. 10 (best) and Feb. 15 to Mar. 20. For
pure -stand broadcast seedings use 20 to 30 lb/ac., for drilled use 15 to 20 lb/ac. seed. Use certified seed
to avoid introducing weeds or annual ryegrass. Plant seed 0.25" to 0.5" deep for pure stands, 0.25" in
mixture with clovers. Soil test for preplant and maintenance lime, phosphorus, and potassium
recommendations. Apply 40 to 601b/ac nitrogen at planting for pure stands only. Do not apply N for
mixtures with clovers but use proper legume inoculation techniques. Apply 150 to 200 lb/ac. N to
pure -stand fescue for hay production; reduce N rates by 25% for grazing. Apply N Feb. 1 to Mar. 20 and
Aug. 20 to Sept. 30, with equal amounts in each window. Refer to NCSU Technical Bulletin 305
Production and Utilization of Pastures and Forages in North Carolina for additional information or
consult your regional agronomist or extension agent for assistance.
612275 Database Version 3.1 Date Printed: 11-29-2011 Crop Note Page 1 of 1

22. Waste shall �e to ed within 60 days of utilization and soil shall be tested
/.S at lea �` at crop sites where waste products are applied. Nitrogen
shall be the rate -determining nutrient, unless other restrictions require
waste to be applied based on other nutrients, resulting in a lower
application rate than a nitrogen based rate. Zinc and copper levels in the
soils shall be monitored and alternative crop sites shall be used when
these metals approach excessive levels. pH shall be adjusted and
maintained for optimum crop production. Soil and waste analysis
records shall be kept for a minimum of five years. Poultry dry waste
application records shall be maintained for a minimum of three years.
Waste application records for all other waste shall be maintained for five
(5) years.
23. Dead animals will be disposed of in a manner that meets North Carolina
regulations.
227053 Database Version 3.1 Date Printed: 12/31/2014 Specification Page 4

Mortalitv Management Methods
(check which method(s) are being implemented)
19� Burial three feet beneath the surface of the ground within 24 hours after knowledge of
the death. The burial must be at least 300 feet from any flowing stream or public
body of water.
L Rendering at a rendering plant licensed under G.S. 106-168.7.
❑ Complete incineration
❑ In the case of dead poultry only, placing in a disposal pit of a size and design
approved by the Department of Agriculture,
❑ Any method which in the professional opinion of the State Veterinarian would make
possible the salvage of part of a dead animal's value without endangering human or
animalhealth. (Written approval of the State Veterinarian must be attached)
December 18, 1996

Source
Insect Control Checklist for Animal Operations
Cause
BMPs to Minimise Insects
Liquid Svstems
Flush Gutters • Accumulation of Solids ❑ Flush system is designed and operated sufficiently to
remove accumulated solids from gutters as designed;
❑ Remove bridging of accumulated solids at discharge
Lagoons and Pits • Crusted Solids ❑ Maintain lagoons, settling basins and pits where pest
breeding is apparent to minimize the crusting of
solids to a depth ofno more than 6 - 8 inches over
more than 30% of surface.
Excessive Vegetative • Decaying vegetation reKlvfaitdaiu vegetative control along banks of lagoons
Growth and other impoundments to prevent accumulation of
decaying vegetative matter along watets edge on
impoundment's p erimeter.
Feeders • Feed Spillage ❑ Design, operate and maintain feed systems (e g.,
bunkers and troughs) to minimize the acc urination
go decaying.wy ge-
can up SPr all ge on a routine basis (e g, 7 - 10 day
interval during summer ,15-30 day interval during
winter).
Feed Storage • Accumulation of feed residues Reduce moisture accumulation within and around
immediate perimeter of feed storage area by
insuring drainage away from site and/or providing
adequate containment (e g, covered bin for
,brewefs grain and similarhigh moisture grain
b- r and remove or break up accumulated
solids in filter strips around feed storage as needed.
AIvIIC - Nova mber11,1996,Page 1
Site SuecMc Practices

EMERGENCY ACTION PLAN
P14MM, NT TMRRR S
DWQ 334- 97 t - 6 saoa
EMERGENCY MANAGEMENT SYSTEM qil
SWCD 33`- VS -G+l4a
NRCS 336-G29 -+f Y ex!
This plan will be implemented in the event that wastes from your operation are leaking,
overflowing, or running off site. You should not wait until wastes reach surface waters or
leave your property to consider that you have a problem. You should make every effort to
ensure that this does not happen. This plan should be posted in an accessible location for all
employees at the facility. The following are some action items you should take.
Stop the release of wastes. Depending on the situation, this may or may not be possible.
Suggested responses to some possible problems are listed below.
A. Lagoon overflow -possible solutions are:
a. Add soil to berm to increase elevation of dam.
b. Pump wastes to fields at an acceptable rate.
c. Stop all flows to the lagoon immediately.
d. Call a pumping contractor.
e. Make sure no surface water is entering lagoon.
B. Runoff from waste application field -actions include:
a. Immediately stop waste application.
b. Create a temporary diversion to contain waste.
c. Incorporate waste to reduce runoff.
d. Evaluate and eliminate the reason(s) that caused the runoff.
e. Evaluate the application rates for the fields where runoff occurred.
C. Leakage from the waste pipes and sprinklers -action include:
a. Stop recycle pump.
b. Stop irrigation pump.
c. Close valves to eliminate further discharge.
d. Repair all leaks prior to restarting pumps.
D. Leakage from flush systems, houses, solid separators -action include:
December 18, 1996

Source Cause
BMPS t0 M� Odor site S
Lift stations • Agitation during sump tank ruling O Sump tank covers
and drawdown
End of drainpipes at lagoon
Lagoon surfaces
• e_ on dum g wastewater
• Volitile gas emission;
• Biological mixing,
• Agitation
Irrigation sprinkler nozzles •
•
High pressure agitation;
Wind drift
p Extend discharge point ofpipes underneath
lagoon liquid level
O Proper lagoon liquid capacity,
O Correct lagoon startup procedures;
O Mmimum surface area -to -volume ratio;
O Minimum agitation when pumping,
O Mechanical aeration;
9' jiaate on dry days with little or no wind.
Minimum recommended operating pressure:
O Pump intake near lagoon liauid surface:
❑ -umn from second stage lagoon:
Flush residual mature from pipes at end of
slurry/sludge pumpings
Dead animals • Carcass decomposition A7*�Proper disposition of carcasses
Standing water around • Improper drainage; D-'Tyirade and landscape such thatwater drams away
facilities • Microbial decomposition of from facilities
organic matter
Mud tracked onto public • Poorly maintained access roads Farm access road maintenance
roads from farm access
Additional Information:
Available From
Cattle Mature Management; .0200 Rule/BMP Packet NCSU, County Extension Center
Dairy Educational UnitManure Management System - Lake Wheeler Road Filed Labatory; EBAE 209-95 NCSU - BAB
Lagoon Design and Management for Livestock Manure Treatment and Storage; EBAB 103-83 NCSU - BAE
Management of Dairy Wastewater EBAE 106-83 NCSU - BAE
Calibration of Manure and Wastewater Application Equipment EBAE Fact Sheet NCSU - BAE
Nuisance Concerns in Animal Manure Management Odors and Flies; PRO107, 1995 Conference Proceed
ings Florida Cooperative Extension
AMOC - November 11, 1996, Page 2

a
Dairy Farm Waste Management Odor Control Checklist
Source Cause BMPs to Minimize Odor Site Specific Practices
Farmstead • Dairy Production Vegetative or wooded buffers;
best management practices;
n vuuu u cm: ana common sense
surfaces
Paved lots or bum alley • Wet manure covered surfaces ❑ crape or flush daily;
Promote drying with proper ventilation;
Routine checks and maintenance on waterers,
hydrants, pipes, stock tanks
Bedded areas • Urine; Promote drying with proper ventilation;
• Partial microbial decomposition 9,1'5eplace wet or manure -covered bedding
Manure dry stacks • Partial microbial decomposition ❑ Provide liquid drainage for stored manure
Storage tank or basin • Partial microbial decomposition; ❑ Bottom or mid -level loading;
surface 0 Ming while filling; ❑ Tank covers;
• Agitation while emptying ❑ Basin surface mats of solids;
O�'Minimize lot runoff and liquid additions;
Agitate only prior to manure removal,
❑ Proven biological additives or oxidants
Settling basin surfaces • Partial microbial decomposition; ❑ Liquid drainage from settled solids,
• Mixing while filling; ❑ Remove solids regularly
• Agitation while mptvine
Manure, slurry, or sludge • Agitation when spreading; ❑ Soil infection of slurry/sludges;
spreader outlets • Volatile gas emissions
0­�Wash residual manure from spreader after use;
❑. Provenbiolo'caladditivesorcxidants
Uncovered manure, shnry • _ Volatile gas emissions while drying ❑ Soil injection of slurry/sludges;
or sludge on field surfaces ❑ S it incorporation within 48 bra;
B Spread in thin uniform layers for rapid drying;
❑ Proven biolo "cal additives or oxidants
Flush tanks • Agitation of recycled lagoon liquid ❑ Flush tank covers;
while tanks are filing
❑ Fxtend fill lines to near bottom of tanks with
anti -siphon vents
Outside drain collection or • Agitation during wastewater ❑ Box covers
AMOC -November 11, 1996, Page 1

Source Cause BMPs to Minimize Insects Site Specific Practices
Animal Holding Areas • Accumulations of animal wastes Eliminate low areas that trap moisture along fences
and feed wastage and other locations where waste accumulates and
disturbance by animals is minimal.
M-'Mai� fence rows and filter strip saround animal
holding areas to minimize accumulations of wastes
(Le. inspect for and remove or break up
accumulated solids as needed.
Dry Manure Handling • Accimmulations of animal wastes Remove spillage on aroutine basis (e.g., 7-10 day
Systems interval during summer 15-30 day interval during
_ winter) where manure is loaded for land application
O PONTgadequate drainage around manure
stockpiles.
OV Inspect for an remove or break up accumulated
wastes in filter ships around stockpiles and manure
handling areas as needed.
For more information contactthe Cooperative Extension Service, Department of Entomology, Box 7613, North Carolina State University, Raleigh, NC
27695-7613
AMC- November 11,1996, Page 2

a. Stop recycle pump.
b. Stop irrigation pump.
c. Make sure no siphon occurs.
d. Stop all flows in the house, flush systems, or solid separators.
e. Repair all leaks prior to restarting pumps.
E. Leakage from base or sidewall of lagoon. Often this is seepage as opposed to
a. Dig a small sump or ditch away from the embankment to catch all seepage, put
in a submersible pump, and pump back to the lagoon.
b. Ifholes are caused by burrowing animals, trap or remove animals and fill holes
and compact with a clay type soil.
c. Have aprofessional evaluate the condition of the side walls and lagoon bottom
as soon as possible.
2. Assess the extent of the spill and note any obvious damages.
a. Did the waste reach any surface waters?
b. Approximately how much was released and for what duration?
c. Any damage noted, such as employee injury, fish kills, or property damage?
d. Did the spill leave the property?
e. Does the spill have the potential to reach surface waters?
f. Could a future rain event cause the spill to reach surface waters?
g. Are potable water wells in danger (either on or off of the property)?
h. How much reached surface waters?
Contact appropriate agencies.
a. During normal business hours, call your DWQ (Division of Water Quality) regional office;
Phone AX-77/-sa . Afterhours, emergency number: 919-733-3942. Yourphone call
should include: your name, facility, telephone number, the details of the incident from item
2 above, the exact location of the facility, the location or direction of movement of the spill,
weather and wind conditions. The corrective measures that have been under taken, and the
seriousness of the situation.
b. If spill leaves property or enters surface waters, call local EMS phone number -
c. Instruct EMS to contact local Health Department.
d. Contact CES, phone numberw- -°X$ -66; local S WCD office phone numbers ?18-d4o and
local NRCS office for advice/technical assistance phone number#+ -41t-y4q? ar73
4. If none of the above works call 911 or the Sheriffs Department and explain your problem
to them and ask that person to contact the proper agencies for you.
2 December 18, 1996

5. Contact the contractor of your choice to begin repair of problem to minimize off -site
damage.
a. Contractors Name: ?bw 7 zuix)4 IoN1 ,GNc
b. Contractors Address: _ 224,9 LoflLd F4.1cow 4l , Sylldt.t AK I7WO
c. Contractors Phone: 3A,- qVZ- Sac
6. Contact the technical specialist who certified the lagoon (MRCS, Consulting Engineer, etc.
a. Name:
b. Phone:
7. Implement procedures as advised byDWQ and technical assistance agencies to rectify
the damage, repair the system, and reassess the waste management plan to keep
problems with release of wastes from happening again.
December 18, 1996

USDA United States Natural
Department of Resources
Agriculture Conservation
Service
WASTE MANAGEMENT FACILITY SITE EVALUATION
GENERAL INFORMATION
1--�
Name 0177/YI G/ /i(. e /C-6
n
Address P�cal. Ve
- 6t# A, Ak, 2-735rb
Telephone 'AU 1 392- 2'j 1/f
NC-CPA-17
Rev. Dec. 2000
Page 1 of 2
Location 34 ./iii'C�h✓ M'
Size of Operation (animal units)
LOCATION DATA
DISTANCE FROM NEAREST RESIDENCE NOT OWNED BY PRODUCER
a, FT --
b
DISTANCE FROM NEAREST PUBLIC FACILITY (school, church, etc...)
T is-o FT
IS SITE WITHIN 100-YEAR FLOODPLAIN?
YES_ NO-�A_
If yes, NRCS cannot provide assistance.
N �•
IS SITE AT LEAST 100 FT. FROM A "BLUE LINE" PERENNIAL STREAM?
YES /"NG%
U5
If no, site must be relocated.
a
O�
DOES SITE MEET MINIMUM STATE SETBACK REQUIREMENTS FROM ANY
YES_)- NO�4
�O O
WELL?
W
If no, NRCS cannot provide assistance.
w
IS SITE WITHIN 1-MILE ZONING JURISDICTION OF A MUNICIPALITY?
YES_ NO
`-
If yes, landowner should consult with a local zoning board about required
fi N 4�q
permits. Permits must be obtained prior to design approval.
s.,-I
ARE UTILITY LINES LOCATED IN THE CONSTRUCTION AREA?
YES_ NO\
Q
l
If yes, see Part 503 of the National Engineering Manual for policy,
(L
(Copies of maps or other reference material may be attached to site evaluation.)
.
WILL PROJECT INVOLVE CLEARING VEGETATION, IMPROVING DRAINAGE, OR FILLING LOW GROUND?
If yes, producer should have a "Certified Wetland Determination" on file for the work site. YES_ NO
Producers shall complete forms CPA-038 and AD-1026 to obtain Certified Wetland Determinations,
WILL THE PROJECT INVOLVE DIRECT OR INDIRECT MANIPULATION OF WETLAND SOILS,
PLANTS, OR HYDROLOGY? YES_NONL
IF WETLANDS WILL BE MANIPULATED, HAS THE PRODUCER BEEN ADVISED THAT THEY MUST NOT WORK IN
WETLANDS UNTIL THEY HAVE RECEIVED INFORMATION FROM THE U.S. ARMY CORPS OF ENGINEERS AND THE
NC DIVISION OF WATER QUALITY CONCERNING PERMIT REQUIREMENTS? YES-
NO-NRCS WILL PROVIDE TECHNICAL ASSISTANCE FOR PROJECTS IMPACTING WETLANDS ONLY UNDER THE
FOLLOWING CIRCUMSTANCES:
a.) NRCS has determined that a suitable non -wetland site is not available YES_ NO_
b.) The most practical site for the project involves wetlands. MRCS has determined this site to be most practical considering the
change of wetland functions, the suitability of the resource for this project, the costs, and best available technology. The producer,
according to a mitigation plan provided or approved by NRCS, shall mitigate unavoidable impacts to wetlands.
YES NO
ODOR CONTROL
HAS ODOR CONTROL BEEN DISCUSSED WITH PRODUCER:
PREDOMINANT WIND DIRECTION? YES NO
PRE -CHARGING LAGOON WITH FRESH WATER TO AT LEAST V. OF THE CAPACITY? YES NO
• USING GOOD SOUND JUDGEMENT IN LAND APPLICATION OF WASTE? YES�,NO_

NC-CPA-17
Rev. Dec. 2000
Page 2 of 2
OTHER ENVIRONMENTAL FACTORS
If the answer to any of the following is YES, NRCS may provide technical assistance according to its
General Manual policies. Contact the resource specialist for assistance, if needed.
USING THE FOTG LIST OF ENDANGERED & THREATENED SPECIES AS A GUIDE, IS IT OBVIOUS THAT THE SITE
PROVIDES HABITAT FOR A LISTED SPECIES? YES NO '--j
IS A DESIGNATED NATURAL SCENIC AREA INCLUDED IN THE PLANNING AREA, OR YES_ NO '-,
WILL PLANNED ACTIONS IMPACT ON AN ADJACENT NATURAL SCENIC AREA?
HAS A CULTURAL RESOURCES REVIEW BEEN PERFORMED FOR THE AREA, PRIOR TO STARTINO,kNY GROUND
DISTURBING ACTIVITIES? YES N NO
ARE THERE PRIME, UNIQUE, STATE OR LOCALLY IMPORTANT YES_ NO �14
FARMLANDS IN THE OPERATING UNrF?
WILL THE ACTION RESULT IN SODBUSTING? YES_ NOL�Nlv
WASTE MANAGEMENT
DOES PRODUCER OWN ENOUGH LAND TO PROPERLY APPLY ALL WASTE INCLUDING YES NO
SLUDGE, EVEN THOUGH SLUDGE MAY BE ONLY APPLIED INFREQUENTLY?
IF NO, DOES PRODUCER HAVE ACCESS TO MORE LAND? YES NO__
IF LAND IS NOT OWNED BY PRODUCER, CAN PRODUCER GET AN AGREEMENT FOR YES NO__
LAND ON WHICH WASTE WILL BE APPLIED?
(Attach Waste Utilization Plan to site evaluation.)
SOIL INVESTIGATION (VALID ONLY IF SOIL INVESTIGATION SHEET ATTACI
IS SOIL SUITABLE FOR LAGOON?
IS A LINER REQUIRED?
TYPE OF LINER TO BE USED: CLAY BENTONITE SYNTHETIC
IF CLAY LINER IS TO BE USED, IS SUITABLE CLAY AVAILABLE ON SITE?
IF CLAY IS NOT AVAILABLE ON SITE, DOES LANDOWNER HAVE ACCESS TO CLAY?
IS A CORE TRENCH REQUIRED? (Attach soil investigation sheet to site evaluation.)
IS SUBSURFACE DRAIN TILE PRESENT? (If yes, tile must be removed or plugged.)
SITE APPROVED
COMMENTS
YES —NO —
YES —NO —
YES —NO —
YES —,NO —
YES —NO —
` /V
YES
_ NO_
NO CONDITIONAL
This site investigation is valid for twelve months from the date shown below. If construction has not been started
within twelve months,aa new site investigation will be required. /I
Signature /'// / ZJ Date '
" Changes in the local or state law or changes in the standard could require a new site investigation.

Blackwood, Randy - NRCS, Asheboro, NC
From:
Joshi, J.R. <[e-mail]>
Sent:
Thursday, December 11, 2014 8:27 AM
To:
Blackwood, Randy - NRCS, Asheboro, NC
Cc:
Rosebrock, Melissa
Subject:
RE: Tommy Welch Permit Application
Randy,
Just checking back if you had a chance to work the Tommy Welch plan yet. This application has been in house for a long
time now. I am anxious to get it issued.
I will appreciate an update. Thanks I
_..... .............._ ....... ...... _. ......._..... .. _ __... .. ......... ....... .. ..........
From: Blackwood, Randy - NRCS, Asheboro, NC [mailto:[e-mail]]
Sent: Wednesday, November 12, 2014 8:47 AM
To: Joshl, J.R.
Subject: RE: Tommy Welch Permit Application
I am still at the mercy of IT to hopefully get my computer running again without having to completely rebuild. The
reason this matters is Tommy's waste plan is on that hard drive, otherwise I will to re -write the entire plan. They say by
early next week they will have either fixed or determined it can' be fixed and I start writing his plan over then.
_._ . ....._.........
From. Joshi, J.R. rmailto [e-mail]]
Sent: Wednesday, November 12, 2014 8:36 AM
To: Blackwood, Randy - NRCS, Asheboro, NC
Subject: RE: Tommy Welch Permit Application
Randy,
Just following up on this package. Were you going to send any modifications to this package. I will like to get this one
completed. Thanks.
__.... ... ......... .—......_................... ......_.._....... __..........-...... ._.._-_ .._.._.............. ......... ..... _.__........_........... ......... ....._
From: Blackwood, Randy - NRCS, Asheboro, NC [mailto:Randy.Blackwoodanc.usda gov]
Sent: Wednesday, October 22, 2014 12:14 PM
To: Rosebrock, Melissa; Taylor, Lin - NRCS, Albemarle, NC; Josh[, J.R.
Subject: RE: Tommy Welch Permit Application
Sorry for a the slow response to the below questions — my computer got fried last week and I'm now using a loaner with
none of the needed software. I will try to get you the needed corrections just as quickly as possible. Some things I can
answer without the software:
1. 1 can say that the language is hard -coded into the software so I can't change through the software — best I can
do is pen and ink changes and write in the correct info.
2. The field is in the WUP, it is pasture, and no, it does not have any exclusion fence.
3. Irrigation was considered at the beginning and may happen again in the future but the honey wagon is the only
application method for the liquid at this time. I can remove if necessary if too many choices are making things
confusing.
4. Not sure why I selected incineration, but I will remove and re -submit.

5. 1 will re -submit the site evaluation form —the original tank site changed and we did not adjust the form
accordingly.
J.R sent a more recent email noting there is a negative value in tank storage for July, not sure where I messed up the
application rates/dates but as soon as my computer/software is fixed I will re -run the numbers and correct.
Randy
From: Rosebrock, Melissa[mailto:melissa.rosebrock(bncdenr.ci I
Sent: Friday, October 10, 2014 4:57 PM
To: Blackwood, Randy - NRCS, Asheboro, NC; Josh], J.R.; Taylor, Lin - NRCS, Albemarle, NC
Subject: Tommy Welch Permit Application
Greetings to you all,
I've looked over the permit package submittal for TBW Cattle (Welch Livestock) and the application and
supporting documents look to be very comprehensive. I have a much greater appreciation for all of the
engineering work that went into this project. No telling what this would have cost had Tommy had to pay a
commercial consultant company. Cudos to Randy and Lin
That said, I have some questions that I'm hoping you can clear up for me. Some are minor:
1. In a couple places in the WUP (towards the front and on page 4 of the specifications) it states that the
soil analysis is performed annually. As you may not know, the legislature passed a law (statute)
changing the wording to "every three years." I realize that you use a template, but the CAWMP/WUP is
incorporated into the permit and thus becomes a requirement. Is there a way to change this? Or add it
somewhere? See link http://www.ncleg.net/Sessions/2013/Bills/Senate/PDF/`S205v4.pdf
2. There Is a 32.4 acre field (Field 1 Tract ?) with an apparent stream through it. Is this an application
field? It's labeled as pasture, Are cattle excluded from stream?
3. Is there an irrigation drawing? The O&M for Storage Tank #1 lists both a 3500 gallon tank spreader and
irrigation equipment.
4. The mortality checklist lists "Incineration" as acceptable. I thought this was only permissible for birds
or pigs? Could alternately "check" the box that states "any other method approved by state vet."
5. The Site evaluation completed in 2010 states that the site is NOT at least 100 ft, from a blue line
stream and that the site does NOT meet setbacks from wells. Is this correct? Did you mean to check
"yes" instead?
That's all I found. Please excuse me if I read something wrong or couldn't locate the info or overlooked it.
Thanks for everyone's work on this.
Melissa
Melissa Rosebrock
NCDENR - Division of Water Resources
585 Waughtown Street
Winston-Salem, NC 27107
Office: 336.771.5000*........ *AFTER OCTOBER IS, 2014please call336.413.7073
Mobile: [phone]
Notice: Email correspondence to and from this address may be subject to the NC Records Law and may be disclosed to
third parties.

Cutts, .Tommy- NRCS, Raleigh, NC
From: Cutts, Tommy - NRCS, Raleigh, NC
Sent: Thursday, January 19, 2012 8:12 AM
To: Taylor, Lin - NRCS, Albemarle, NC
Cc: Malton, Jill - NRCS, Salisbury, NC; Ruch, Terri - NRCS,
Raleigh, NC; 'T. T. Cutts ([e-mail])'
Subject: Approval, Tommy Welch Waste Storage facility
Lin,
The submitted design, drawings and specifications for the Tommy Welch concrete tank
waste storage facility in Randolph Co. have been approved. The approved drawing, along
with your submitted supporting data, have been mailed to your office.
I'm still concerned about the potential for differential settlement under the tank as the plan
shows about 2.5 ft. of fill under one side of the tank and the other side of the tank is placed
on original material. We may want to increase the foundation excavation 1 to 2 ft. on the
East side of the structure to provide a more uniform foundation condition. If this is needed,
it will be a very minor adjustment during construction, based upon your observation and
analysis of the foundation material actually encountered as excavation is completed to
planned grade. This decision will need to be made "on site" prior to the placement and
compaction of the foundation earthfill material. This required field inspection is adequately
covered in your Inspection Plan.
As you know, this is the first time we have used this type of concrete tank in NC. Please
keep us advised of the proposed construction schedule and status of the work. If practical,
I would like to see the foundation area, the proposed fill material, and other critical
elements of the structure, as time permits.
I anticipate that you plan to encourage the landowner to have a preconstruction conference
with you and the contractor prior to the start of construction. I feel that is very important on
this job. You need to also be sure the landowner and construction contractor fully
understand the responsibility that NRCS has for inspection and Certification of the
completed work.
I know this has been a difficult and unusual site and think you have done a good job of
putting this plan and design together.
Please let me know if you have questions.
Thanks again for a good job.
Thomas T. Cutts, P.E.r/
SCE
NRCS-USDA
Raleigh, NC
919-873-2127

United States Department of Agriculture
o MRCS
Natural Resources Conservation Service R. Lin Taylor, Civil Engineering Technician
530 West Innes Street. Phone: [phone] x108
Salisbury, North Carolina 28144
December 20, 2011
Subject: ENG- Tommy welch
Waste Storage Facility - Concrete Tank
Request for Design Review & Approval
Randolph County
Tommy Cutts
NC State Conservation Engineer
NRCS-Raleigh State Office
Raleigh, North Carolina
Attached is the design for the Tommy Welch Waste Storage Facility - Concrete
Tank. This job is Engineering Class V due to wall height. Area 2
Engineering staff does not have approval authority for this practice. Please
review this package for approval. if you have questions or need additional
assistance on this job please let me know. Thanks for your assistance with
this job.
R. Lin Taylor
Civil Engineering Technician
Cc: Jill Malton
Helping People Help the Land
An Equal Opportunity Provider and Employer

United States Department of Agriculture
o MRCS
Natural Resources Conservation Service R. Lin Taylor, Civil Engineering Technician
26032-C Newt Road Phone: [phone]
Albemarle, North Carolina 28001 Fax: [phone]
E-mail: [e-mail]
Tommy Welch Farm
Randolph Co.
Waste Storage Facility — Concrete Tank Engineering Packet
Table of Contents:
1. Operation Narrative
2. Location Map
3. Approved Distance Exemption Request for Waste Storage facilities
4. Waste Storage Facility (Drystack) sizing
a. Sizing Calculations — Hand
b. Sizing Calculations —Animal Waste Management Software version 2.4
c. .Design and specifications (this practice has been constructed and plans are in customer folder)
Waste Storage Facility Concrete Tank
a. Sizing calculations — Hand
b. Sizing calculations and 0&M guidelines -Animal Waste Management Software version 2.4
c. Soils Investigation (includes summary, location map, aerial map with Test Pit locations
shown, test pit descriptions)
d. Drawing (Sheet 1) — Control Point locations
e. Drawing (Sheet 2) — Plan View showing Concrete Tank Location
f. PA28 Design Guide 6 (Sheet 3)
g. PA28 Design Guide 7 (Sheet 4)
h. PA28 Design Guide 8 (Sheet 5)
1. Construction specification for Waste Storage Facility— Concrete Tank
J. . Concrete Specification
k. Nonmetallic Waterstop Specification
I. __Wm ,- E Plan SE,cozrob SPf4FIciv;5PAIs
m. Drawing (Sheet 6) — Concrete Tank Plan View with Dimensions
n. Drawing (Sheet 7) — PA-028G No Machinery Loading Allowed
o. Drawing (Sheet 8) — PA-023 Slab Corner Details
p. Drawing (Sheet 9)—Tank Plan and Profile
q. Drawing (Sheet 10) —Trailer Wash Solids Separator
r. Flow calculations for pipe to tank (includes Hydraulic Software Printout)
s. Solid Separator Riser Weir Flow Capacity ( From Hydraulic Software Printout)
t. Orifice Analysis ( Includes printouts from Hydraulic Software)
u. Grading Estimates
6. Waste Utilization Plan

Tommy Welch Farm
Randolph County, NC
Operation Narrative
The Tommy Welch Farm is located west of Millikan Road in Sophia, North Carolina. The operation
handles beef cattle. Most of the cattle are purchased at various weights; raised and vaccinated for
trucking to farms in other states. The livestock weights vary from 150 lbs. to 800lbs. Mr. Welch and
North Carolina Division of Water Quality have agreed upon a stocking rate for permitting of 450 head
with Steady State Live Weight (SSLW) of 500 lbs. All waste management designs and utilization plan are
developed based on these carrying capacities.
The cattle are housed inside two large barns with stalls in them. The outside lots behind the barns are
split into 6 fenced lots for loafing, exercise, and separating groups of cattle. The farm also has some
pastures where groups of cattle use for_gra�zing. The solid waste from the barns is cleaned out with skid
steer loader.and hauled to a newly constructed 40' x 80' x 5' Dr�,Stack Waste StoraraFacili y. The size
(see sizing calculations) of this facility is based ofL60-cla ;torage-perioq since there is available land to
apply the waste from this facility.
A plan to capture roof runoff from the barns using gutters and catch basins, to pipe the watery\�a
underground thru the lots behind the barns. Designs for these measures have been provided to Mr.��
Welch to be installed. These measures will minimize the water on the lots to just direct rainfall.
The other wastewater on the farm is from a trailer wash facility. Presently, a concrete wash pad with no
curbing catches waste and water and directs it to a slope where the wastewater flows down slope to a
small holding pond. The sizing of the holding pond is not adequate to properly store the wastewater
until land application. A new design for a properly sized Waste Storage Facility — Concrete tank along
with a solid separation basin is being installed to catch wash water, separate solids and pipe to the
Concrete tank. The concrete tank has been sized f r10 20 day storage. Land is avails a or waste
application (see waste utilization plan). --^

Operator: Tommy Welch
Owner: same
Fann(s) - Tract(s) -
Randolph, NC - SWCD
Date Prepared: 3/6/2014
Conservation Plan Map
Map use: Conservation Planning
1 inch=7,920 feet
0 1 2
FRIIIIIIIIIIIII Miles
USDA
RD

Operator: Tommy Welch
Owner: same
Farm(s) - 2833 Tract(s) - 3980
Randolph, NC - SWCD
Date Prepared: 3/6/2014
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Map use: Conservation Plaming
1 inch=400 feet
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Operator: Tommy Welch
Owner: same
Farm(s) - 819, 4101 Tract(s) - 2161, 2164
Randolph, NC - SWCD
Date Prepared: 3/6/2014
Conservation Plan Map
Map use: Coruervation Planning
1 inch = 400 feet
0 250 500
Feet
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j' United States Oepahmesk of Agriculture
0 MRCS
Natural Resources Conservation Service
530 West Innes St. 704-637-2400
Salisbury, NC 28144 704-637-8077 — Fax
August 20, 2010
Subject: ENG —Tommy Welch
Waste Storage Facility
Distance Exemption Request
Randolph County
Randy Blackwood
District Conservationist
Natural Resources Conservation Service
Asheboro, North Carolina
Approval is granted to proceed with providing assistance to Tommy Welch for
construction of a beef stocker operation waste storage facility. This structure is
being exempted from the distance criteria of Practice Standard 313 based on the
notarized consent agreement from the adjacent landowner. This structure is
being installed as an integral part of the waste management system for Mr.
Welch's beef stocker operation.
Ang la Little (/
Assistant State Conservationist
cc: Jill Malton
Concurrence to Exemption:
State Conservation Engineer
The Natural Resources Conservation Service provides leadership in a partnership clTort to help people
conscrve, maintain, and improve our natural resources and environment.
M Equal Opportunity Provider and Employer

Waste Storage Facility
Drystack
Sizing Calculations
The following calculations determine the size of the Waste Storage Facility for solid waste.
Size operation per NC Division of Water Quality for permitting = 450 head @ steady state live weight of
500 lbs.
From the National Engineering Handbook Part 651 Animal Waste Management Field Handbook page 4-
15, Table 4-8
Waste Volume Confined calf 450-750 lb. = 1.2 ft3/day/1000 lb. Animal Unit (AU)
450 head x 500 Ibs each = 225,000 pounds
125,000/1000 Ibs per AU = 225 Animal Units (AU)
1.2 ft3/day/AU x 225 AU = 270 ft3 waste/day
270 ft3/day x 60 day storage = 16,200 ft3 waste produced
For Drystack 40 feet wide x 5 feet high wall — Determine Length
40' wide x 5' high = 200 ft2
16,200 ft3/200 ftZ = 81 feet
To accommodate post spacing and account for slope of the waste with 6' stacking height in the center
rounded down to 5' wall height, use 80 feet long.
Drystack building dimensions to be 40 feet wide x 80 feet lone z 5 feet h
Calculatioi
Checked

AWM
Solids Stacking Facility Data for: Tommy Welch
Designed by: R L Taylor
Facility ...............................
Storage Period ..................
Manure ..............................
Bedding..............................
Dry Stack (Covered)#1
2 Months
16,740 Cubic Feet
0 Cubic Feet
Total Volume to Store ........ 16,740 Cubic Feet
Total Volume of Facility....
T
5.0 ft
l
18,464 Cubic Feet
AWM Version: 2.4.0 DB: 2.80 Monday, December 19, 2011 Page 1 of 1

OPERATION AND MAINTENANCE GUIDELINES
for
Dry Stack (Covered) #1
Landowner: Tommy Welch
Designed by: R L Taylor
This solids storage facility will store up to 16740 cubic feet of solid manure and bedding. The liquid
portion of the material (including wash water and lot runoff will have to be handled in a liquid
storage facility or vegetative treatment area. Typically, periodic scraping of manure is required to
move the material Into the storage facility. Bedding, or similar material, may need to be added to
tine manure in order for it to stack to the design height of S feet.
To allow time for land applying the material, consider the following. This structure is sized for 2
months storage. If the facility was emptied and land applied using a 300 cu. ft. spreader, it would i
take approximately 5�5.8 /pads. Assuming 2 loads per hour, a total of 27.9 hoursmay be required.
Ground conditions must be evaluated prior to spreading. Irreversible compaction problems and
damage to underground drainage systems may result from the excessive weight of a loaded
spreader. Caution should be exercised to insure that the material does not run or wash offfrom the
land. Consult you Comprehensive Nutrient Management Plan (CNMP) for application rates and
dates.
AWM Version: 2.4.0 DB: 2.80 Monday, December 19, 2011 Page I of I

Waste Storage Facility
Concrete Tank
Sizing Calculations
The following calculations determine the size of the Waste Storage Facility for trailer wash.
Based on.Randolph County NRCS field office staff observations:
600 gallons water/wash and using 2 washes per week = 1200 gallons per week (see email)
1200 gals. per week/7 days = 172 gallons per day
172 gallons per day x 120 day storage = 20,640 gallons with no runoff or precipitation added.
Additional runoff limited to 60 feet by 16 feet concrete wash pad and solid separator basin = 960 ft2
See Animal Waste Management reports for complete design and sizing using volume and areas from
above.
Calculations I
Checked by

Taylor, Lin - NRCS, Albemarle, NC
From: Blackwood, Randy -Asheboro, NC
Sent: Thursday, June 03, 2010 3:44 PM
To: Taylor, Lin - Salisbury, NC
Cc: Malton, Jill - Salisbury, NC; Vance, Christine -Asheboro, NC
Subject: Tommy Welch update
Attachments: P1010001.JPG
Lin;
Christine and I just.got back from Tommy's watching them wash out a trailer. I have attached
a picture of the washing nozzlejthey are using - explains the gallons used and they only had
to run water for erm nwfes«—Ne have decided that using an average wash quantity of 600
gallons per wash and 2 washes per week.= 1200 gal/wk x 25 weeks = 30000 gallons / 7.48
cuft/gal = 4010 cuft. A tank about IS' x 28' x 8'. This is for an approximate 180 days of
storage.
I feel we could get by, with much less and still meet the permitting requirements say more
like 120 days or 17 weeks, so: 1200 gal/wk x 17 Wks = 20,400 gals / 7.48 cuff/gal = 2725
cuft A tank about 14' x 24' x 8'. This assumes he never pumps out th'e tank at any point. I
realize these alcul"atioris-do-not-account-for-rai'nwater-or-freeboard-but-on-a-tank-this-small-.
swill -not -drastically -alter -the -size.
Tommy and his friend who does concrete have loosely designed this thing - actually sounded
pretty good. I was hoping you could call him either tomorrow or Monday and see if we can get
this design hammered out, I need to get the money obligated soon. Also, if this tank works
out we will need different contract items/quantities and drop several others. I will be
leaving for Oklahoma on Sunday and gone all week - Christine is familiar with the project. I
will have my computer with me next week if you need to contact me.
His cell is 336-382-2549
Randy Blackwood
NRCS - Asheboro FO
847 Curry Dr.
Asheboro, NC 27205
Phone: [phone] ext 3
1

J11
YOU
� *�:'?`kA=
. . . . . . . . . . .

Taylor, Lin - NRCS, Albemarle, NC
From:
Josh!, J.R. [e-mail])
Sent:
Friday, October 15, 2010 7:17 AM
To:
Taylor, Lin - Salisbury, NC
Cc:
Rosebrock, Melissa; Larick, Keith; Christine Blanton Lawson
Subject:
RE: Freeboard
Lin,
We have reviewed your documents and discussed if any additional storage is needed under item (g) on page 313-3 of
the Waste Storage Facility Standards for the proposed concrete tank. Because this is a truck wash facility and you have
better control over the volume of water entering this structure, we concur with your assessment that no additional
storage is required under item (g) for this structure.
Please let me know if you have any further questions.
Thanks.
From: Taylor, Lin - Salisbury, NC [mailto:Lin.TaylorCalnc.usda.govj
Sent: Friday, October 08, 2010 11:24 AM
To: Josh], J.R.
Cc: Malton, Jill - Salisbury, NC
Subject: RE: Freeboard
J.R.
We are using and referencing the same version for Practice Standard 313 datedFebruary 2009. 1 have attached the
planned output for the concrete tank and have lettered the sections of volume shown on. printout and their
corresponding letter in the standard under Design Storage Volume starting on page 313-2 and continuing on page 313-
3. I hope this provides a clearer picture of our plan.
I have also attached a.copy of a drawing for the tank that will be adapted for our use in North Carolina for the structural
design of the tank. This drawing allows for backfili heights at the tank of 2-5 feet. I have not completed my design, but
am planning on trying to fit with 3 feet backfill which will have 5 feet of wall above ground.
We are using the 750 foot setback, but landowner has requested and received an exception to the rule approved by
ASTC-FO with concurrence by the State Conservation Engineer as per the standard.
Thanks for your assistance, and if you have any other questions, please let me know.
From: Joshl, J.R. (mailto:jaya.josh0ncdenr.govl
Sent: Thursday, October 07, 2010 2:06 PM
To: Taylor, Lin - Salisbury, NC
Subject: RE: Freeboard
Lin,
I think the references in your message refer to the older version of Code 313. 1 probably have the latest version and have
attached if for your reference here. And, while I wait for everyone's input, there are a couple of things that I would like
to request for clarity:

1. A cross -sectional view of the concrete tank showing depths and position in relation to the ground (above or
below ground and by how much).
2. The setbacks (buffers) you plan to have 300 ft or 750).
We probably have eve'ryone's inputs by Monday.
Thanksl
From: Taylor, Lin . Salisbury, NC [mailto•Lin.Taylor(anc.usda.govl
Sent: Wednesday, September 29, 20103:17 PM
To: Joshi, J.R.
Cc: Malton, Jill - Salisbury, NC; Blackwood, Randy -'Asheboro, NC; Ruch, Terri - RALEIGH; NC
Subject: Freeboard
Jaya,
NRCS is working on a design for an operation to be permitted in Randolph County. This is an existing cattle operation
that has not been permitted before but is being required to obtain permit. One unique aspect of this operation is cattle
are hauled to other locations and states using Tractor Trailers. Once the trailers are on the headquarters site they are .
washed out using a high volume pump and hose that is reduced at the outlet end to create higher pressure and lower
volume. The water is presently flowing to a small pond constructed by the operator to store and land apply. The
volume of this pond is very small and will not meet any standards we are using. To replace this pond we are proposing
using a.concrete pad with curbing that flows to acaUzctiozvd solid se arat!on area and then liquid is piped to'a
concrete storagetank(uncovered . e ave run some preliminary numbers @ 120 day storage to size the Loncrete
Tank but have a question. Based on NRCS Practice Code 313 — Waste Storage Facility, we are including volumes for
items (a-f) on pages 313-2 and 313-3 of the standard. Based on the additional criteria for fabricated structures on page
313-7 of the practice standard, there is not a requirement for 1 foot of additional freeboard as is required for.an
embankment unless it is to meet item (g) on page 313-3 as may be required to meet regulatory requirements.. I am not
aware of any additional regulatory requirements, but wanted to run this by the animal permitting section to make sure.
The start pump elevation in tank will allow storage.for the 25,year, 24 hour precipitation event.
If you would provide mean answer to the freeboard question, it will be greatly appreciated.. If you have any questions,
please contact me. Thanks for your assistance in this matter.
Lin Taylor
Civil Engineering Technician
Salisbury, North Carolina
704-637-2400 - office
7047754-2175 - cell
[e-mail]. gov

ARM
Tank Data for: Tommy Welch
Designed by: R L Taylor
Facility ................ Uncovered Rectangular Storage Tank #1
Storage Period .................. 4 Months
Wash Water ........................ 2,805 Cubic Feet 20,981 Gallons
Manure & Extr Precip........ 0 Cubic Feet 0 Gallons
Bedding .............................. 0 Cubic Feet 0 Gallons
Flush Water ........................ 0 Cubic Feet 0 Gallons
Normal Rain and
25Yr-24Hr Storm Runoff
from Drainage Area ..........
Normal Rain less Evap plus
25Yr-24Hr Storm on
tank surface area ..........
Total Volume to Store ........
Ramp Volume (if present)...
Structural Volume (includes
ramp i(present)
Depth= 8.0 Feet
1,500 Cubic Feet
805 Cubic Feet
11,220 Gallons
6,020 Gallons
5,110 Cubic Feet 38,221 Gallons
0 Cubic Feet
5,456 Cubic Feet
PtIinimumFreeboar3'=--7
a U 0.0 Feet
25Yr-2411r5tonn Precipitation=Lk50—Teel
25Yr-24Hr S tonn Runoff =
0.67 Feel
120DayPrecip-Evap=
0.68 Feet
Runoff from Normal Precipitation=
1.52 Feet
Washwater=
4.12 Feel
Nlanure=
0.00 Feet
gedding=
0.00 Feet
Permanent 5tora¢e=
0.50Feet
Length 31.0 Feet —
Width = 22 Feet
AWM Version: 2.4.0 DB: 2.80 Monday, December 19, 2011 Page 1 of 1

Storaee Tank #1
8.0
T
1
31.0 fl

OPERATION AND MAINTENANCE GUIDELINES
for
Storage Tank #1
Landowner: Tommy Welch
Designer! by: R L Taylor
Tlyds lank is designed using calculations thatasstnnne no machinery !orating to be applled io the
concrete walls. Maximum earthen backfnll height is S feet high, Care must be taken to KEEPALL
EQUIPMENT at least S feet from the tank. Tlnis includes equipment such as tractor and /tottey tvagott.
Tank will be fenced at least S feet horizontal from tank wall with minimum 3 strands offence drat will
deter entry by hrannans and animals. Warning signs stall be posted on fence "No envy except far
authorized personnel'
Tank is designed to contain all of the waste and water that is'generated froth fire taller washout and
solid separation facility. Care should be exerciser! so that foreign objects or frozetn material are
evcharled front One facility. Solids froth the solid separator will be removed and stared ht the rtrystack
until land application. Crain dar-materials such as lirnestone and sand will settle to the bottont and can
cause problems with agitation processes and with equipment.
Tanks experience sane biological activity and can generate extremely toxic gases. Extreme care
sliorrlal be exercised tvhetr working arotatd a tank tltat contains anitatat wastes. Signs should be
posted and adequate ventilation is mandatory, particularly when the facility is being emptied
Adequate time needs to be allocated for emptying the tank. This tank is designed for 4 mmtUrc
of storage, containing 38221 Lallans of water annal lhiiiied solid waste. Prior to emptying file tank,
it should be adequately agitated Additional agitation may be treeded daring the emptying
process.
Using n S00 allon tank spreader and all average haul time of I loads per /roam, approximately
10 loads and 1 to ere aired to empty the tank.
Using irrigation equipttrerrt prnnpittg 100 gallon per minute, emptying the tank woalal require
approximately L hours ofpanping lone
Refer to your Nutrient Matagetnterrt Plan,for field specific application rates and/or amounts to be
applied and dales to be applied
AIFAJ Version: 2.4.0 DB: 2.80 fferinesrlay, Jammy 04, Page I oft

USDA
i
United States
Subject: Tommy Welch Concrete Tank
Department of
Agriculture
$ Geolo is Investigation
Randolph County, North Carolina
Natural
Resources
Conservation
To: Lin Taylor, Civil En
5' r Engineering Technician
Service
USDA-NRCS
530 West Innes Street
4407 Bland Rd.
Suite 117
Salisbury, NC 28144
Raleigh, NC 27609
[phone]
FAX[phone]
Date: September 6, 2011
File 210
Code:
On August 30, 2011 a geologic investigation was conducted on a concrete storage tank
for the Tommy Welch semi -trailer washing location. The purpose of the investigation
was to review the soils in this area of the proposed concrete tank.
Summary: The area appears to be a suitable location for constructing a concrete
storage tank. These are residual soils and should have sufficient strength to support a
structure of this nature.
Location: The site is located at
35e 48' 37.55"N 79e 51' 45.82' W
in Randolph County, North
Carolina. See Figure 1 for a
Location Map of the site. The site
is located in the Southern
Piedmont Land Resource Area
(136) of North Carolina.
Geologically, the site is located in
the Carolina Slate Belt (CZfv) of
North Carolina. The soils that
formed u1 these metamorphic
rocks generally belong to the
Mecklenburg and Wynott-Eason
compex Soil Series.
Procedures: The proposed site is located downslope of a semi -trailer washing facility.
Five (5) test pits were excavated with a Ford 555C backhoe to investigate the site. See
Figure 2 for a plan view and test pit location map.
Generally, the test holes were excavated to a depth of three to five feet. The tests
holes were inspected visually, major soil layers were identified and the layers
were classified using the Unified Soil Classification System (USCS). See attached
field logs for a detailed description of each test pit.
Field Findings: The test holes were excavated in the area of the concrete storage
tank. The soils in this area are composed of layers of silts (ML), few lean clays (CL) and
The Natural Resources Conservation Service works hand -in -hand with the
American people to conserve natural resources on private land AN EQUAL OPPORTUNITY EMPLOYER

silty saprolites (ML) and silty sand saprolites (SM). See attached log forms for a graphic
display of the test pits.
Interpretation Of Results: Generally, the surface layer is composed of a thin
nonplastic silt (ML). The subsurface layer is composed of nonplastic silts (ML) that
quickly change into silty saprolite (ML) layers. With depth, the soil profile becomes a
silty saprolite (ML) and in areas a sandy saprolite. These residual layers are very hard
and dense. Pocket penetrometer readings of the upper two feet of the soil profile ranges
in values from 2 to over 4.5 tons per squre foot for the unconfined compressive strength
of the soil. The saprolite was far denser than the capacity of the Pocket Penotrometer
with the foot barely marking the lower portion of the test pit walls. Torvane testing was
conducted on the subsoil layer in Test Pit 1. Values of 4.0 tons per square foot were
recorded in three separate tests. The subsurface layer was too shallow and too hard or
dense to conduct Torvane tests in Test Pits 2, 3 and 4.
The NRCS, Conservation Practice Standard, Waste Storage Facility (Code 313) has Table
2 - Presumptive Allowable Bearing Stress Values for estimating or assessing the stress
value in earth materials. Based on Table 2, the soil profile from surface layer to a depth
of 1 to 3 feet, the value is estimated to be in the 2,000 to 3,000 psf range. The silty subsoil
materials would have an estimated value of 3,000 psf. This area is located in the
Carolina Slate Belt which is metamorphic sedimentary rock. Highly weathered
metamorphic rocks (saprolite) are not considered in this table. A saprolite material
would have an estimated allowable stress value of at least 6,000 psf according to Table 2.
The soils in the area of the proposed dry stack appear suitable for constructing a
concrete storage tank. These residual piedmont soils should have sufficient strength.
The subsoil materials quickly become a silty saprolite that should withstand the
anticipated loads of the concrete tank and liquid wastes. The proposed site should be
graded to divert rain water and hillside runoff from flowing onto the structure.
If you have any questions or comments, please give me a call.
Kim Kroeger
Geologist
cc: Thomas Cutts, State Conservation Engineer, Raleigh, NC
Randy Blackwood, District Conservationist, Asheboro, NC
Jill Malton, Supervisory Civil Engineer, Salisbury, NC

Operator(s): Tommy Welell
Owner: same
Randolph, NC - SWCD
Farm(s) - Tract(s) -
Date Prttered• 8/25/2011
Conservation Plan Map
Map use: Conservation Planning
1 inch equals 5,280 feet
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USDA-NRCS TEST PIT NUMBER TP-1
4407 BLAND ROAD, SUITE 117 PAGE 1 OF 1
USDA RALEIGH, NC 27609
Telephone: [phone]
CS Fax: [phone]
CLIENT Lin Taylor PROJECT NAME Tommy Welch Concrete Waste Holding Tank
PROJECT NUMBER 3601 Milliken Road Sophia NC 27350 PROJECT LOCATION Randolph County NC
DATE STARTED 8/30/11 COMPLETED 8/30111 GROUND ELEVATION 701.5 R TEST PIT SIZE 2' Bucket
EXCAVATION CONTRACTOR Land Owner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION --
LOGGED BY KGK CHECKED BY AT END OF EXCAVATION —
NOTES NAD 1983 Stateplane 3200 Ft US 751032.1, 1744229.9 AFTER EXCAVATION —
w
�W
N
=
c
w m
TESTS
O
g- O
MATERIAL DESCRIPTION
Lu
z
O
N
0
SILT, (ML) 10 % sand, 90 % fines, light brown, dry, hard, non plastic
ML
PP 4.5, 4.5,
4.5 tsf
1
1,3 700.2
SILT, (ML) 10 % sand, 90 % fines, brown, dry, very hard, non plastic
PP = 4.5, 4.5,
4.2 let
ML
Torvane 4.0, 4.0,
4.0
2
2.1 699.4
SILT, (ML) 10 % sand, 90 % fines, brown, dry, very hard, blocky, non plastic
3
PP>4.5 tsf
ML
I
i
I
4
4.0 697.5
SILT, (ML) 10 % sand, 90 % fines, tannish brown, dry, very hard, non plastic
ML
4.5 697.0
Refusal at 4.5 feet.
Bottom of test pit at 4.5 feet.
i
i

USDA-NRCS TEST PIT NUMBER TP-2
4407 BLAND ROAD, SUITE 117 PAGE 1 OF 1
USDA RALEIGH, NC 27609
3-2128
N RCS Fax: [phone]
CLIENT Lin Taylor PROJECT NAME Tommy Welch Concrete Waste Holding Tank
PROJECT NUMBER 3601 Milliken Road, Sophia, NC 27350 PROJECT LOCATION Randolph County, NC
DATE STARTED 8/30/11 COMPLETED 8/30111 GROUND ELEVATION 694.4 ft TEST PIT SIZE 1' Bucket
EXCAVATION CONTRACTOR Land Owner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION --
LOGGED BY KGK CHECKED BY AT END OF EXCAVATION —
NOTES NAD 1983 Stateplane 3200 Ft US 751029.9, 1744192.7 AFTER EXCAVATION —
w
�m
Cd
a
ai
x0
0
MATERIAL DESCRIPTION
a Z
(0
r4
0
SILT, (ML) 10 % sand, 90 %fines, dark brown, dry, stiff, non plastic, Fill Mixture of sills and organics
ML
1
1.2 693.2
SILT, (ML) 10 % sand, 90 % fines, brown, dry, hard, blocky, non plastic, Blocky structure with dark staining.
Blocks range from 2" x 3" x 8" to 2" x 5" x 11".
ML
2
2.0 692.4
SILT, (ML) 10 % sand, 90 % fines, brown, dry, very hard, non plastic
3
ML
4
4.2 690.2
Refusal at 4.2 feet.
Bottom of test pit at 4.2 feet.

USDA
TEST PIT NUMBER TP-3
44 07 BLAND ROAD, SUITE 117
USDA RALEIGH, NC 27609
PAGE 1
OF 1
NRCS FaxTelep919--873'2 573-2128
CLIENT Lin Taylor
PROJECT NAME Tommy Welch Concrete Waste Holding Tank
PROJECT NUMBER 3601 Milliken Road, Sophia NC 27350 PROJECT LOCATION Randolph County, NC
DATE STARTED 8/30111 COMPLETED
8/30111 GROUND ELEVATION 697.5 ft TEST PIT SIZE 1' Bucket
EXCAVATION CONTRACTOR Land Owner
GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe
AT TIME OF EXCAVATION —
LOGGED BY KGK CHECKED BY
AT END OF EXCAVATION —
NOTES NAD 1983 Stateolane 3200 Ft US 750993.2 1744202.8 AFTER EXCAVATION —
w
CL
w 00
TESTS
ai
x
p
MATERIAL DESCRIPTION
azC'/
0
SILT, (ML) 20 % sand, 80 % fines, light brown, dry, non plastic
ML
PP = 4.5 tsf
0.8
696.7
CLAY, (CL) 10 % sand, 90 %fines, brown, dry, medium plasticity
1
PP=4.5 tsf
CL
11.4
696.1
(ML) brown, dry, blocky, Very Hard Saprolite, Can excavate with 1 foot bucket. Breaks to
to a very hard blocky struclurre.
i
2
i
t
1
ML
i
i i
i
3
3.3
694.2
Refusal at 3.3 feet.
Bottom of test pit at 3.3 feet.

USDA-NRCS
TEST PIT NUMBER TP-4
4407 BLAND ROAD, SUITE 117
USDA RALEIGH, NC 27609
PAGE 1 OF 1
NRCS Fax:[phone]
CLIENT Lin Taylor
PROJECT NAME Tommy Welch Concrete Waste Holding Tank
PROJECT NUMBER 3601 Milliken Road, Sophia NC 27350 PROJECT LOCATION Randolph County, NC
DATE STARTED 8130/11 COMPLETED
8130/11 GROUND ELEVATION 701.3 ft TEST PIT SIZE 1' Bucket
EXCAVATION CONTRACTOR Land Owner
GROUND WATER LEVELS:
EXCAVATION METHOD Backhce
AT TIME OF EXCAVATION —
LOGGED BY KGK CHECKED BY
AT END OF EXCAVATION —
NOTES NAD 1983 Stalepiane 3200 Ft US 750996 1. 1744225.2 AFTER EXCAVATION —
w
W x
j
TESTS
of
3 p
MATERIAL DESCRIPTION
o
a
�z
0
N
SILT, (ML) 20 % sand, 80 % fines, brown, dry, non plastic
PP=3.5,4.0,
ML
4.5 tsf
1I
to
700.3
SILTY SAND, (SM) 75 % sand, 25 % fines, blueish gray, dry, non plastic, Sandy saproilte
that breaks to blocks.
5 2
PP=4.5 tsf
SM'
i
i
i
i
f
698.3
Refusal at 3.0 feet.
i
i
Bottom of test pit at 3.0 feet.

USDA-NRCS
TEST PIT NUMBER
4407 BLAND ROAD, SUITE 117 TP-5
USDA RALEIGH, NC 27609 PAGE 1 OF 1
Telephone: 919-87
NRCS Fax: [phone]
CLIENT _Lin Taylor PROJECT NAME _ Tommy Welch Concrete Waste Holding Tank
PROJECT NUMBER 3601 Milliken Road, Sophia NC 27350 PROJECT LOCATION _ Randolph County NC
DATE STARTED 8/30/11 COMPLETED 8/30/11 GROUND ELEVATION 692 it TEST PIT SIZE 1' Bucket
EXCAVATION CONTRACTOR Land Owner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION —
LOGGED BY KGK CHECKED BY AT END OF EXCAVATION --
NOTES NAD 1983 Slateplane 3200 Ft US 751013 9 1744173.3 AFTER EXCAVATION —
w
x
}
oa
j0
MATERIAL DESCRIPTION
z
D
c9
0
ti
SILT, (ML) 15 % sand, 85 % fines, dark brown, dry, hard, non plastic
1
ML
8 690.2
SILT, (ML) 10 % sand, 90 % fines, brown, dry, very hard, non plastic
n
2
3O
a
ML
tt
2.8
a
SILT, (ML) 25 %sand, 75 %fines, broom, dry, very hard, non plastic, Silty saprolite that breaks to blocky 889.2
0
3
structure.
u
w
a
ML
u
4
u
J
4.5
6e7.5
iRefusal
at 4.5 feet.
m
Bottom of test pit at 4.5 feet.
w
z
w

CONSTRUCTION SPECIFICATION
FOR
WASTE STORAGE FACILITY - CONCRETE TANK
Scope
This specification shall consist of the clearing, grubbing, excavation, backfill,
seeding, and services required for the construction of concrete tank and the
disposal of all cleared and excavated materials. Construction shall be carried out
in such a manner that erosion, water, air, and noise pollution will be minimized and
held within legal limits as established by State and Federal regulations.
All structures shall be constructed according to plans furnished by NRCS and in
accordance with the Natural Resources Conservation Service's engineering
standards for these practices, as well as local building codes and current industry
standards. The engineer, prior to construction, must approve any deviation
from the approved drawings and specifications.
Clearing and Grubbing
All stumps, roots, and root cluster that have a diameter of 1 inch or larger shall be
grubbed out to a depth of at least 2 feet below subgrade for concrete structures. All
trees, brush, stumps, rock (greater than 6 inches), and rubbish shall he removed
from the foundation and spoil areas(s) before excavation is performed. All
material cleared from the area shall be disposed by burning or burying on -site or
hauling to an appropriate landfill. All burning shall conform to State and Federal
laws and regulations. Trees and other cleared vegetation will be cut flush with the
ground surface in spoil areas. The foundation area will have stumps, roots and
vegetation removed.
Excavation
Topsoil excavated from the site should be stockpiled for later placement around the
completed structure. Soils containing excessive organic material will be removed
from the foundation area. The completed excavation and placement of spoil
material shall conform as nearly to lines, dimensions, grades, and slopes shown on
plans or staked on the ground as skillful operation of the excavating equipment will
permit. Generally, spoil will be placed and spread to blend with the existing
terrain of the spoil area. Runoff from outside drainage areas will be diverted away
from the excavation area.
NRCS-Area 2 1 12/6/2011

Excavated surfaces too steep to be safe and. stable if unsupported shall be
supported as necessary to safeguard the work and workmen, to prevent sliding or
settling of the adjacent ground, and to avoid damaging existing improvements.
The width of the excavation shall be increased as necessary to provide space for
sheeting, bracing, shoring, and other supporting installations. When the work is
completed, such supporting installations shall be removed.
Earthfill
Earth material placed for foundation soil shall be free of detrimental amounts of
sod, roots, large stones, and other objectionable material. Woody debris larger than
1 inch in diameter or longer than 2 feet in length shall not be incorporated into
earthfill. Highly plastic clay soils shall be avoided,
All fill material shall have moisture content sufficient for the required compaction.
Fill material, which is too dry, shall be moistened by adding water or by
thoroughly mixing with moist fill until an acceptable moisture level is obtained.
Fill material which is too wet shall be allowed to dry out naturally or shall be dried
by disking or shall be thoroughly mixed with dry fill material until an acceptable
moisture level is obtained. Earthfill shall not be placed in standing water,
The moisture content of the fill shall be maintained within the limits to:
1. Prevent bullring or dilatancy of the material under the action of the hauling
or compacting equipment.
2. Prevent adherence of the fill material to the equipment.
3. Ensure the crushing and blending of the soil clods and aggregation into a
homogeneous mass.
4. Contain adequate moisture so that a sample can be hand molded without the
mold -oozing trough the fingers or squeezing out any water.
Begin placing and spreading the fill material at the lowest point of the foundation
and bring the fill up in approximately horizontal layers not exceeding nine inches
loose thickness. These layers shall be reasonably uniform in thickness and shall
extend over the entire area of the fill. Operate the earth hauling or compacting
equipment over each layer so that reasonable compaction of the fill material will be
obtained. A minimum of four complete passes over each layer by the compacting
equipment is required to obtain adequate compaction, NRCS may require that
the finished foundation be "proof rolled" with a loaded dump truck or heavy .
NRCS-Area 2 2 12/6/2011

rubber tire equipment to verify adequate compaction. Areas that settle or rut
during "proof rolling" shall be excavated out and re -compacted properly.
If a minimum required density is specified, each layer of fill shall be compacted as
necessary to obtain that density. Special equipment shall be used if needed to
obtain the required compaction.
All finished work shall be left in a neat and sightly condition. The outer edges and
slopes of the fill shalt blend with the surrounding landscape and complement the
structure build upon it.
Seedin:?
All disturbed areas will be seeded and mulched according to attached seeding
specification. Area to be seeded will be determined by NRCS staff near time of
seeding. (see attached seeding specification)
NRCS-Area 2 3 12/6/2011

NATURAL RESOURCES CONSERVATION SERVICE
CONSTRUCTION SPECIFICATION 832 - CONCRETE
1. SCOPE
This work shall consist of furnishing materials and installing all components of the concrete structure
as shown on the drawings and as specified in Section 26 (if applicable).
Prior to commencing construction, public utilities shall be notified in accordance with
North Carolina G.S. 87-100. Call 811 or 1-800-632-4949.
Construction work covered by this specification shall not be performed between November 15 and the
following April 1 unless the site conditions and/or the construction methods to be used have been reviewed
and approved by the approving official or designated representative.
2. MATERIALS
Portland Cement shall conform to ASTM C-150, Type I, IA, II or IIA. If Type I or II is used, an added air
entrainment agent, conforming to ASTM C-260 shall be used. Cement that is partially hydrated
(hardened) or otherwise damaged shall not. be used.
Aggregates - Fine aggregates shall conform to ASTM C-33 for grading and quality requirements. Coarse
aggregates shall conform to ASTM C-33 for grading and quality requirements and shall be size #467, 57,
or 67,
Water shall be clean and free of injurious amounts of oil, salt, acid, alkali, organic matter or other
deleterious substances.
Preformed Expansion Joint Filler shall conform to ASTM D-1752, Type I, Type II, or Type III, unless
bituminous type is specified. Bituminous type preformed expansion joint filler shall conform to ASTM D-994,
or D-1751.
Joint Sealant shall conform to ASTM C-920, Type S or M, grade P or NS for horizontal joints, and grade
NS for vertical joints.
Waterstops shall conform to NRCS Material Specification 537 for the types and kinds shown on the
drawings or as specified in Section 26.
Reinforcing Steel shall be deformed bars manufactured specifically for concrete reinforcement, shall be
grade 40 or higher and shall conform to ASTM A-615, A-616, or A-617.
Welded Steel Wire Fabric shall conform to ASTM A-497, A-184 or A-185. Sheets, not rolls, shall be
used.
Set -Retarding Admixtures shall conform to ASTM C-494, Type B (retarding) or Type D (water reducing
and retarding).
NRCS-NC-CTA DECEMBER 2010 Page 1

Water Reducinq Admixtures shall conform to ASTM C-494, Type A (water reducing), Type D (reducing
and retarding), Type F (high -range reducing) or type G (high -range reducing and retarding).
Superplasticizing Admixtures shall conform to ASTM C-1017, Type I (plasticizing) or Type II (plasticizing
and retarding).
Curing Compound shall conform to ASTM C-309. Unless otherwise specified the compound shall
be Type 2 (White Pigmented), or other colored pigment. .
Evaporation Retardant shall conform to American Concrete Institute (ACI) Specification 302 -
"Evaporation Retardant/Monomolecular Film".
Aggregate for Structure Drainfill shall be sand, gravel, or crushed stone or mixtures thereof. It shall be
composed of clean, hard, durable mineral particles free from organic matter, clay balls, soft particles or
other substances that would interfere with the free -draining properties. Aggregates of crushed limestone
shall be thoroughly washed and screened. Unless otherwise shown on the drawings or specified in Section
26, gradation of the drainfill shall consist of material with 100% passing a 3 inch sieve and less than 8%
passing a No. 200 sieve.
3. CLASS OF CONCRETE
Concrete for structures shall be classified as follows:
Class of fc' 28-day . Maximum Net
Concrete Compressive. Water Content
Strength
3000 3000 psi 5.5 gallons/bag
(Max. w/c = 0.5)
4000 4000 psi 5.5 gallons/bag
(Max. w/c = 0.5)
Minimum Cement
Content
5 bags/cu.yd.
(470 lbs./cu.yd.)
6 bags/cu.yd.
(564 Ibs./cu.yd.)
Concrete for structures shall have a 28-day compressive strength of 4000 psi unless otherwise shown on
the drawings or specified in Section 26. The supplier shall be responsible for the design mix and
certification of, the necessary compressive strength.
4. AIR CONTENT AND CONSISTENCY
The slump shall be 2 to 4 +/- 1 inches and the air content by volume shall be 4 to 6 percent. Admixtures
such as superplasticizers, water -reducers, and set -retarders may be used provided they are approved by
the approving official or designated representative prior to use in the concrete mix. These slump
requirements do not apply after superplasticizer has been added to the concrete.
NRCS-NC-CTA DECEMBER 2010 Page 2

5. DESIGN OF THE CONCRETE MIX
The concrete shall be provided in accordance with ASTM C-94, Ready Mix Concrete.
A batch ticket shall be provided by the supplier for each load of concrete delivered to the site. The batch
ticket shall state the class of concrete and any admixtures used:
The proportions of the aggregates shall be such as to produce a concrete mixture that will work readily into
the corners and angles of the forms and around reinforcement when consolidated, but will not segregate or
exude free water during the consolidation.
At least 10 days prior to placement of concrete, the contractor shall furnish a statement of the materials and
mix proportions (including admixtures, if any) to the approving official for approval. The statement shall
include evidence satisfactory to the approving official that the materials and proportions will produce
concrete conforming to this specification. The materials and proportions so stated shall constitute the "job
mix". After a job mix has been approved, neither the source, character or grading of the aggregates nor the
type. or brand of cement or admixture shall be changed. If such changes are necessary, no concrete
containing such new or altered materials shall.be placed until the project designer has approved a revised
job mix.
6. INSPECTING AND TESTING
During the course of the work, the approving official or designated representative may perform quality
assurance testing. This testing does not relieve the contractor of responsibility of performance of work
according to this specification. The testing personnel shall have free access to the work site to obtain
samples. Any tests and inspections will be conducted so as not to interfere unnecessarily with the
placement of the concrete.
Any portion of the concreting may be tested to determine uniformity, compliance with requirements for
slump and air content, and compressive strength. When a plasticizing admixture is added to the concrete at
the site, slump tests may be made both prior to and after the addition of the admixture.
7. REINFORCING STEEL
Reinforcing steel shall be free of loose rust, oil, grease, paint, or other deleterious coatings. This
may require wire brushing or sandblasting. The contractor is responsible for actual quantity
and length of steel placed. The drawings provide an estimated steel schedule ONLY.
Reinforcement shall be accurately placed and secured. in position in a manner that will prevent its
displacement during the placement of concrete. In forms, this shall be accomplished by tying temperature
and shrinkage steel or special tie bars (not stress steel) to the form "snap ties" or by other methods of tying.
In slabs, steel shall be supported by precast concrete bricks, (not clay bricks) metal or plastic chairs. No
welding of either stress steel or temperature and shrinkage steel will be permitted. Except for dowel rods,
placing steel reinforcement into concrete already in place shall not be permitted.
NRCS-NC-CTA DECEMBER 2010 Page 3

The following tolerances will be allowed in the placement of reinforcing bars.
Minimum protective cover:
from formed surfaces - 2 inches
from earth surfaces - 3 inches
2 Maximum variation from indicated spacing:
1/12th of indicated spacing
Unless otherwise indicated on the drawings, splices of reinforcing bars shall provide a lap of not less than
32 diameters of the smaller bar. Bars will not be spliced by welding. Splices of sheets of welded wire
fabric shall be provided by overlapping 3 cross -wires.
B. HANDLING, MIXING, AND DELIVERY
Concrete shall be uniform and thoroughly mixed when delivered to the forms. For concrete mixed at the
site by stationary mixers, the mixing time after all cement, aggregates and water are in the mixer drum
shall be at least 1-1/2 minutes. When concrete is mixed in a truck mixer, the number of revolutions of the
drum or blades at mixing speed shall not be less than 70 or more than 100. Variations in slump of more
than 1 inch within a batch will be considered evidence of inadequate mixing and shall be corrected by
increasing mixing time or other means.
1.FORMS
Forms shall be of wood, plywood, steel; or other approved material and shall be mortar tight. The forms
and associated falsework shall be substantial and unyielding and shall be constructed so that the finished
concrete will conform to the specified dimensions and contours. Form surfaces shall be smooth and
essentially free of holes, dents, sags,or other irregularities.
Forms shall be coated with form oil before being set into place. Opposing forms shall be tied together with
commercially produced No. 9 wire "snap" ties for commercially built forms, job built forms, or other
approved form types.
Items to be embedded in the concrete shall be positioned accurately and anchored firmly. Weepholes in
walls or slabs shall be formed with nonferrous materials.
). PREPARATION OF FORMS AND SUBGRADE
All concrete structures shall be set on compacted drainfill, undisturbed soil or non -yielding re -compacted
material. Drainfill, when specified, shall be placed to the neat lines shown on the drawings.
Over excavation shall be corrected as noted on the drawings or as directed by the project designer or
designated representative.
In the event unexpected water is encountered during foundation preparation, a suitable drainage system
(temporary or permanent) shall be installed as directed or approved by the project designer or designated
representative.
.CS N( C A DECEMBER 2010 Page 4

Prior to placement of drainfill as a base for the concrete structure, the subgrade shall be inspected and
approved by the project designer or designated representative. The drainfill shall be placed in uniform
layers of not more than 8 inches deep prior to compaction. Compaction of each layer of drainfill shall be
by 2 passes over the entire surface layer with a hand directed mechanically powered vibrating plate
compactor or vibratory roller or by an approved equivalent method.
Prior to placement of concrete, the forms and foundation shall be free of chips, sawdust, debris, standing
water, ice, snow, extraneous oil, mortar or other harmful substances or coatings. The temperature of all
surfaces, including reinforcing steel, shall be no colder than 40 F. Earth surfaces against which concrete is
to be placed shall be firm and damp. Placement of concrete on mud, dried earth or uncompacted fill or
frozen subgrade will not be permitted.
11. CONVEYING
Concrete shall be placed in the forms within 1-1/2 hours after the introduction of cement to the aggregate
unless an approved set -retarding admixture is used in the mix. The subgrade shall be dampened
immediately prior to concrete placement.
In hot weather or under conditions contributing to quick stiffening of the concrete, or when the temperature
of the concrete is 85 F or above, the time between the introduction of the cement to the aggregates and
discharge shall not exceed 45 minutes (use of an approved set -retarder will generally restore allowable hot
weather placement time to approximately 1-1/2 hours; however, actual time limits will depend upon the type
and amount of set -retarder used and on actual weather conditions).
Superplasticized concrete can be conveyed and placed when the temperature of the concrete is below
90 F (this criterion applies only when the superplasticizer is added at the batching plant) and the slump
of the concrete remains within the allowable slump range specified in Section 4 above.
The project designer will allow an appropriate extension of time for concrete placement when the setting
time of the concrete is increased a corresponding amount by the addition of an approved admixture. In .
any case, concrete shall be conveyed from the mixer to the forms as rapidly as practicable, by methods
that will prevent segregation of the aggregates or loss of mortar. .
12. PLACING
At least 48 hours advance notification of a pending concrete placement shall be given to provide time for
inspection. Concrete shall not be placed until the subgrade, forms, and steel reinforcement have been
inspected and approved by the project designer or designated representative. No concrete shall be placed
except in the presence of the'project designer or designated representative.
The concrete shall be deposited as close as possible to its final position in the forms and shall be worked
into the corners and angles of the forms and around all reinforcement and embedded items in a manner
that prevents segregation of aggregates and excessive laitance.
Concrete placed against sloping surfaces or on sloping subgrades shall start at the lowest elevation and
work upwards to the highest elevation.
Slab concrete shall be placed to design thickness in one continuous layer. Formed wall concrete shall be
placed in horizontal layers not more than 24 inches high. The maximum layer thickness shall be 5 feet if
high range water reducing agents are used. Concrete shall not be dropped more than 5 feet vertically (12
BRCS-NC-CTA DECEMBER 2010 Page 5

feet if high range water reducing agents are used) unless suitable equipment is used to prevent .
segregation. Hoppers and chutes, pipes, or "elephant trunks" shall be used to reduce free fall heights.
Immediately after placement, the concrete shall be consolidated by spading and vibrating or spading
and hand tamping to ensure smooth surfaces and dense concrete. Each layer shall be consolidated to
insure monolithic bond with the preceding layer. Excessive vibration which results in segregation of
materials will not be allowed. Vibration will not_be used to make the concrete flow in the forms.
If the surface of a layer of concrete in place sets to the degree that it will not flow and merge with the
succeeding layer when spaded or vibrated, the placement of concrete will be discontinued and a
construction joint will be made.
If placing is discontinued when an incomplete horizontal layer is in place, the unfinished end of the layer
shall be formed by a vertical bulkhead.
13. CONSTRUCTION JOINTS
Construction joints shall be made at the locations shown on the drawings. If construction joints are needed
which are not shown on the drawings, they shall be placed in locations approved by the project designer or
designated representative.
Steel tying and form construction adjacent to concrete in place shall not be started until the concrete has
cured at least 12 hours. Before new concrete is deposited on or against concrete that has hardened, the
forms shall be re -tightened. New concrete shall not be placed until the hardened concrete has cured at
least 12 hours.
Surfaces of construction joints shall be cleaned of all unsatisfactory concrete, laitance, coatings or debris
by washing and scrubbing with a wire brush or wire broom or by other means approved by the project
designer or designated representative.
Surfaces shall be kept moist for at least 1 hour prior to placement of the new concrete
14. EXPANSION AND CONTRACTION JOINTS
Expansion and contraction joints shall be made only at locations shown on the drawings
Expansion joints shall be free of mortar and concrete. Preformed expansion joint filler shall be held
firmly in the correct position as the concrete is placed. Joint filler shall be left exposed for its full length
with clean and true edges.
Contraction or "control" joints shall be formed in fresh concrete either by hand -tooling or by saw -cutting.
Joints shall be formed as soon as is practical after concrete finishing, but in no case later than 8 hours after
concrete has been placed, unless approved by the project designer. Control joints in slabs shall be formed
to a depth of 1/4 of the slab thickness. Control joints in walls and curbs shall be formed to a depth of 1/8 of
the wall thickness on each side.
If specified, horizontal and/or vertical joints shall be sealed with a suitable joint sealer after the
concrete has thoroughly hardened, according to the manufacturer's recommendations.
NRCS-NC-CTA DECEMBER 2010 Page 6

15. WATERSTOPS
Waterstops shall be held firmly in the correct position as the concrete is placed. Joints in metal water
stops shall be soldered, brazed, or welded. Joints in rubber or plastic waterstops shall be cemented,
welded, or vulcanized, as recommended by the manufacturer.
16. REMOVAL OF FORMS
Forms shall not be removed before the following minimum time intervals.
Concrete Item Time
Beam bottom forms and temporary supports
14 days
Roof or deck slabs
14 days
Columns
7 days
Bearing walls (with side or vertical load)
24 hrs.
Non -bearing walls (with no side or vertical load)
24 hrs.
Sides of beams and ground slabs
24 hrs.
Forms shall be removed in such a way as to prevent damage to the concrete. Supports shall be removed
in a manner that will permit the concrete to take the stresses due to its own weight uniformly and
gradually.
7. FINISHING FORMED SURFACES
Immediately after the removal of forms:
a. All fins and irregular projections shall be removed from the exposed concrete surfaces.
b. Where holes were produced on the surfaces by the removal of form ties, cone -bolts, or she -bolts, and
where minor areas of the concrete surface are "honeycombed," the areas shall be cleaned, wetted and filled
with a dry pack mortar consisting of 1 part portland cement, 3 parts sand that will pass a No. 16 sieve, and
just sufficient water to produce a consistency such that the filling is at the point of becoming rubbery when
the material is solidly packed.
8. FINISHING UNFORMED SURFACES
All exposed surfaces of the concrete shall be accurately screeded to grade to provide positive drainage and
to prevent "bird baths" from forming. Excessive floating or troweling of surfaces while the concrete is soft
will not be permitted.
In areas not subject to cattle or vehicular traffic, concrete surfaces shall be provided with a broom finish. In
areas subject to cattle or vehicular traffic, concrete shall be provided with a grooved finish. Grooving shall
consist of 3-5" c-c spacing x 1/2-3/4" wide x 1/4-318" deep grooves.
The addition of dry cement or water to the surface of screeded concrete to expedite finishing will not
be allowed. Joints and edges on surfaces that will be exposed to view shall be uniformly chamfered
or finished with a molding tool.
CS-NC-CTA DECEMBER 2010 Page 7

19. CURING
Concrete shall be prevented from drying for at least 7 days after it is placed. Exposed surfaces shall be kept
moist during this period by fog spraying or by covering with continuously moistened canvas, burlap, straw,
sand or other approved material unless the exposed surfaces are sprayed with a curing compound. Forms
left in place during the curing period shall be kept wet.
Concrete, except at construction joints, may be coated with a curing compound in lieu of continued
application of moisture. The compound shall be sprayed onmoist concrete surfaces as soon as free water
has disappeared. but shall not be applied to any surface until patching, repairs and finishing of that surface
are completed.
Curing compound shall be white pigmented and applied in a uniform layer over all surfaces requiring
protection at a rate of not less than 1 gallon per 150 square feet.
Curing compound shall not be applied to surfaces requiring bond to subsequently placed concrete or joint
sealer, such as construction and control joints, shear plates, reinforcing steel and other embedded items. If
control joints are formed prior to the placement of curing compound, care shall be taken not to spray
compound in the groove.
If the curing compound membrane is damaged during the curing period, including being exposed to
heavy rain or running water within 3 hours of application, the damaged area shall be re -sprayed at the
rate of application specified above.
Surfaces covered by the membrane shall not be trafficked unless protected from wear
). REMOVAL AND REPLACEMENT REPAIR
.Major areas of concrete that are "honeycombed" shall be cleaned, reformed, placed and cured.
'. CONCRETING IN COLD WEATHER
Concrete shall not be mixed or placed when the daily atmospheric temperature is less than 40°F unless
facilities are provided to prevent the concrete from freezing. The use of accelerators or antifreeze
compounds will not be Permitted
The temperature, of the concrete at the time of placing shall not be less than 50OF and shall be
maintained at temperatures not less than 40OF for a period of 3 days.
Concrete placement will not be permitted between November 15 and April 1 unless procedures for
cold weather concreting are provided. Such procedures include:
a. Use of warm (50°F or more) concrete
b. Adequate protection from the weather - including the use of artificial heat to prevent the temperature of
the concrete from falling below 40OF for a period of 3 days.
Regardless, concrete placement will not be permitted when the temperature during placement and
the following 24 hours is predicted to fall below 32°F.
'' ivy Cie DECEMBER2010 Page

22. CONCRETING IN HOT WEATHER
The concrete supplier shall apply effective means to maintain the temperature of concrete below 90°F
during mixing and conveying. Concrete with a temperature above 90OF shall not be placed.
The Contractor shall keep the subgrade (if exposed) and reinforcement cool and damp by fog spray or other
means prior to concrete placement. .
Placement times for concreting in hot weather shall be reduced as shown in Section 11.
After concrete placement, exposed surfaces shall be continuously moistened by means of fog spray or
otherwise protected from drying during the time between placement and finishing and after finishing. If
concrete is placed during hot and windy weather, the project designer may require use of an Evaporation
Retardant prior to finishing and curing.
During periods of hot weather, the Contractor shall schedule concrete placement early in the day and/or
reduce placement sizes, to avoid concrete placement in the mid -day heat, and to possibly avoid some of
the special requirements listed above..
23. BACKFILLING NEW CONCRETE WALLS
Backfilling and compaction of fill adjacent to new concrete walls shall not begin in less than 14 days after
placement of the concrete. If backfilling can be accomplished on both sides of the wall simultaneously,
then it shall not begin in less than 7 days after placement of the concrete.
Heavy equipment will not be allowed within 3 feet of a new concrete wall. Provide Compaction within
feet of the wall by means of hand tamping or small hand directed power equipment.
The backfill material shall meet the requirements and gradation as shown on the drawings or as specified
.in Section 26. The backfill shall be placed in uniform layers of not more than 8 inches deep prior to
compaction. Compaction of each layer of backfill shall be by 2 passes over the entire surface layer with a
vibrating plate manually directed power compactor or by an approved equivalent method.
24. STRUCTURES INSTALLED ACCORDING TO STANDARD DETAIL DRAWINGS PREPARED BY OTHERS
Structures shall be installed exactly as shown on the Standard Detail Drawings approved by NRCS. Two
copies of the drawings and specifications for each project shall be provided to NRCS prior to construction.
All materials furnished and.installed shall conform to the quality and grade noted on the drawings and
specifications.
Modifications of the structure outside the limits shown shall not be made without prior review and approval
by NRCS. The supplier/contractor who submitted the original Standard Detail Drawings shall be
responsible for making changes. Sufficient documentation to allow adequate review of the proposed
modification shall accompany any request for a change.
At the completion of the project, the supplier/contractor shall furnish written certification that all aspects of
the installation are in conformance with the requirements of the Standard Detail Drawings approved by
NRCS; and a copy of a set of concrete cylinder test breaks for both floors and walls.
All warranted structures and equipment shall be in writing with the warranty provided to the landowner prior
to the projects final acceptance. All structures and equipment installed shall have written operation and
maintenance instructions and shall be provided to the landowner prior to the projects final acceptance.
NRCS-NC-CTA DECEMBER 2010 Page 9

National Standard Material Specifications
Part 642 —National Engineering Handbook
Material Specification 537—Nonmetallic Waterstops
1, Scope
This specification covers nonmetallic waterstops for
use in joints of concrete structures.
2. Classification
Classes—Nomnetallic waterstops shall be of the
following classes; as specified:
Class I shall be fabricated of either natural or
synthetic rubber.
Class II shall be fabricated of vinyl chloride
polymer or copolymer.
Types —Nonmetallic waterstops may be either split,
or solid and shall conform to the following types, as
specified (see fig. 537-1):
Type A shall have ribbed anchor flanges and a
smooth web. Flanges may be of uniform
thickness or may have either a converging or a
diverging taper toward the edges.
Type B shall have ribbed anchor flanges and a
smooth web containing a hollow tubular center
bulb having a wall thickness equal to at least one-
half the web thickness, and the inside diameter
(D) specified in the specifications or shown on
the drawings. Flanges may be of uniform
thickness or may have either a converging or a
diverging taper toward the edges.
Type Cshall have a single, circular bulb -type
anchor flange at each edge and a smooth web.
Type D shall have a single, circular bulb -type
anchor flange at each edge and a smooth web
containing a hollow tubular center bulb having a
wall thickness equal to a least one-half the
thickness of the web, and the inside diameter (D)
specified in the contract.
Type L shall have ribbed anchor flanges and a
web molded or extruded in the form of a round or
U-shaped bulb of the dimensions specified in the
contract or shown on the drawings. The web bulb
shall be connected at the open-end of the U by a
thin membrane having a minimum thickness of
1164 inch and a maximum thickness of 115 of the
web thickness and design to prevent infiltration
of wet concrete into the bulb and to tear when
expansion of the joint occurs. Flanges may be of
uniform thickness or may have either a
converging or a diverging taper toward the edges.
Auxiliary positioning or nailing flanges may be
provided as long as the functioning of the web
bulb is not altered.
Type F shall have ribbedanchor flanges with at
least two extra heavy ribs designed to resist
displacement of the waterstop during concrete
placement on each flange, and a smooth web
having'a positioning or nailing flange attached at
the center.
Type G shall be of special design conforming to
the details shown on the drawings.
Figure 537-1 Types of nonmetallic waterstops
Type
Types fLJZfLfLJ'LJ /_]��
I I
Type C
Type D
Type E
Type F
(210-VI-NEH, May 2001) 537- 1

National Standard Material Specifications
Part 642 — National Engineering Handbook
Sizes—Waterstops of types A through F shall be of
the sizes specified in the specifications or shown on
the drawings and listed in table 537-1 of this
specification. Type G waterstops shall have the
dimensions shown on the drawings.
Table 537-1 Sizes of waterstops
Size Web thickness (T) Width (W)
designation (inches) . (inches)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
1116
3/32
3/32
3/32
3/32
I/8
1 /8
1/8
5/32
5/32
5/32
3/16
3/16
3/16
3/16
1/4
1/4
3/8
3/8
3/8
1/2
1/2
1/2
5 1/4
3 3/4
4
5 1/4
6
4
5 1/4
6
4
4 112
9
4
5
6
9
6
9
5
6
9
6
9
3. Physical requirements
The extruded or molded material shall exhibit the
properties specified herein when tested by the
methods specified in section 4 of this speciflcation.
Class I waterstops
• Hardness as determined by the Shore A
durometer method shall be a minimum of 60.
• Specific gravity shall be a maximum of 1.2.
• Tensile strength shall be a minimum of 2,500
pounds per square inch.
• Ultimate elongation shall be a minimum of
450 percent.
• Compression set shall be a maximum of 30
percent.
• Water absorption in weight measurements
shall not exceed 5 percent.
• Decrease in tensile strength and ultimate
elongation after aging shall not exceed 20
percent.
• There shall be no sign of failure due to
brittleness at a temperature of minus 35
degrees Fahrenheit.
Class II waterstops
• Hardness as determined by the Shore A
durometer method shall be a minimum of 60.
• Specific gravity shall be a maximum of 1.4.
• Tensile strength shall be a minimum of 1,400
pounds per square inch.
• Ultimate elongation of the web shall be a
minimum of 280 percent, and the flanges shall .
be a minimum of 200 percent.
• There shall be no sign of failure due to flange
brittleness at a temperature of 0 degrees
Fahrenheit nor of web brittleness at a
temperature of minus 35 degrees Fahrenheit.
• Decrease in either tensile strength or ultimate
elongation after accelerated extraction shall
not exceed 15 percent.
• Results of alkali exposure:
a. After immersion for 7 days, the sample
shall exhibit no loss of weight and a
maximum weight gain of 0.25 percent, and
the hardness measured by the Shore A
durometer method shall not vary more than
5 points either plus or minus from the
untreated sample.
b. After immersion for 36 days, the sample
shall exhibit no loss of weight and a
maximum weight gain of 0.40 percent, and
the dimensions of the treated sample shall
not vary by more than I percent G'om the
untreated sample.
537.2 (210-VI-NEH, May 2001)

National Standard Material Specifications
Part 642—National Engineering Handbook
4. Test methods
Testing shall be conducted by the methods cited
herein. All cited test methods are included in ASTM
as follows:
a. Hardness shall be determined by ASTM D
2240.
b. Specific gravity shall be determined by ASTM
D 792.
c. Tensile strength shall be determined by ASTM
D 412 for Class I waterstops and ASTM D
638 for Class II waterstops.
d. Ultimate elongation shall be determined by
ASTM D 412 for Class I waterstops and
ASTM D 638 for Class II waterstops.
e. Compression set shall be determined by
ASTM D 395.
f. Water absorption shall be determined by
ASTM D 570.
g. Tensile strength and ultimate elongation after
aging shall be determined by ASTM D 412 for
Class I waterstops and ASTM D 638 for Class
IIwaterstops..
h. Brittleness shall be determined by ASTM D
746 for Class II waterstops.
i. Accelerated extraction shall be accomplished
by procedures outlined by United States Army
Corps of Engineers MACE), Concrete
Research Division (CRD) C 572 under the
following conditions:
(1) Samples shall not be less than 1/16 inch
nor more than 1/8 inch in thickness,
(2) The immersion medium shall be a
solution prepared by dissolving 5 grams
of chemically pure sodium hydroxide
and 5 grams of chemically pure
potassium hydroxide in 1 liter of water.
(3) The samples shall be immersed in the
medium for 14 days at a temperature of
145 degrees Fahrenheit, plus or minus 5
degrees Fahrenheit.
(4) Duridg the period of immersion, air shall
be gently bubbled through the medium
from a 0.25-inch diameter glass tube at
an approximate rate of one bubble per
second.
(5) Fresh medium shall be provided each
day.
(6) Samples need not be dipped in acetone.
j. The effects of alkalies shall be determined by
USACE CRD C 572 under the following
conditions:
(1) Sample shall have a maximum thickness
. of 0.25 inch.
(2) The immersion medium shall be as
described for accelerated extraction
above.
(3) Fresh medium shall be provided every
7days.
(4) The samples shall be immersed in the
medium for 30 days.
(5) Samples need not be dipped in acetone.
5. Condition
Waterstops shall be extruded or molded in such a
manner that the material is dense and homogeneous
throughout and free from voids, tears, thins,
indentations, or other imperfections. Unless
otherwise specified, waterstops shall be symmetrical
in shape and uniform in dimensions and shall be
furnished in continuous strips a minimum length of
50 feet. Factory splices shall have a minimum
tensile strength of 50 percent of the unspliced
section,
6. Packaging and storing
Waterstops shall be packaged and stored by methods
that provide protection from prolonged exposure to
direct sunlight and/or excessive heat.
(210-V I-NEH, May 2001) 537 -3

Tommy Welch - RANDOLPH COUNTY, NC
SEEDING SPECIFICATIONS
A. Site Preparation
1. Smooth land to fill rills and washes so runoff will not be concentrated and to
provide uniform slopes.
2. Perform all land preparation and seeding on the general contour.
B. Seedbed Preparation
1. Prepare a seedbed 3 to 5 inches deep or as determined by NRCS or District
personnel on site. Scarify the surface with suitable equipment such as a chain
harrow, grader with chisels attached or with hand tools. Ripping chisels or tools
must be spaced not more than 12" apart.
C. Seeding
1. Use a cyclone seeder, brillion-type seeder, or other appropriate seeding apparatus
to achieve a %2 inch seeding depth. Where a cyclone seeder is used, cross seed by
seeding one half of the seed in one direction and the other half at right angles.
When the seed are broadcast, cover them to a'/2 inch depth and cultipack the
entire area immediately following seeding. All operations using a brillion-type
seeder or cultipacker should be done across the slope.
2. Hydraulic seeding - Mix the fertilizer, seed and wood cellulose fiber mulch with
water and apply the slurry uniformly over the area being treated. The slurry must
be applied within one hour after mixing the seed with the fertilizer.
3. Mulching - Mulch all areas immediately after seeding. Mulch must cover 75% of
the surface area.
D. Temporary Seeding
1. Provide temporary seeding during the late winter and summer months (see list
below). Permanent seeding should be established as soon as possible based on
appropriate seeding dates.
E. Lime, Fertilizer, and Seed
Estimated Area = acres* Area to be determined near time of seeding
Seeding Dates
Amount
60 tbs. of fescue (KY -3 1) per acre
Aug. 15 - Oct 31 =
tbs
(permanent)
Feb. 15 - April 15
8 tbs. Common Bermudagrass (hulled)
Apr. 15 —June 30 =
lbs.
(unhulled)
Feb. - March
50 tbs. of rye -grain per acre (temporary)
Nov. 1 - Feb. 14 =
lbs.
40 lbs. of browntop millet per acre
April 15 - Aug 15 =
(temporary)
lbs.
250 tbs. of 46% phosphate per acre
=
lbs.
1000 tbs. of 10-10-10 fertilizer per acre
=
lbs.
4000 tbs. of lime per acre
=
lbs.
125 bales of straw per acre
=
bales
_* Measure area(s) to be seeded prior to seeding and adjust acreage
and quantities of
seeding materials accordingly.

RECEIVED
State of North Carolina tR
t of ENR
Department of Environment and Natural Resources Division of Water Resources .sa1em
Animal Feeding Operations Permit Application Form office
(THIS FORM MAY BE PHOTOCOPIED FOR USE AS AN ORIGINAL)
State General Permit — New or Expanding Animal Waste Operations
1. GENERAL INFORMATION:
1.1 Facility name: TBW Cattle
1.2 Print Land Owner's name: Tommy Welch RECEIVED/DENR/DWR
1.3 Mailing address: P.O. Box 310
City, State: Sophia, NC Zip:27350 HP 09 2014
Telephone number (include area code): (336 ) 382 - 2549 cell Water Quality Regional
1.4 Physical address: 3601 Millikan Rd Operations Section
City, State: Sophia, NC Zip: 27350
Telephone number (include area code): ( 336 ) 382 - 2549
1.5 County where facility is located: Randolph
1.6 Facility location (directions from nearest major highway, using SR numbers for state roads): From Hwy 220 ByRass, take
Hwv 311 North approximately 2.5 miles: Millikan Rd is on left Operation located at end of Millikan Rd (dead-end) on
right
1.7 Farm Manager's name (if different from Land Owner): same
1.8 Lessee's / Integrator's name (if applicable; circle which type is listed): N/A
1.9 Facility's original start-up date: 1978 Date(s) of facility expansion(s) (if applicable): 2000
2. OPERATION INFORMATION:
2.1 Facility number: 76-61
2.2 Operation Description:
Please enter the Design Capacity of the system. The "No. of Animals" should be the maximum number for which the waste
management structures were designed.
Type of Swine No. of Animals
❑ Wean to Feeder
❑ Feeder to Finish
❑ Farrow to Wean (# sow) _
❑ Farrow to Feeder (# sow) _
❑ Farrow to Finish (# sow) _
❑ Wean to Finish (# sow) _
❑ Gilts
❑ Boar/Stud
❑ Other Type of Livestock on the farm: _
Type ofPoultry No. of Animals
❑ Layer
❑ Non -Layer
❑ Turkey
❑ Turkey Poults _
Type of Cattle
❑ Beef Brood Cow
❑ Beef Feeder
X Beef Stocker Calf
❑ Dairy Calf
❑ Dairy Heifer
❑ Dry Cow
❑ Milk Cow
No. of Animals:
No. of Animals
450
FORM: AWO-STATE-G-N/E 1/10/06 1 Page 1 of 5

2.3 Acreage cleared and available for application (excluding all required buffers and areas not covered by the application
system): 94_10 Required Acreage (as listed in the CAWMP): 53
2.4 Number of lagoons: _ Total Capacity (cubic feet): _ Required Capacity (cubic feet):
Number of Storage Ponds: 1 Total Capacity (cubic feet): 5456 Required Capacity (cubic feet): 5110
2.5 Are subsurface drains present within 100' of any of the application fields? NO
2.6 Are subsurface drains present in the vicinity or under the waste management system? NO
2.7 Does this facility meet all applicable siting requirements? YES
3. REQUIRED ITEMS CHECKLIST:
Please indicate that you have included the following required items by signing your initials in the space provided next to each
item.
Applicants Initials
3.1 One completed and signed original and two copies of the application for State General Permit - }
Animal Waste Operations; kt/
3.2 Three copies of a general location map indicating the location of the animal waste facilities and
field locations where animal waste is land applied and a county road map with the location of the
facility indicated;
3.3 Three copies of the entire Certified Animal Waste Management Plan (CAWMP). If the facility
does not have a CAWMP, it must be completed prior to submittal of a permit application for
animal waste operations.
The CAWMP must include the following components. Some of these components may not have been required at the time
the facility was certified but should be added to the CAWWP for permitting purposes:
' 3.3.1 NRCS Site Evaluation Form NC-CPA-17 or equivalent
A1�i1 3.3.2 A hazard classification of the proposed lagoons, if required
A 3.3.3 Documentation that proposed swine facilities meet the Swine Farm Siting Act, including a site map prepared by
a Registered Land Surveyor. The scale of this map shall not exceed 1 inch = 400 feet. At a minimum, the site
map shall show the distance from the proposed houses and lagoons to occupied residences within 1500 feet,
schools, hospitals, churches, outdoor recreational facilities, national parks, state parks, historic properties, or
child care centers within 2500 feet, property boundaries within 500 feet, water supply wells within 500 feet.
The map shall also show the location of any property boundaries and perennial streams or rivers located within
75 feet of waste application areas.
NIA 3.3.4 Documentation showing that all adjoining property owners, all property owners who own property located
across a public road, street, or highway from the facility, the local health department, and the county manager
or chair of the county board of commissioners if there is no county manager, have been notified by certified
mail of your intent to construct or expand a swine farm at this location.
Nlf! 3.3.5 A wetlands determination
✓3.3.6 The lagoon/storage facility design
/3.3.7 Proposed runoff control measures, if required
✓ 3.3.8 Irrigation or other land application method design
'3.3.9 The Waste Utilization Plan (WUP) must include the amount of Plant Available Nitrogen (PAN) produced and
utilized by the facility
�3.3.10 The soil series present on every waste disposal field
'3.3.11 The crops grown on every waste disposal field
i3.3.12 The Realistic Yield Expectation (RYE) for every crop shown in the WUP
.3.3.13 The PAN applied to every waste disposal field
3.3.14 The waste application windows for every crop utilized in the WUP
,3.3.15 The required NRCS Standard specifications
FORM: AWO-STATE-G-N/E 1/10/06 Page 2 of 5

-3.3.16 Emergency Action Plan
'3.3.17 Insect Control Checklist with options noted
'3.3.1 S Odor Control Checklist with options noted
�3.3.19 Mortality Control Checklist with options noted
,I�4 3.3.20 Documentation proving this facility is exempt from the Moritoria on Construction or
Expansion of Swine Farms, if the application is for a swine facility
3.3.21 A map showing the topography of the proposed facility location showing features
that affect facility design, the dimensions and elevations of any existing facilities,
the fields used for waste application, and areas where surface runoff is to be
controlled
If your CAWMP includes any components not shown on this list, please include the additional components with your
submittal. (Composting, waste transfers, etc.)
4. APPLICANT'S CERTIFICATION:
I,
(Land Owner's name listed in question 1.2), attest that
this application for G ) C�4r 7 (Facility name listed in question 1.1)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that if all required parts of this
application are not completed and that if all required supporting information and attachments are not included, this application package
will be returned to me asAcomnlete. _
Signature
Date ��((
5. MANAGER'S CERTIFICATION: (complete only if different from the Land Owner)
I,
(Manager's name listed in question 1.6), attest that this
application for (Facility name listed in question 1.1)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that if all required parts of this
application are not completed and that if all required supporting information and attachments are not included, this application package
will be returned as incomplete.
Signature
Date
THE COMPLETED APPLICATION PACKAGE, INCLUDING ALL SUPPORTING INFORMATION AND MATERIALS,
SHOULD BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DIVISION OF WATER RESOURCES
AQUIFER PROTECTION SECTION
ANIMAL FEEDING OPERATIONS UNIT
1636 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1636
TELEPHONE NUMBER: [phone]
FAX NUMBER: [phone]
FORM: AWO-STATE-G-N/E 1/10/06
Page 3 of 5

6. SURFACE WATER CLASSIFICATION:
This form must be completed by the appropriate DWR regional office and included as a part of the
project submittal information.
INSTRUCTIONS TO NC PROFESSIONALS:
The classification of the downslope surface waters (the surface waters that any overflow from the facility would flow toward) in
which this animal waste management system will be operated must be determined by the appropriate DWR regional office.
Therefore, you are required, prior to submittal of the application package, to submit this form, with items 1 through 6
completed, to the appropriate Division of Water Resources Regional Aquifer Protection Supervisor (see page 6 of 10). At a
minimum, you must include an 8.5" by I I" copy of the portion of a 7.5 minute USGS Topographic Map which shows the
location of this animal waste application system and the downslope surface waters in which they will be located. Identify the
closest downslope surface waters on the attached map copy. Once the regional office has completed the classification,
reincorporate this completed page and the topographic map into the complete application form and submit the
application package.
6.1 Farm Name: TBW Cattle
6.2 Name & complete address of engineering firm:
Telephone number: (
6.3 Name of closest downslope surface waters: Caraway Creek
6.4 County(ies) where the animal waste management system and surface waters are located: Randolph
6.5 Map name and date: Randleman, N.C. 1970. Photorevised 1981. }
6.6 NC Professional's Seal (If appropriate), Signature, and Date:
TO: REGIONAL AQUIFER PROTECTION SUPERVISOR
Please provide me with the classification of the watershed where this animal waste management facility will be or has been
constructed or field located, as identified on the attached map segment(s):
Name of surface waters: Caraway Creek, Yadkin -Pee Dee River Basin
Classification (as established by the Environmental Management Commission): Class C
Proposed classification, if applicable: Not applicable
Signature of regional office personnel) l IA�" , 2 AA I JAA LJ Date: July 11, 2014
(All attachments must be signed) D W A — w s 2d
IFORM: AWO-STATE-G-N/E 1/10/06 Page 4 of 5

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Scale 1"=100'
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Machinery load is not transferred
to the wall. Lateral earth pressure
is not increased.
/ None — No Machinery
Except for Light Mowing Equipment
MACHINERY LOADING CONDITIONS
Push —Off
See Dwg. PA-040
Structural Slab
See Dwg. PA-042
L- ,
Machinery load is transferred to the
vertical wall. Lateral earth pressure
is not increased.
A. Structural Slab or
Push —Off on Wall
Non —Structural slat
(on or adjacent to
the wall)
•a
Machinery load results in greater
lateral earth pressure.
B. Nonstructural Slab
Adjacent to or on Wall
T—Wall
Dwg. No.
Backfill
Range (Ft.)
Machinery .
Loading Conditions
Backfill Soils and Pressure (EFP)
PA-028C
2
To
5
NONE
G50% Fines; 60 PSF EFP
Unified Classification;
GP,GW,SP,SW,SM,SC,GM,GC
PA-028B
5 To 8
A
PA-028D
5 To 8
A,B
PA-028A
5 To 8
A,B,C.
PA-028G
2
To
5
NONE
Fines; 85 PSF EFP
CUn�iifiedssification; All ShownPlus ML,CL,MH,CH
PA-028F
3 To 8
A,g
PA-028E
0 To 8
A,B,C
MAX. MAX.
5000 LBS. 5000 LBS.
Machinery load results in
maximum lateral earth pressure.
C. Machinery on Soil
CIRCLE THE MACHINERY LOADING
CONDITION FOR EACH WALL TO BE
CONSTRUCTED IN THIS PLAN.
(ADAPTED FROM WI-580, APRIL 2005)
PM DISIM ME

APPROXIMATE CONCRETE AND REBAR QUANTITIES FOR 8-FOOT WALLS
WALL DRAWING NUMBER
COMMENTS
PA-028G
PA-028A
PA-0286
PA-028C
PA-028D
PA-028E
PA-028F
CONCRETE
CU. YDS./LIN. FT.
0.52
0.47
0.47
0.47
0.58
0.52
0.47
OF WALL
REBARS
FT./LIN. FT.
OF WALL
*INCLUDES SPLICE
DISTANCES WITH
*
20' BAR LENGTHS
4
25.0
24.7
40.7
24.7
18.8
10.7
24.7
ASSUMED, SEE
*
EFFECTIVE BAR
5
24.7
24.9
8.7
14.7
31.6
39.3
24.9
LENGTH BELOW.
REBAR MISCELLANEOUS DATA
BAR SIZE
WEIGHT
SPLICE LENGTHS
*EFFECTIVE BAR LENGTH
(LBS./FT.)
(INCHES)
(FT.)
#3
0.376
12
19.0
#4
0.668
16
18.7
#5
1.043
20
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(ADAPTED FROM WI-580A, APRIL 2005)� a�
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PAY

GUTTER AND DOWNSPOUT DESIGN PROCEDURE
BASED ON TECHNICAL NOTE 1, 1986 and FOTG 558-NC
FOR "Ogee" or "K" style gutters PJC 7-28-04
Instructions: Edit blue numbers and evaluate results within this blue box.
Gutter slope is assumed to be 1/16 in. per foot (1" in 16 feet). Typical fbd =0.5 in.
Note: Gutter dimensions vary by manufacturer or by model of seamless gutter machine.
6.00
'fbd
D 0.50
f 4.90 i
Avg Gutter sizes:. 1
T 5.0 6.0
D 3.4 4.9 I
* 3.3 4.0
Downspouts: 4.00 2.00
2x3 3x4
Gutter cross section
Roof width (horiz.slope length) = 35 ft. from peak to gutter
Downspout Size = 3 x 4 in. (width x thickness)
(note: A 3x4 downspout fits into a 4" pipe.)
RESULTS
For single downspout: Downspout limits flow 0.264 cfs max at outlet.
For twin downspout: Gutter limits flow 0.366 cfs max at outlet.
For 10-Year Rainfall:
Max roof Area for each downspout = 1,586 s.f. or 45 ft. gutter length per downspout
Roof Area for each twin downspout = 2,195 s.f. or 63 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0058 cfs er ft
For 25-Year Rainfall:
Max roof Area for each downspout = 1,321 s.f. or 38 ft. gutter length per downspout
Roof Area for each twin downspout = 1,829 s.f. or 52 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0070 cfs per ft
Material Thickness:
Aluminum: min 0.027in.gutters, 0.020in. downspouts, Steel: min. 28ga gutters, 28ga downspouts
Owner Name: Tommy Welch Barn 1 Right Back Section
Designed By: R. Lin Taylor
Date: 5/23/2011
Design Notes: Back Section of Barn 1 Right

CALCULATIONS
Gutter Top Width
T =
6
in.
measured to front edge
Gutter Total Depth
D =
4.9
in.
measured at back of gutter
Gutter Bottom Width
B =
4
in.
width of flat bottom portion
Freeboard
fbd =
0.5
in.
freeboard (usually 1/2 inch)
FULL FLOW IN GUTTER
Gutter Slope
Slope =
default
1/16 in. per foot (V in 16 feet)
10year, 5 minute rainfall
Pio =
0.60
in.
from FOTG 558-NC
25year, 5 minute rainfall
P25 =
0.72
in.
from FOTG 558-NC
Depth Less Freeboard
d =
4.4
Front Offset
O =
2
in.
Gutter End Area
Ag =
22.00
sq.in.
(d * B) + 0.5(d * O)
Wetted Perimeter p =
Hydraulic Radius r =
Gutter Flow q9 =
DOWNSPOUT FLOW (ORIFICE FLOW LIMITS):
Downspout Area Ad =
Downspout flow qd =
Twin downspout flow qd2 =
DESIGN FLOW RATE:
Limiting flow rate q design=
Limiting flow rate w/Paired dnspt. q paired =
ROOF AREA PER DOWNSPOUT:
Max Roof Area for 10 year rain Aroof 10 =
Downspout Spacing 10 yr rain
Spac10 =
Max Roof Area for 25 year rain
Aroof 25 =
Downspout Spacing 25 yr rain
Spac25 =
Paired Downspout option:
Max Roof Area for 10 year rain
Aroof 10 =
Gutter Length per Downspout 10 year
Spac10 =
Max Roof Area for 25 year rain
Aroof 25 =
Gutter Length per Downspout 25 year
Spac25 =
13.23 in.
0.139 ft. Ag/p
0,366 cfs Tech. Note 1 Roof Runoff Mgt. 1986
qa = 0.0621 * rm * Ag
eq. 5. (assume n=0.012 dirty gutter)
12.0 sq.in.
0.264 cfs. Tech. Note 1, eq. 9.
qd=0.0105*Ad*d112
0,529 cfs. If downspt limits flow, can use two
downspouts together.
0.264 CfS. For single downspout: Downspout limits flow
0
0.366 cfs. For twin downspout: Gutter limits flow
1,586 s.f. Derived from Tech Note 1 eqn. 11
45 ft. Aroof = q * 3600 / P
1,321 s.f.
38 ft.
2,195 s.f. Using 2 downspouts close together
63 ft.
1,829 s.f. Using 2 downspouts close together
52 ft.

OUTLET PIPE FLOW RATES:
Pipe Flowrate per ft gutr 10 year rain gpjp,10= 0.00583 cfs/ft pipe design flow rate per foot of gutter
Pipe Flowrate per ft gutr 25 year rain gpip,25= 0,00700 cfs/ft pipe design flow rate per foot of gutter

GUTTER AND DOWNSPOUT DESIGN PROCEDURE
BASED ON TECHNICAL NOTE 1, 1986 and FOTG 558-NC
FOR "Ogee" or "K" style gutters PJC 7-28-04
Instructions: Edit blue numbers and evaluate results within this blue box.
Gutter slope is assumed to be 1/16 in. per foot (V in 16 feet). Typical fbd =0.5 in.
Note: Gutter dimensions vary by manufacturer or by model of seamless gutter machine.
6.00
f 4.90 fbd 0.50
U � t-
Avg Gutter sizes:
T 5.0 1 6.0
D 3.4 1 4.9
B 3.3 1 4.0 B
Downspouts: 4.00 2.00
2x3 3x4
Gutter cross section
Roof width (horiz.slope length) = 35 ft. from peak to gutter
Downspout Size = 4 x 5 in. (width x thickness)
(note: A 3x4 downspout fits into a 4" pipe.)
RESULTS
For single downspout: Gutter limits flow 0.366 cis max at outlet.
For twin downspout: Gutter limits flow 0.366 cfs max at outlet.
For 10-Year Rainfall: '
Max roof Area for each downspout = 2,195 s.f. or 63 ft. gutter length per downspout
Roof Area for each twin downspout = 2,195 s.f. or 63 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0058 cfs er ft
For 25-Year Rainfall:
Max roof Area for each downspout = 1,829 s.f. or 52 ft. gutter length per downspout
Roof Area for each twin downspout = 1,829 s.f. or 52 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0070 cis per ft
Material Thickness:
Aluminum: min 0.027in.gutters, 0.020in. downspouts, Steel: min. 28ga gutters, 28ga downspouts
Owner Name: Tommy Welch Barn 1 Right Back Section
Designed By: R. Lin Taylor
Date: 5/2012011
Design Notes: Back Section of Barn 1 Right

Gutter Top Width
Gutter Total Depth
Gutter Bottom Width
Freeboard
FULL FLOW IN GUTTER
Gutter Slope
10year, 5 minute rainfall
25year, 5 minute rainfall
Depth Less Freeboard
Front Offset
Gutter End Area
Wetted Perimeter
Hydraulic Radius
Gutter Flow
CALCULATIONS
T = 6 in. measured to front edge
D = 1 4.9 lin. measured at back of gutter
B = 4 in. width of flat bottom portion
fbd = 0.5 in. freeboard (usually 1/2 inch)
Slope = default 1/16 in. per foot (1" in 16 feet)
Pfo =
0.60
in.
from FOTG 558-NC
P25 =
0.72
in.
from FOTG 558-NC
d =
4.4
O =
2
in.
Ag =
22.00
sq.in.
(d * B) + 0.5(d * O)
p =
13.23
. in.
r =
0.139
ft.
Ag/p
qe =
0.366
cfs
Tech. Note 1 Roof Runoff Mgt. 1986
qg = 0.0621 * r2j" * Ag
eq. 5. (assume n=0.012 dirty gutter)
DOWNSPOUT FLOW (ORIFICE FLOW LIMITS):
Downspout Area Ad =
Downspout flow qd =
Twin downspout flow qd2 =
DESIGN FLOW RATE:
Limiting flow rate q design=
20.0 sq.in
0.440 cfs. Tech. Note 1, eq. 9.
qd=0.0105 *Ad *dv2
0.881 cfs. If downspt limits flow, can use two
downspouts together.
0.366 CfS. For single downspout: Gutter limits flow
Limiting flow rate w/Paired dnspt. q paired = 0.366 cfs. For twin downspout: Gutter limits flow
ROOF AREA PER DOWNSPOUT:
0
Max Roof Area for 10 year rain Aroof 10 = 2,195 s.f. Derived from Tech Note 1 eqn. 11
Downspout Spacing 10 yr rain
Spac10 =
63
ft. Aroof = q * 3600 / P
Max Roof Area for 25 year rain
Aroof 25 =
1,829
s.f.
Downspout Spacing 25 yr rain
Spac25 =
52
ft.
Paired Downspout option:
Max Roof Area for 10 year rain
Aroof 10 =
2,195
s.f. Using 2 downspouts close together
Gutter Length per Downspout 10 year
Spac10 =
63
ft.
Max Roof Area for 25 year rain
Aroof 25 =
1,829
s.f. Using 2 downspouts close together
Gutter. Length per Downspout 25 year
Spac25 =
52
ft.

OUTLET PIPE FLOW RATES:
Pipe Flowrate per ft gutr 10 year rain gpip,10= 0.00583 cfs/ft pipe design flow rate per foot of gutter
Pipe Flowrate per ft gutr 25 year rain gp1p,25= 0.00700 cfs/ft pipe design flow rate per foot of gutter

4 113
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Install 6' Gutter with Downspout
N p N p
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on this 40 foot section
Downspout to outlet into Diversion
c
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1 40'
110"
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Slope
J C:
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Barn 1
( N
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0
30
4
Flo a
L O
-
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F 4-1+
+'
Slope —i of
:3
Barn 3
Barn
—�
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150'
o
J
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5
e
V�
To
y e9ch.gutter
50 0 50 100
150
Drawing No.
Scale in Feet
71,70177 IMP
She of

Downspout
Elbow
Gutter slope = 1/16 in./ft. Hanger Spacing 24"—� 1/2" min. clearance
6 "Gutter / Rafter ---/ End Cap
Fascia Hoard
Fascia Board� H
Top Support Bracket Roof Slope Projection
3 " x 4 " Downspout
dl, � iZ �! i17atJ NS,�✓c «'f
Downspout Spacing = 38 feet max. gutter length per downspout
10 ft. max
GUTTER DETAIL
if NOT TO SCALE
Bottom
Support
Bracket
Surface Outlet or
Concrete Splash Pad
Natural Ground
GUTTER DOWNSPOUT DETAIL
NOT TO SCALE
Rader $ I
Wedge Shaped Stringer -
e
FASCIA AND STRINGER DETAIL
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS AND NOTES
1. Gutter shall be corrosion resistant material of sufficient thickness to prevent flexing between supports. Aluminum gutters shall have
a nominal thickness of (0.027) inches. Aluminum downspouts shall have a nominal thickness of (0.020) inches. Galvanized steel
gutters and downspouts shall be at least (28) gauge.
2. Dissimilar metals shall not be in contact with each other.
3. Gutters shall have continuous backing support with a vertical face. A wedge shaped stringer may be used for support. Rafter ends
and fascia boards shall be sound.
4. Gutter hangers shall be located a maximum of (24) inches apart and nailed to fascia board.
5. Downspouts shall be securely fastened at the top and bottom with support brackets and shall have intermediate support brackets
no more than (10) feet apart where not housed within a protective sleeve.
6. All gutter joints shall be made watertight by use of a mastic or caulking.
7. Gutters shall be placed below the roof slope line projection with a minimum Z" clearance as shown in the drawings.
8. When downspout empties onto ground, there shall be an elbow and energy dissipation device placed at end of downspout to
provide a stable outlet.
9. A protective sleeve of PVC Schedule 40 or steel pipe shall be placed around the downspout or used as downspout if exposed to
machinery traffic or livestock. Sleeve shall be a minimum height of (6) feet.
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Tommy Welch Trailer Wash Pad
Solid Separation
Calculate flow for Solid Separator Basin
Based on observations by NRCS Field Office Staff during trailer wash.
Average water quantity used during wash = 600 gallons
Time per wash = 30 minutes
600 gallons\30 minutes = 20 GPM
Design pipe flow from basin to tank Minimum 20 GPM
Convert GPM to CFS
20 GPM\448.8,= 0.0446 cfs
From Hydraulics Software
4" PVC pipe will carry 0.4 cfs
Use 4" PVC pipe from solid separator basin to concrete tank.
Calculations by:
Date: 1
Checked by: Date: ��/

Participant:
Location:
County:
Pipe Flow Formula Solution
Tommy Welch
Trailer Wash
County, NC
Designer: RLT
Date: 12/07/201 l
Checker:
Date:
Hydraulics Formula, Version 2.2.1
Wash Pad to Storage Tank
Mannings Coefficient (n): 0.012
Entrance Coefficient (Ke): 0.5
Diameter of Pipe: 4 in.
Head on Pipe: 3 ft.
Length of Pipe: 70 ft.
Pipe Capacity: 0.4 cfs
Pipe Velocity: 4.5 ft/sec
Friction Coefficient (Kp): 0.1154
Max allocable fall in pipe when
outlet is not submerged: 2.5 ft.

Weir Flow Formula Solution
Participant: Tommy Welch
Location: Seperator Riser
County: County, NC Checker:
Designer: RLTaylor Date: _
Date: 12/14/2011
Hydraulics Formula, Version 2.2.1
4 @ V x 3" slot
Weir Coefficient (C): 3.33
Length of Weir: 0.333 i+rff
Head on Weir: 0.25 ft.
Weir Capacity: 0.14 cfs u 44g• 8 GFM/C- —
Ire
y 5 la f'5 x
We; L —
�2

Tommy Welch Trailer Wash Pad
Solid Separation
Analyze Orifice Flow for Solid Separator Riser
Flow rate from Pad = 0.0446 cfs
Calculate orifice Head at slot submerged plus 1 inch.
Orifice Head = %::(slot@3") + 1" for fully submerged = 2.5" =0.208 ft.
Orifice Capacity = 0.18 cfs
0.18 cfs x 448.8 GPM/CFS = 80 GPM
Calculate orifice Head at slot submerged plus 4 inches to top of riser. ,
Orifice Head = %=(slot@3") + 4" at top of pipe before overflow = 5.5" =0.458 ft
Orifice Capacity= 0.27 cfs
0.27 cfs x 448.8 GPM/CFS = 121 GPM
Summary:
The orifice flow will not maintain a buildup of flow for very long, but with the screen separators
there should not be much solid material in suspension that would require long detention time for
settling.
Calculations by: ,✓ Date: ?//
Checked by: Date: �y/ti/&

Orifice Flow Formula Solution
Participant: Tommy Welch
Location: Seperator Riser
County: County, NC
Designer: RLTaylor Checker:
Date: 12/14/2011 Date:
Hydraulics Formula, Version 2.2.1
4 @ 1" x 3" slot
Orifice Coefficient (C): 0.6
Area of Orifice: 12 sq.in.
Head on Orifice: .208 ft.
Orifice Capacity: 0.18 cfs
/it c.bove 5ubme1-5ej

Orifice Flow Formula Solution
Participant: Tommy Welch
Location: Seperator Riser
County: County, NC
Designer: RLTaylor Checker:
Date:12/14/2011 Date:
Hydraulics Formula, Version 2.2.1
4 @ 1" x 3" slot
Orifice Coefficient (C): 0.6
Area of Orifice: 12 sq.in.
Head on Orifice: 0.458 ft.
Orifice Capacity: 0.27 cfs
Sllblher3ecl 4o� �� ai (%%�

M
❑UTSIDE EDGE OF
WALL F❑❑TING
CONCRETE TANK INSIDE DIMENSI❑NS
31.00 FT LONG X 22.00 FT WIDE
`3 1.0
PLAN VIEW
DGE OF INSIDE WALL F❑❑TING
5" SLAB
DIMENSI❑NS;
24.3 FT. LONG
15,3 FT. WIDE
FLOOR SLAB
1, The 5 inch floor slab shall be constructed by the f ollowing method:
Place concrete on top of 6 inch layer of compacted #57 gravel.
Use number 3 bars at 18 spacing each direction. Concrete cover
for steel placed in floor slab shall be 2 inch minimum.
NOT TO SCALE
IME
Tonk
1.ofI&

8„I
10-OE #4 ® 10"
MAX. BACKFILL HT. = 5 FT.
81
12" COMPACTED #57 GRAVE
4" Slotted Corrugate
Plastic Drain Pipe
MIN. BACKFILL
MIN. WIDTH j 15 FT.
3" CLEAR
7" CLEAR y
i
2" CLEAR— A #4 1 6"
3'-4"
7'-4"
3" CLEAR
BACKFILL DETAILS
SEE SHEET
CONDITIONS OF USE
BACKFILL: "2 TO 5 FEET
#5 ® 12" 0 - 100% FINES
MACHINERY SURCHARGE LOADING CONDITIONS ALLOWED: NONE
(SEE PA -DESIGN GUIDE 4)
LINEAL FEET OF WALL 106
ESTIMATED STEEL SCHEDULE (GRADE 40) (Does not include slab or splices)
NUMBER
MARK
SIZE
TYPE
R
S
LENGTH
LENGTH
216
A
4
STR
---
---
7'-0'
1512'
224
B
#5
2
4'-0"
V-0'
510"
1120'
114
C
jJ5
STR
8
D
#5
STR
---
---
39 -0 - .
• .
8
D
45
.STR
---
---
31,-0"
248'
8
D
#5
STIR
---
---
30'-0"
240'
8
D
IS
STR
---
---
22'-0'
176'
40
E
4
2
i'-0'
15'-4"
16'-4"
655'
40
1 E
I 14
.2.
1 V-0"
10'-10"
11'-10"
475'
20
N
1 -4
2
1 2'-0"
1 2'-0"
1 4'-0"
80'
DESIGN VALUES
EARTH BACKFILL: 85 PSF/FT, EQUIVALENT FLUID PRESSURE
110 PCF (SOIL WEIGHT) AND >50% FINES
3" CLEAR
MANURE: 65 PSF/FT, EQUIVALENT FLUID PRESSURE
ALL VERTICAL REBAR
MACHINERY LOADING: 0 PSF EQUIV. FLUID PRESSURE
• ULTIMATE STRENGTH DESIGN (ACI 318-99)
CONCRETE STRENGTH: 4,000 PSI REBAR: GRADE 40
B #5 © 6"
• COEFF. FRICTION SOIL/CONCRETE) = 0.5
/�
• MINIMUM SLIDING FACTOR OF SAFETY = 1.5
CONSTRUCTION JOINT
• WALL SLIDING RESTRAINT REQUIRED
MINIMUM OVERTURNING FACTOR OF SAFETY = 2.0
EXTEND SLAB STEEL
• MIN. ALLOWABLE SUBGRADE BEARING CAPACITY = 2000 PSF
�WATERSTOP
INTO FOOTING A MINIMUM
. NOT DESIGNED TO SUPPORT BUILDINGS OR ROOFS
OF 12 INCHES
3CLEAR
--_
-_ (5.0"
©.BARS
V 1
2 3 @ 18" BOTH
DIRECTIONS
2" CLEAR-o-
#57 GRAVEL
3-OD #5 © 12"� I ^2" CLEAR
3'-4"
F
12"
WALL
SECTION
l
PLACE Q BARS AT
EACH. HORIZONTAL
BAR
CONSTRUCTION JOINT
CORNER NOTES
LOCATION IN TOP
4' OF
LIQUID -TIGHT JOINT XX YES
NO 1. PLACE FIRST VERTICAL BAR AT WALL CORNER OR NO FURTHER
WALL ONLY.
---
THAN ONE-HALF BAR SPACING FROM THE INSIDE CORNER.
(5 QN BARS TOTAL
PER
LIQUID -TIGHT JOINT OPTIONS
2. HOOK CAN BE SEPARATE FROM QE BARS, PROVIDED THAT
CORNER)
MINIMUM LAP SPLICE OF 16" FOR #4 BARS IS MET.
1) NON-HETALIC WATERSTBP
3, SEE WALL SECTION FOR EXACT LOCATIONS OF©AND EE)BARS.
6' PVC @ 106 FT. LONG
12"
Im
STEEL DETAILS
BAR SIZE BEND DIAMETER SPLICE LENGTH
D INCHES INCHES (MIN.),,
#4 3 16
#5 3-3/4 20
:y IF TWO BARS OF DIFFERENT DIAMETER ARE
SPLICED, USE THE LONGER SPLICE LENGTH.
R_\
L;�DJ��S
TYPE 2 BAR
.7M
2" CLEAR
BOTH (E) AND QN BARS
CORNER BAR SCHEMATIC
PLAN VIEW - TOP 4 FEET
OF WALL SHOWN
THIS STANDARDIZED DESIGN MUST DE ADAPTED TO THE SPECIFIC SITE. IT WAS DEVELOPED IN COOPERATION
WITH THE WISCONSIN DEPARTMENT OF AGRICULTURE, TRADE AND CONSUMER PROTECTIDN. THE DESIGN FOLDER
IS FILED AT THE NRCS STATE OFFICE, 8030 FXCELSIDR DRIVE, MADISON, WISCONSIN 53717-2906 _ (ADAPTED FROM WI-587, APRIL 2005)
0
ID

SLAB FOOTING CORNER DETAIL
NOTES FOR FOOTING STEEL PLACEMENT
1.) FOOTING TEMPERATURE AND SHRINKAGE STEEL (T&S) TO BE EXTENDED INTO THIS V 1
REGION FROM BOTH SIDES OF CORNER. REGION IS OUTSIDE EXTENSION OF WALLS
INCLUDING WALL THICKNESS. °
2.) STRENGTH STEEL IS EXTENDED INTO THIS REGION FROM BOTH SIDES OF CORNER.'
REGION IS INSIDE EXTENSION OF THE WALLS. FOOTING SLAB T&S STEEL OUTSIDE
THE CORNER REGION TO LAP SPLICE WITH THE STRENGTH STEEL 16 INCHES. O�
3.) IN BOTH CORNER REGIONS, STRENGTH STEEL AND T&S STEEL WILL REQUIRE SWITCHING
POSITIONS FROM TOP TO BOTTOM AND VICE VERSA.
(ADAPTED FROM WI-571, APRIL 2005)

�o
t '
/ F $fit
0+00 �+ 0
N �
7 PROPOSEDGRADING���
FOR WASTE
STORAGE TANK c
715 CONCRETE WASTE
STORAGE TANK
SEE SHEET 7 OF10
710 FOR DETAILS
GRADE BREAK STA = 0+63.71
ELEV = 705.0
705
PROPOSED GRADE
I \ 1
/ i 1 i
_I
/ � O
I / ^ O
co
CD
PROPOSED WASTE' �
TRANSFER PIPE
SEE SHEET L OF 1 o EXISTWG FENCE
FOR DETAILS
1
P PROPOSED GRADING
J FOR WASTE
I/ TRANSFER PAD
I-;
� 1 50f
PROPOSED
I
' PIPE SUPPORTS
EXISTING CONCRETE
PAD
PROPOSED WASTE
PROPOSED WASTE
I
TRANSFER PAD
3,
STORAGE TANK
SEE SHEETS -
SEE SHEETS 7 5V16
FOR DETAILS
�
FDETAILS
PLAN VIEW
(1" = 20' HORIZ.)
GRADE BREAK STA = 0+97.10
ELEV = 705.0
1
EXISTING GRADE
700 v
GRADE BREAK STA 1+04.32
690
685
684
• tf tf tf 0 tf
PROFILE
OR
i N
w
EXISTING TANK /7^�
2+47 0
w
Q
Z10.0
5.0
HORIZONTAL SCALE: V = 20'
10 20
GRADE BREAK STA = 1+55.92
ELEV = 710:5
GRADE BREAK STA = 2+16.13
ELEV = 712.8
PROPOSED GRADE
en 1 k 1 715
EXISTING
GRADE
710
GRADE BREAK STA =
ELEV = 714.2
PROPOSED WASTE
TRANSFER PIPE
SEE SHEETS OF L
FOR DETAILS
CONCRETE WASTE
TRANS FER PAD
SEE SHEET /D OF L
FOR DETAILS , d
705
700
2+00
695
684
2+47
0
z
O
Y
U
6
N
a
_
0
z
2
U
J
0
w
J
LL
O
CY
I1
06
Z
g
d

314"
Wall Heil
Floor Elev.v. 710.
VK6710-10 gauge
wire reinforcement-
8" MIN Lap
4" SCH. 40 PVC Pipe
with (4) 1 " x 3" slots NOTE: Do Not GLUE Riser
in Coupling
12" Screen
Top of Curb Elev. 711.5
See Wall Design or#4@12" Vertical
#4 @ 8" Horizontal
Bottom Leg 24"
6" wide 3000 psi Concrete
1, Water Tight Seal w/Hydraulic Cement
Around Pipe Coupling
Orifice Elevation 710.6 or
1" above Floor Elevation
2' Min
4' Sch. 40 PVC Pipe
2" Base Materia o Holding Tank
1.4 % or 0.014 ft/ft Grade
Side View
Not to Scale
uteri V1UW
System Operation & Maintenance
1. Operation requires daily
scraping to remove solids
2. The screens must be cleaned
after each storm event.
Replacement may be
necessary.
3. Grease outside of riser to fit
into coupling to facilitate
cleaning if blockage occurs
below riser.
V fill JIVIi V.I YY N
and steel reinforcement details
Scale:3/16"=1
PVC RISER DETAIL
4 slots @ 1 " wide x 3" long 4.00"
slots spaced evenly
around pipe 8.00"
" 4 a. 5.001,
2 Gravel o
O
T
Scale: 1 "=1'
L4 4^
L
O
4}
O
L
Q
lU
to
C—
U fn
N.�
O
T�
E c—
E u
O
O?�
L
N
D
-11

Q36°4130.00' N I I I I 1 1 Q36°4�' OQ.QO'I 1 1 1 1 1 1 Q36°14p' 30.g0'I N 035°I49' 00.00I Q35°I4B' 30.40'I
B
4i
IN INS
IPA
LN
NI
r�
�1+�i',`..�11�
�Well
�..•
►tiiTi/JttE�l%.�,1\
;/ af��e�3�,
m '� �
�;, Ste,
r
.�� y� �,.,�.•.t�
1
11 63b" 4' 36.604 N 1 1 1 1 1 1 63s" 4a' 1106.60� 1 1 1 6A°14�' 136.604 � 1 1 1 1 1 1 63�" 4b' I0b.d0� N 1 1 1 1 1 1 b3�°146' 136.60l

YADKIN RIVER BASIN
Name of Stream Subbasin Stream Index Number Map Number Class
Cane Creek
YAD11
13-17-4-2-1
F15NE8
C
Aanebreak Branch
YAD14
13-17-40-19
G18SW4
C
Cape Fear Branch
YAD16
13-40-2
H19NEB
C
Capples Pond and Gibsons Millpond
YAD16
13-39-6-2
H2ONW2
WS-III
'Caraway Creek
YAD09
13-2-3
D19NWB
C
Carolina Creek
YAD14
13-17-40-5
H17SW3
WS-V
Carroll Branch
YADO1
12-24-8-1-3
C12NE5
C;Tr,ORW
Carter Creek
YAD02
12-93
D17NW3
C
Cartledge Creek
YAD16
13-35
G19SEB
C
Cattail Creek
YAD09
13-2-19-2
F19NW7
WS-IV
Cattail Creek
YADOS
13-8-1
F18SE5
Ws -IV
Caudill Branch
YAD01
12-46-2-2-2
B14NW9
C;Tr,ORW
Caudle Branch
YAD14
13-17-40-16-2
G17SE9
C
Cedar Branch
YAD14
13-17-35
G17NE6
C
Cedar Branch
YAD14
13-17-40-7
H17NW9
WS-V
Cedar Branch
YAD14
13-17-40-20
G18SW8
C
Cedar Branch
YAD15
13-25-31-1
F19SW9
C
Cedar Branch
YAD15
13-25-32-1
G19NW2
C
Cedar Creek
YAD05
12-102-13-(2)
C16SE9
C
Cedar Creek
YADOS
12-125-(1)
E1BSW4
WS-IV
Cedar Creek
YAD08
12-125-(2)
E18SW4
WS-IV;CA
Cedar Creek
YAD09
13-2-23
F19NW7
WS-IV
Cedar Creek
YAD08
13-12-(1)
G18NW3
WS-IV
Cedar Creek
YAD08
13-12-(2)
G18NW3
WS-IV;CA
Cedar Creek
YAD10
13-21
H18NE3
C
Cedar Creek
YAD15
13-25-22
F19SE2
C
Cedar Creek
YAD17
13-47-3
H18SW6
C
Cedar Creek, including proposed reservoir
YADOS
12-102-13-(1)
C16SE4
B
Cedar Fork Creek
YAD09
13-2-3-3-2
E19NE1
C
Chadric Creek
YAD02
12-62-5-1
B15NW6
B;Tr,ORW
Champ Creek
YAD03
12-72-5
A16SE8
C
Cheatwood Branch
YADO1
12-46-4-30-1-2
B14SE3
C
Cheek Creek
YAD15
13-25-36
F19SE9
C
Chestnut Branch
YAD01
12-24-7.
C12NE6
B;Tr,ORW
Childs Branch
YAD17
13-42-2-2-1
H18NW9
C
Chinkapin Creek
YAD14
13-17-36-9-5-(0.3)
G16SE3
WS-III
Chinkapin Creek
YAD14
13-17-36-9-5-(0.7)
G17SW4
WS-III;CA
Chinquapin Creek
YAD03
12-72-14-3
317NW7
WS-II;HQW
Chinquapin Creek
YAD05
12-102-6
C16SE7
C
Chock Creek (Gibson Pond)
YAD16
13-39-6
H2ONE4
WS-III
Christian Creek (North Fork Mitchell River)
YAD02
12-62-8
B15NW3
B;Tr,ORW
Church Barnch
YADO1
12-42-4
B14SW4
C
Church Branch
YAD01
12-17
C12SE9
C;Tr
Church Creek
YAD04
12-115.5
E17SW3
C
Clarke Creek
YAD11
13-17-4
F15NE9
C
Clarks Creek
YAD10
13-16
F18SE6
C
Clarke Creek
YAD11
13-17-5-2
F15SE3
C
Clay Creek
YAD17
13-47-1
H17SEB
C
Clear Branch
YAD01
12-24-5
C12NE2
B;Tr,ORW
Clear Branch
YADO1
12-40-2-3
B13SE4
WS-II;Tr,HQW
Clear Creek
YAD11
13-17-8-4-1
F16SW9
C
Clear Creek
YAD12
13-17-17
G16NW6
C
Clercy Branch
YAD06
12-108-16-2-3
C15NW7
WS-III
Page 5 of 28 2013-12-19 11:17:52

1
TOMMY WELCH BEFF CATTLE OPERATION
DROP INLET DESIGN INSTALLATION PROCEDURES
RANDOLPH COUNTY, NORTH CAROLINA
1. Install catch basins to the grade elevations shown on the
drawings.
2. Perforate holes in drop box for pipe entry keeping holes as small
as possible and still allow proper positioning of the pipe.
3. Pipes shall be grouted into the boxes using a mix of 1 part_,
Portland cement to 2 parts of mortar sand or equal- rout premix.
Grouting s a e f ush with the insi e surface of the oxe .
4. Finish excavating pipe trench to grades as shown on the drawings.
If rocky type materials are found in the bottom of the pipe
trench, over excavate a minimum of one foot and backfill with
suitable material. Trench fill material should be suitable to not
cause damage to pipe.
5.Fill and compact earth fill around pipe and catch basins.
Compaction shall be accomplished using manually -directed power
tamps. The maximum thickness of each layer before compaction
shall be 6 inches. Compacted earth fill should be graded to
existing slope to assure positive drainage.
6. All disturbed areas should be vegetated according to Critical
Area Planting Specifications.
A pre -construction meeting should be held with landowner, contractor
and MRCS to review this plan Prior to vroceedina with anv work.

Rectangular Riser Drop Inlet Design
Participant: Tommy Welch
Location: Barn 3 Left
County: County, NC
Designer: R L Taylor Checker: TE��
Date:03/07/2011 Date:
Hydraulics Formula, Version 2.2.1
i
3' C
3'
i
i
686.8 -
---[
i'
683.8 -
Max. Pool Elevation = 688.00 ft.
Weir Elevation = 686.8 ft.
Pipe Inlet Elevation = 683.8
Riser Length = 3 ft.
Riser Width = 3 ft.
Pool Elev
(ft.)
687.0
687.2
687.4
687.6
(continued)
Drop Box 1
EtEV477on1 6 S9. 6v
8" dia. x 254 ft. 669:00
Tailwater Elevation = 0.06 ft.
Pipe Outlet Elevation = 669.00 ft.
Pipe Material = CPP
Pipe Diameter = 8 in.
Pipe Length = 254 ft.
Discharge Controlling
(CFS)
3.33 Weir Flow Controls
6.44 Orifice Flow At Pipe Inlet Controls
6.66 Orifice Flow At Pipe Inlet Controls
6.87 Orifice Flow At Pipe Inlet Controls

Page 2, (Tommy Welch)
687.8 7.07 Orifice Flow At Pipe Inlet Controls
688.0 7.27 Orifice Flow At Pipe Inlet Controls

Trapezoidal Channel Section
Participant: Tommy Welch
Location: Dike ESW
County: County, NC
Designer: R. Lin Taylor Checker:
Date: 04/25/2011 Date:
Hydraulics Formula, Version 2.2.1
Slope: 0.005 ft/ft
'n' value: 0.030
Emergency Bypass
Sideslope:2:1
Bottom Width: 5 ft
Depth of Flow: 1.0 ft.
Width @ surface 9 ft
Hydraulic Radius: 0.74
Area: 7.00 sq ft
Velocity: 2.86 ft/sec
Capacity: 20.04 cfs

Computation Sheet
NRCS-ENG-523A Rev. 6-2002
U.S. Department of Agriculture
Natural Resources Conservation Service
Project
P-,kt.)bnLP14 COUAITY
Checked by
=0
ONE
M
Elm
11
INM
NONE
0
No
MEMN
No
ME
off,
"Ws
MIJ
a
wmm
ON
0
=IN
MEN
on
El
0
4
1
illf,0111
1
1
0
M11
MEM11
MEMO
M
00
BORMNORMS"
No
NONE
MV
0
mom
MEN
M
M
0
I
M
NONE
NEI
M
IMEmims
MEMNON
ENON
0
M
0
SHE
0
M
MEMIMMME
M
00
OMEN
.
0
ON
0
ME
IN
"'I
NONE
MEN
OMMEMMOMMMEM
SOMEONE
ME
ON
WOMMOMMMIN
ME
MEN
M
M
II
'in
mill

EFH-2
ESTIMATING RUNOFF AND PEAK DISCHARGE Version 1.1.0
Client: Tommy Welch
County: Randolph.
State: NC
Practice: Drainage Area Barn 3 Left
Calculated By: RLT
Date:
2/15/2011
Checked By: SEtK
Date:
6 /
Drainage Area:
1
Acres (provided from RCN Calculator)
Curve Number:
82
(provided from RCN Calculator)
Watershed Length:
338
Feet
Watershed Slope:
6
Percent
Time of Concentration:
0.10
Hours (calculated value)
Rainfall Type:
II
Storm Number
1
2
3
4
5
6
7
Frequency (yrs)
1
2
5
10
25
50
100
24-Hr rainfall (in)
2.90
3.50
4.38
5.07
5.99
6.73
7.48
la/P Ratio
0.15
0.13
0.10
0.09
0.07
0.07
0.06
Used
0.15
0.13
0.10
0.10
0.10
0.10
0.10
Runoff (in)
1.30
1.78
2.53
3.14
3.98
4.66
5.37
(ac-ft)
0.11
0.15
0.21
0.26
0.33
0.39
0.45
Unit Peak Discharge
1.548
1.563
1.578
1.578
1.578
1.578
1.578
(cfs/acre/in)
Peak Discharge (cfs)
2
3
4
5
6
7
8
Warning: - RCN data inconsistant or different from Basic data.
Page 1 of 2

EFH-2 ESTIMATING RUNOFF AND PEAK DISCHARGE
Curve number Computation
Version 1.1.0
Client: Tommy Welch
County: Randolph State: NC
Practice: Drainage Area Barn 3 Left
Calculated By: RLT Date: 2/15/2011
Checked By: Date:
COVER DESCRIPTION
Acres CN
Hydrologic Soil Group
A
B
C
D
OTHER AGRICULTURAL LANDS
Farmsteads ----
0.5(82)
Total Area (by Hydrologic Soil Group)
.5
TOTAL DRAINAGE AREA: .5 Acres WEIGHTED CURVE NUMBER: 82
Page 2 of 2

GUTTER AND DOWNSPOUT DESIGN PROCEDURE
BASED ON TECHNICAL NOTE 1, 1986 and FOTG 558-NC
FOR "Ogee" or "K" style gutters. PJC 7-28-04
Instructions: Edit blue numbers and evaluate results within this blue box.
Gutter slope is assumed to be 1/16 in. per foot (V in 16 feet). Typical fbd =0.5 in.
Note: Gutter dimensions vary by manufacturer or by model of seamless gutter machine.
8.00
T
1:
=fbd 0.50
7.25 U
Avg Gutter sizes:
T 5.0 I 6.0
D 3.4 4.9
B 3.3 14.0
Downspouts: 5.40 2.60
20 3x4
Gutter cross section
Roof width (horiz.slope length) = 30 ft. from peak to gutter
Downspout Size = 5 x 6 in. (width x thickness)
(note: A 3x4 downspout fits into a 4" pipe.)
RESULTS
For single downspout: Downspout limits flow 0.818 cfs max at outlet.
For twin downspout: Gutter limits flow 0.943 cfs max at outlet.
For 10-Year Rainfall:
Max roof Area for each downspout = 4,910 s.f. or 164 ft. gutter length per downspout
Roof Area for each twin downspout = 5,655 s.f. or 189 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0050 cfs per ft
For 25-Year Rainfall:
Max roof Area for each downspout = 4,092 s.f. or 136 ft. gutter length per downs out
Roof Area for each twin downspout = 4,713 s.f. or 157 ft. utter for aired downs outs
Outlet pipe flowrate per foot of gutter = 0.0060 cfs per ft
Material Thickness:
Aluminum: min 0.027in.gutters, 0.020in. downspouts, Steel: min. 28ga gutters, 28ga downspouts
Owner Name: Tommy Welch Barn 3 Left
Designed By: R. Lin Taylor
Date: 4/6/2011
Design Notes: 8" Gutter
(3 r/ CJGL �/ei LoT D a-y 07� Y�l
2e,�j>/- = � o
i5a X Z�. voG 041/w = D. c Ps

CALCULATIONS
Gutter Top Width
T =
8 in.
measured to front edge
Gutter Total Depth
D =
7.25 in.
measured at back of gutter
Gutter Bottom Width
B =
5.4 in.
width of flat bottom portion
Freeboard
fbd =
0.5 in.
freeboard (usually 1/2 inch)
FULL FLOW IN GUTTER
Gutter Slope
Slope =
default
1/16 in. per foot (1" in 16 feet)
10year, 5 minute rainfall
Pto =
0.60 in.
from FOTG 558-NC
25year, 5 minute rainfall
P25 =
0.72 in.
from FOTG 558-NC
Depth Less Freeboard d =
Front Offset O =
Gutter End Area Ag =
Wetted Perimeter p =
Hydraulic Radius r =
Gutter Flow qg =
DOWNSPOUT FLOW (ORIFICE FLOW LIMITS):
Downspout Area Ad =
Downspout flow qd =
Twin downspout flow qd2 =
DESIGN FLOW RATE:
Limiting flow rate q design=
Limiting flow rate w/Paired dnspt. q paired =
ROOF AREA PER DOWNSPOUT:
Max Roof Area for 10 year rain Aroof 10 =
Downspout Spacing 10 yr rain Spac10 =
Max Roof Area for 25 year rain Aroof 25 =
Downspout Spacing 25 yr rain Spac25 =
Paired Downspout option:
Max Roof Area for 10 year rain Aroof 10 =
Gutter Length per Downspout 10 year Spac10 =
Max Roof Area for 25 year rain Aroof 25 =
Gutter Length per Downspout 25 year Spac25 =
6.75
2.6 in.
45.23 sq.in. (d " B) + 0.5(d - O)
19.38 in
0.194 ft. Ag/p
0.943 cfs Tech. Note 1 Roof Runoff Mgt. 1986
qg = 0.0621 • r213 . Ag
eq. 5. (assume n=0.012 dirty gutter)
30.0 sq.in.
0.818 cfs. Tech. Note 1, eq. 9.
qd=0.0105'Ad-dt'2
1.637 cfs. If downspt limits flow, can use two
downspouts together.
0.818 CfS. For single downspout: Downspout limits flow
0.943 cfs. For twin downspout: Gutter limits flow
4,910 s.f. Derived from Tech Note 1 eqn. 11
164
ft. Aroof = q ' 3600 / P
4,092
s.f.
136
ft.
5,655
s.f. Using 2 downspouts close together
189
ft.
4,713
s.f. Using 2 downspouts close together
157
ft.

OUTLET PIPE FLOW RATES:
Pipe Flowrate per ft gutr 10 year rain gpip,10= 0.00500 cfs/ft pipe design flow rate per foot of gutter
Pipe Flowrate per ft gutr 25 year rain gpip,25= 0.00600 cfs/ft pipe design flow rate per foot of gutter

Dimensions for Standard K Style Gutter Sizes
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GUTTERS
Commercial Gutters
Gutters -Copper
Half_Ro, und. Copper
GuHers
K Style Copper
Gutters
0"K Style 1.6_oz,
Copper Gutters.
0"K Style_16cz.
Copper Gutters
4 Gutter_Copper
16oz,...5.'.',..K Style 2P
Eeet
-f, Gulter-Copper
16oz 6".K $tyle..,10
Feet
4 Gutter Copper
16oz 6"_K-Style 20.
Feet
.; Gutter Copper
16oz_7"_K Style..10
Feet
.............
4 Gutter Copper
160z., 8",K $Jyle 12
Feet
-.y K-Style Gutter
Sizing Chart
4 K;S.tyle-Gutter
Component
Diagram
4 Gutier Copper
16pz 7"_K Style_2.0,
Feet
4 G.ulter Copper
16oz 6"K Style 10
Feet
4 Gutter Copper20
%
oz K, Style 20
Feet
Gutters Aluminum
Gutters Galvanized
Gutters Vinyl_-_Plastmo®
Gutters Europoan zinc
Gutters Paint Grip Steel.
KStyle Gutlor Sizing Chart
I-Gj
T
D
1.
A 4K C
SK
6K
7KF
aK
I g i
K-Style or Ogee
Loc.
Size
A
B
C
D
E
F
G
4K
3''e
2314
2%
'1, a
4"
"1 a
1/z
5K
35b
33�
35�
sits
Gn
gfis
112
6K
47$
37
145ta
1"
6"
5�
911e
7K
57iil
49
16
1
61
V
7"
Ob
5's
8K
71;
5'fil
7"
1"
1
Dimensions for
Standard K-Style
Gutter Sizes
In sizing rain gutters, the
following consideration
are important. Currently
there is no standard in
the roof drainage
industry but these
concepts are based on
handed down
experience.
• Outlet Sizing and
Spacing Your gutter
system will perform its
best when a proper
outlet size is chosen to
drain a given roof area.
Downspout sizes must
not exceed the bottom
width of the gutter.
furthermore, the
standard norm for
gutters among many in
the rain carrying industry
is to allow 1 square inch
of outlet opening in the
gutter for every 100
square feet of roof area
being drained.
• Roof Slope
Rainwater must not
overrun the front edge of
the gutter. A steep
pitched roof can
accelerate rainwater
velocity. The gutter must
not be hung too high or
too low against the
fascia or eaves of the
roof.
• Gutter Slope To
allow for proper drainage
in gutters, allow the
gutter to slope
approximately 1/4" drop
every 10 feet toward the
downspout for adequate
drainable. To prevent
mosquitoes, your gutter
system must not hold
rainwater.
• Gutter Style gutters
are typically K-Style and
Half -Round Styles
though custom profile
are available. K-Style
sizes will typically range
from 5" to 6". 7" and
greater are appropriate
for churches and larger
commercial buildings. As
a general rule, eGutterTM
recommends for roof
areas that exceed 2800
square feet, a 6" K Style
http://www.egutter.com/RAIN-GUTTERS-GUTTER-SUPPLY/K-Style-Copper-Gutters/K-... 4/6/2011

GUTTER AND DOWNSPOUT DESIGN PROCEDURE
BASED ON TECHNICAL NOTE 1, 1986 and FOTG 558-NC
FOR "Ogee" or "K" style gutters PJC 7-28-04
Instructlons: Edit blue numbers and evaluate results within this blue box.
Gutter slope is assumed to be 1/16 in. per foot (V in 16 feet). Typical fbd =0.5 in.
Note: Gutter dimensions vary by manufacturer or by model of seamless gutter machine.
6.00
--'fbd 0.50
4.90 U S 1`
Avg Gutter sizes:
T 5.0 l 6.0
D 3.4 4.9
B 3.3 l 4.0
Downspouts: 4.00 2.00
2x3 3x4
Gutter cross section
Roof width (horiz.slope length) = 30 ft. from peak to gutter
Downspout Size = 3 x 4 in. (width x thickness)
(note: A 3x4 downspout fits into a 4" pipe.)
RESULTS
For sin le downspout: Downspout limits flow 0.264 cfs max at outlet.
For twin downspout: Gutter limits flow 0.366 cfs max at outlet.
For 10-Year Rainfall:
Max roof Area for each downspout = 1,586 s.f. or 53 ft. gutter length per downspout
Roof Area for each twin downspout = 2,195 s.f. or 73 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0050 cfs per ft
For 25-Year Rainfall:
Max roof Area for each downspout = 1,321 s.f. or 44 ft. gutter length per downspout
Roof Area for each twin downspout = 1,829 s.f. or 61 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0060 cfs per ft
Material Thickness:
Aluminum: min 0.027in.gutters, 0.020in. downspouts, Steel: min. 28ga gutters, 28ga downspouts
Owner Name: Tommy Welch Barn 3 Left
Designed By: R. Lin Taylor, Scott Carter
Date: 1 /20/2011
Design Notes: 6" Gutter
Pry y Svr &a7*f- W;4- i "XS" cia PSPou45
ZLk; I1:0S LE/JGTf = 15o 7�+,
1,50-if X D,606 cfsAtl
-SPaceoJ d���oay5�ouiS
d. 9 Cis

CALCULATIONS
Gutter Top Width
T =
6
in. measured to front edge
Gutter Total Depth
D =
4.9
in. measured at,back of gutter
Gutter Bottom Width
B =
4
in. width of flat bottom portion
Freeboard
fbd =
0.5
in. freeboard (usually 1/2 inch)
FULL FLOW IN GUTTER
Gutter Slope
Slope =
default
1/16 in. per foot (1" in 16 feet)
10year, 5 minute rainfall
Pto =
0.60
in. from FOTG 558-NC
25year, 5 minute rainfall
P25 =
0.72
in. from FOTG 558-NC
Depth Less Freeboard d =
Front Offset O =
Gutter End Area Ag =
Wetted Perimeter p =
Hydraulic Radius r =
Gutter Flow qg =
DOWNSPOUT FLOW (ORIFICE FLOW LIMITS):
Downspout Area Ad =
Downspout flow qd =
Twin downspout flow qd2 =
DESIGN FLOW RATE:
Limiting flow rate q design =
Limiting flow rate w/Paired dnspt. q Paired =
ROOF AREA PER DOWNSPOUT:
Max Roof Area for 10 year rain Aroof 10 =
Downspout Spacing 10 yr rain
Spac10 =
Max Roof Area for 25 year rain
Aroof 25 =
Downspout Spacing 25 yr rain
Spac25 =
Paired Downspout option:
Max Roof Area for 10 year rain
Aroof 10 =
Gutter Length per Downspout 10 year
Spac10 =
Max Roof Area for 25 year rain
Aroof 25 =
Gutter Length per Downspout 25 year
Spac25 =
4.4
2 in.
22.00 sq.in. (d - B) + 0.5(d . 0)
13.23 in.
0.139 ft. Ag/p
0.366 cfs Tech. Note 1 Roof Runoff Mgt. 1986
qg = 0.0621 - rz3' Ag
eq. 5. (assume n=0.012 dirty gutter)
12.0 sq.in.
0.264 cfs. Tech. Note 1, eq. 9.
qd=0.0105-Ad'd"2
0.529 cfs. If downspt limits flow, can use two
downspouts together.
0.264 CfS. For single downspout: Downspout limits flow
0
0.366 cfs. For twin downspout: Gutter limits flow
1,586 s.f. Derived from Tech Note 1 eqn. 11
53 ft. Aroof = q " 3600 / P
1,321 s,f.
44 ft.
2,195 s.f. Using 2 downspouts close together
73 ft.
1,829 s.f. Using 2 downspouts close together
61 ft.

OUTLET PIPE FLOW RATES:
Pipe Flowrate per ft gutr 10 year rain gpip.10= 0.00500 cfslft pipe design flow rate per foot of gutter
Pipe Flowrate per ft gutr 25 year rain gpipe25= 0.00600 cfslft pipe design flow rate per foot of gutter

Top of Planned
Dike Elev, 689,00
3' x 3' x 3' Pref ak
Box Inlet Elev, 686,E
Pipe Invert Elev, 68,
710 710
1+50 2+00 2+50 3+00 3+50 4+00+18.19
Profile Drop Box 1 & Outlet Pipe
Original Ground Surface and
Proposed Dike
Natural Ground
Pipe outlet
Elev, 669,00
8 inch Corrugated
Plastic Pipe
SKS,
all

1.
Side Slopes 2,
Minima
5' Wide Bottom of
Bypass Elev, 688,00
710 710
—0+50 0+00 04ff)659.87 1 +00 1 +50
Profile Drop Box 1 & Outlet Pipe
Original Ground Surface and
Proposed Dike
Top of Planned
Dike Elev, 689,00
natural Ground
4-S
Ell
t
a
z

Pipe Flow Formula Solution
Participant: Tommy Welch
Location: Junction Box
County: County, NC
Designer: RLT Checker: J6-f�-
Date:04/26/2011 Date: 4///
Hydraulics Formula, Version 2.2.1
Junction Box Outlet Pipe
Mannings Coefficient (n): 0.015
Entrance Coefficient (Ke): 0.2
Diameter of Pipe: 8 in.
Head on Pipe: 29 ft.
Length of Pipe: 226 ft.
Pipe Capacity: 3.6 cfs
Pipe Velocity: 10.4 ft/see
Friction Coefficient (Kp): 0.0715
Max allocable fall in pipe when
outlet is not submerged: 27.0 ft.
p1 44// ,'r' P"Fe- Plus ')' hid ;a � 1","r.4;,10 box.
ek" 696 — e%i, 0/0/9

Pipe Flow Formula Solution
Participant: Tommy Welch
Location: Flow from Barn 3 Right
County: County, NC
Designer: RLT Checker: JE1-
Date: 04/26/2011 Date: / A
Hydraulics Formula, Version 2.2.1
6" 0 pipe from gutter
Mannings Coefficient (n): 0.012 — PSG
Entrance Coefficient (Ke): 0.2
Diameter of Pipe: 6 in.
Head on Pipe: 10 ft.
Length of Pipe: 50 ft.
Pipe Capacity: 2.3 cfs
Pipe Velocity: 11.9 ft/sec
Friction Coefficient (Kp): 0.0672
Max allocable fall in pipe when
outlet is not submerged: 7.4 ft.

Pipe Flow Formula Solution
Participant: Tommy Welch
Location: Flow from Barn 1 l..EF7
County: County, NC
Designer: RLT Checker: -F,5�m
Date:04/26/2011 Date: L/ii
Hydraulics Formula, Version 2.2.1
4" pipe from gutter
Mannings Coefficient (n): 0.012 --
Entrance Coefficient (Ke): 0.2
Diameter of Pipe: 4 in.
Head on Pipe: 10 ft.
Length of Pipe: 50 ft.
Pipe Capacity: 0.8 cfs
Pipe Velocity: 9.6 ft/sec
Friction Coefficient (Kp): 0.1154
Max allocable fall in pipe when
outlet is not submerged: 8.3 ft.

GUTTER AND DOWNSPOUT DESIGN PROCEDURE
BASED ON TECHNICAL NOTE 1, 1986 and FOTG 558-NC
FOR "Ogee" or "K" style gutters PJC 7-28-04
Instructions: Edit blue numbers and evaluate results within this blue box.
Gutter slope is assumed to be 1/16 in. per foot (V in 16 feet). Typical fbd =0.5 in.
Note: Gutter dimensions vary by manufacturer or by model of seamless gutter machine.
8.00
T..._._...,I
fbd 0.50
7.25 p
Avg Gutter sizes: I
T 5.0 6.0
D 3.4 4.9
B k0
B 3.3 4.0
Downspouts: 5.40 2.60
2x3 3x4
Gutter cross section
Roof width (horiz.slope length) = 30 ft. from peak to gutter
Downspout Size = 5 x 6 in. (width x thickness)
(note: A 3x4 downspout fits into a 4" pipe.)
RESULTS
For sin le downspout: Downspout limits flow 0.818 cfs max at outlet.
For twin downspout: Gutter limits flow 0.943 cfs max at outlet.
For 10-Year Rainfall:
Max roof Area for each downspout = 4,910 s.f. or 164 ft. gutter length per downspout
Roof Area for each twin downspout = 5,655 s.f. or 189 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0050 cfs er ft
For 25-Year Rainfall:
Max roof Area for each downspout = 4,092 s.f. or 136 ft. gutter length per downspout
Roof Area for each twin downspout = 4,713 s.f. or 157 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0060 cfs per ft
Material Thickness:
Aluminum: min 0.027in.gutters, 0.020in. downspouts, Steel: min. 28ga gutters, 28ga downspouts
Owner Name: Tommy Welch Barn 3 Right
Designed By: R. Lin Taylor
Date: 4/26/2011
Design Notes: 8" Gutter

CALCULATIONS
Gutter Top Width
T =
in. measured to front edge
Gutter Total Depth
D =
W54
in. measured at back of gutter
Gutter Bottom Width
B =
in. width of flat bottom portion
Freeboard
fbd =
0.5
in. freeboard (usually 1/2 inch)
FULL FLOW IN GUTTER
Gutter Slope
Slope =
default
1/16 in. per foot (V in 16 feet)
10year, 5 minute rainfall
Plo =
0.60
in. from FOTG 558-NC
25year, 5 minute rainfall
Pee =
0.72
in. from FOTG 558-NC
Depth Less Freeboard d =
Front Offset 0 =
Gutter End Area Ag =
Wetted Perimeter p =
Hydraulic Radius r =
Gutter Flow qg =
DOWNSPOUT FLOW (ORIFICE FLOW LIMITS):
Downspout Area Ad =
Downspout flow qd =
Twin downspout flow qd2 =
DESIGN FLOW RATE:
Limiting flow rate q design=
Limiting flow rate w/Paired dnspt. q Paired =
ROOF AREA PER DOWNSPOUT:
Max Roof Area for 10 year rain Aroof 10 =
Downspout Spacing 10 yr rain
Spac10 =
Max Roof Area for 25 year rain
Aroof 25 =
Downspout Spacing 25 yr rain
Spac25 =
Paired Downspout option:
Max Roof Area for 10 year rain
Aroof 10 =
Gutter Length per Downspout 10 year
Spac10 =
Max Roof Area for 25 year rain
Aroof 25 =
Gutter Length per Downspout 25 year
Spac25 =
6.75
2.6 in.
45.23 sq.in. (d * B) + 0.5(d * O)
19.38 in.
0.194 ft. Ag/p
0.943 cfs Tech. Note 1 Roof Runoff Mgt. 1986
qg = 0.0621 * r2m * Ag
eq. 5. (assume n=0.012 dirty gutter)
30.0 sq.in.
0.818 cfs. Tech. Note 1, eq. 9.
qd=0.0105*Ad*dv2
1.637 cfs. If downspt limits flow, can use two
downspouts together.
0.818 cfs. For single downspout: Downspout limits flow
0.943 cfs. For twin downspout: Gutter limits flow
4,910 s.f. Derived from Tech Note 1 eqn. 11
164 ft. Aroof = q * 3600 / P
4,092 s.f.
136 ft.
5,655
s.f. Using 2 downspouts close together
189
ft.
4,713
s.f. Using 2 downspouts close together
157
ft.

OUTLET PIPE FLOW RATES:
Pipe Flowrate per ft gutr 10 year rain Gpipe10= 0.00500 cfs/ft pipe design flow rate per foot of gutter
Pipe Flowrate per ft gutr 25 year rain gp1p,25= 0.00600 cfs/ t pipe design flow rate per foot of gutter

GUTTER AND DOWNSPOUT DESIGN PROCEDURE
BASED ON TECHNICAL NOTE 1, 1986 and FOTG 558-NC
FOR "Ogee" or X' style gutters PJC 7-28-04
Instructions: Edit blue numbers and evaluate results within this blue box.
Gutter slope is assumed to be 1/16 in. per foot (1" in 16 feet). Typical fbd =0.5 in.
Note: Gutter dimensions vary by manufacturer or by model of seamless gutter machine.
6.00
T . - —'I
d" t_fbd 0.50
4.90 I1
Avg Gutter sizes:
T 5.0 6.0
D 3.4 4.9 J
B 3.3 4.0
Downspouts: 4.00 2.00
2x3 3x4
Gutter cross section
Roof width (horiz.slope length) = 25 ft. from peak to gutter
Downspout Size = 3 x 4 in. (width x thickness)
(note: A 3x4 downspout fits into a 4" pipe.)
RESULTS
For single downspout: Downspout limits flow 0.264 cfs max at outlet.
For twin downspout: Gutter limits flow 0.366 cfs max at outlet.
For 10-Year Rainfall:
Max roof Area for each downspout = 1,586 s.f. or 63 ft. gutter length per downspout
Roof Area for each twin downspout = 2,195 s.f. or 88 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0042 cfs er ft
For 25-Year Rainfall:
Max roof Area for each downspout = 1,321 s.f. or 53 ft. gutter length per downspout
Roof Area for each twin downspout = 1,829 s.f. or 73 ft. gutter for paired downspouts
Outlet pipe flowrate per foot of gutter = 0.0050 cfs er ft
Material Thickness:
Aluminum: min 0.027in.gutters, 0.020in. downspouts, Steel: min. 28ga gutters, 28ga downspouts
Owner Name: Tommy Welch Barn 1 Left
Designed By: R. Lin Taylor, Scott Carter
Date: 1 /20/2011
Design Notes: 6" Gutter

CALCULATIONS
Gutter Top Width
T =
6
n. measured to front edge
Gutter Total Depth
D =
4.9
in. measured at back of gutter
Gutter Bottom Width
B =
4
in. width of flat bottom portion
Freeboard
fbd =
0.5
in. freeboard (usually 1/2 inch)
FULL FLOW IN GUTTER
Gutter Slope
Slope =
default
1/16 in. per foot (1" in 16 feet)
10year, 5 minute rainfall
Pto =
0.60
in. from FOTG 558-NC
25year, 5 minute rainfall
P25 =
0.72
in. from FOTG 558-NC
Depth Less Freeboard d =
Front Offset 0 =
Gutter End Area Ag =
Wetted Perimeter p =
Hydraulic Radius r =
Gutter Flow qg =
DOWNSPOUT FLOW (ORIFICE FLOW LIMITS):
Downspout Area Ad =
Downspout flow qd =
Twin downspout flow qd2 =
DESIGN FLOW RATE:
Limiting flow rate q design _
Limiting flow rate w/Paired dnspt. q paved =
ROOF AREA PER DOWNSPOUT:
Max Roof Area for 10 year rain Aroof 10 =
Downspout Spacing 10 yr rain Spac10 =
Max Roof Area for 25 year rain Aroof 25 =
Downspout Spacing 25 yr rain Spac25 =
Paired Downspout option:
Max Roof Area for 10 year rain Aroof 10 =
Gutter Length per Downspout 10 year Spac10 =
Max Roof Area for 25 year rain Aroof 25 =
Gutter Length per Downspout 25 year Spac25 =
4.4
2 in.
22.00 sq.in. (d * B) + 0.5(d * 0)
13.23 in.
0.139 ft. Ag/p
0.366 cfs Tech. Note 1 Roof Runoff Mgt. 1986
qe = 0.0621 * r213 * Ag
eq. 5. (assume n=0.012 dirty gutter)
12.0 sq.in.
0.264 cfs. Tech. Note 1, eq. 9.
qd=0.0105*Ad*d112
0.529 cfs. If downspt limits flow, can use two
downspouts together.
0.264 CfS. For single downspout: Downspout limits flow
0
0.366 cfs. For twin downspout: Gutter limits flow
1,586 s.f. Derived from Tech Note 1 eqn. 11 .
63 ft. Aroof = q * 3600 / P
1,321 s.f.
53 ft.
2,195 s.f. Using 2 downspouts close together
88 ft.
1,829 s.f. Using 2 downspouts close together
73 ft.

OUTLET PIPE FLOW RATES:
Pipe Flowrate per ft gutr 10 year rain gp1p,10= 0.00417 cfslft pipe design flow rate per foot of gutter
Pipe Flowrate per ft gutr 25 year rain gplp,25= 0.00500 cfslft pipe design flow rate per foot of gutter

Comnutation Sheet

720
720
Existing Ground Slope
Right of Barn 1
Top of Box Elev. 692,0
ipe Outlet Elev, 690.4
nnect Existing Gutter
tlet Pipe @ Elev. 693.4
—0+50 0+00 0404KIM
arFo
Gutter—JB PROFILE
x
0
m
_C
00 a°
J
W U^
3j C o
c� O R
00L
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Gutter Pipe
Outlet Elev, 690,40
Pipe Invert
Elev, 689,00
8 inch Corrugated
Plastic Pipe with—'
Animal Guard
3' x 3' x 3' Pref ab
Junction Box
goo rTop of Box Elev, 692,00
700
M
MEN
mom
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0+00 0+50 1+00 1+50 2+00
Profile Junction Box & Outlet Pipe
and Original Ground Surface
❑riginal Ground Surface
Add Fill over pipe
—to provide 1 foot
minimum cover
Pipe Outlet Elev, 669,20
E,

7 ft.
J-
12 ft
PLAN VIEW
14ft
8" CPP
3-1411
NC DOT CLASS A
EROSION CONTROL STONE
6"-9" DIAMETER
12ft
SECTION VIEW
Caution!
Check for underground utilities
prior to construction.
NOT TO SCALE
Class II
NON -WOVEN
GEOTEXTILE
See Geotextile
Specifications
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Tank Data for: Tommy Welch
Designed by. R L Taylor
Facility ................ Uncovered
Storage Period ..................
Wash Water ........................
Manure & Extr Precip........
Bedding ..............................
Flush Water ........................
Normal Rain and
25Yr-24Hr Storm Runoff
from Drainage Area ..........
Normal Rain less Evap plus
25Yr-24Hr Storm on
lank surface area ..........
Total Volume to Store ........
Ramp Volume (Ifpresent)...
Structural Volume (includes
ramp if present)
Depth -
1J
Rectangular Storage Tank #1
4 Months
2.805 Cubic Feet 20,981 Gallons
0 Cubic Feet 0 Gallons
0 Cubic Feet 0 Gallons
0 Cubic Feet 0 Gallons
1,500 Cubic Feet 11,220 Gallons
805 Cubic Feet 6,020 Gallons
5.110 Cubic Feet 38,221 Gallons
0 Cubic Feet,
5,456 Cubic Feet
25Yr-24HrStarm Precipitation-
0.50 Feet
25Yr-24Hr Storm Runoff=
0.67 Feet
120Day Precip-Evap-
0.68Feet
Runoff Ilona Normal Pncipitatlon a
1.52 Feet
Fact
t
Washwater-
4.12 Feet
Manua=
0,00 Feet
a
Bedding m
0.00 Feet
i:•s
_
Permanent Sbmge -
0.50 Feet
Length — 31.0 Feet —
Width 22 Feet
AWM Version: 2.4.0 DB: 2,80 Friday, October 08, 2010 Page I of 1
ll

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10-OE #4 O 10•
MAXX. BACK�FT.
e'
MIN. BACKFlLL HT. = 2 FT
MIN. WIDTH = 5 FT.
7" CLEAR 3" CLEAR
$ LINEAL FEET OF WALL
STEEL SCHEDULE (GRADE 40)
CLEAR
BALKFI L DETAILS
SEE SHEET
CONDITIONS OF USE
RACKFIIL-2 TO 5 FEET
J5 O 12- 0 - 1005 FINE
MACHINERY SURCHARGE LOADING CONOITIONS ALLOWED
(SEE PA-DESGN GLADE 4)
NONE
DESIGN VALUES
EARTH BACKFILL 85 PSF/FT, EQUIVALENT FLUID PRESSURE
110 PCF (SOIL WEIGHT) AND >50% FINES
- 3" CLEAR
MANURE: 65 PSF/FT, EQUIVALENT FLUID PRESSURE
VERTICAL �
MACHINERY LOADING: 0 PSF EQUIV. FLUID PRESSURE
-ULTIMATE STRENGTH DESIGN (ACI 318-99)
B 65 O 6"
4,000 PA REBAR: GRADE 40
• COffF. FRICTION SOIL/CONCRETE) = 0.5
'MINIMUM AIDING FACTOR OF SAFETY = 1.5
CONSTRUCTION JOINT
•WALL SLIDING RESTRAINT REQUIRED
MINIMUM OVERTURNING FACTOR OF SAFETY =
NATERSTOP -
EXTEND SLAB STEEL
• MIN. ALLOWABLE SUBGRIDE BEARING CAPACITY2=0 20DO PST
INTO FOOTING A MINIMUM
. NOT DESIGNED TO SUPPORT BUILDINGS OR ROOFS
�OF
12 INCHES
3" CLEAR
12•
6" COMPACTED
SAND
2" CLEAR— �-- 3 '#s• O 6• ... 8-^DO �9 O 12"+ I 2"CLEAR/OR GRAVEL
WALL SECTION
CONSTRUCTION .HINT CORNER NOTES
LIQUID -TIGHT JOINT --- Y S --- NO 1. PLACE FIRST VERNCAL BAR AT WALL CORNER OR NO FURTHER
THAN ONE-HALF BAR SPACING FROM THE INSIOE CORNER.
LIOU10-TIGHT JOINT OPTIONS 2. HOOK CAN BE SEPARATE FROM(E BARS, PROVIDED THAT
1) NON-METALIC VATERSTOP (PVC) MINIMUM W SPLICE OF 16" TO /4 BARS IS MET.
2) HYBROPHILIC VATERSTEIP 3. SEE WALL SECTION FOR EXACT LOCATIONS OF©AND®BARS-
IN
2"
12"
PLACE ® BARS AT
EACH HORIZONTAL BAR
LOCATION IN TOP 4' OF
WALL ONLY.
(5 ® BARS TOTAL PER
CORNER)
MARK
SIZE
TYPE
R
S
LENGTH
TOTAL
LENGTH
A
J4
STR
---
---
7'-0"
8
/5
2
4'-0•
1'-0-
5'-0-
C
15
SIR
---
---
6'-2-
D
15
SIR
---
---
E
/4
SIR
---
---
N
/4
2
2'-0•
2'-0"
4'-0-
STEEL DETAILS
Ah REND DMMETER SPLICE LENGTH
D INCHES INCHES (MIN.)*
A4 7 16
5 3-3/4 20
# ff TWO BINS OFFERENf DIAMETER ARE
SPLICED, lISE THE LONGER SPLICE LENGTH.
R
'o s
TYPE 2 RAIL
I BARS
BARS
1
2" CLEAR
12" BOTH ®AND ® BARS
CORNER BAR SCHEMATIC
PLAN VIEW - TOP 4 FEET
OF WALL SHOWN
THIS STANDARDIZED DESIGN MUST DE ADAPTED TO THE SPECIFIC SITE. IT VAS DEVELOPED IN COOPERATOR
WITH THE WISCONSN DEPARTMENT OF AGRICULTURE, TRADE AND CONSUMER PROTECIIOE THE DESIGN FADE
IS FILED AT THE MRCS STATE OFFICE, 8030 EXCELSIDR DRIVE, MADISON, WISCONSN 53717-2906
(ADAPTED FROM VI-587, APRIL 2065)

a,f�
[� r a
313-1
NATURAL RESOURCES CONSERVATION SERVICE
CONSERVATION PRACTICE STANDARD
WASTE STORAGE FACILITY
(No.)
CODE 313
DEFINITION
A waste storage impoundment made by
constructing an embankment and/or
excavating a pit or dugout, or by fabricating a
s ructure.
PURPOSE
To temporarily store wastes such as manure,
wastewater, and contaminated runoff as a
storage function component of an agricultural
waste management system.
CONDITIONS WHERE PRACTICE APPLIES
• Where the storage facility is a component of
a planned agricultural waste management
system
• Where temporary storage is needed for
organic wastes generated by agricultural
production or processing
• Where the storage facility can be
constructed, operated and maintained
without polluting air or water resources
• Where soils, geography, topography, and
other site conditions are suitable for
construction of the facility
• To facilities utilizing embankments with an
effective height of 35 feet or less where
damage resulting from failure would be
limited to damage of farm buildings,
agricultural land, or township and country
roads.
• To fabricated structures includi tanks,
stacking facilities, pond appurtena es, and
"hoop roofs," or truss arch shelters.
CRITERIA
General Criteria Applicable to All Waste
Storage Facilities.
Laws and Regulations. Waste storage
facilities must be planned, designed, and
constructed to meet all federal, state, and local
laws and regulations.
Location. To minimize the potential for
contamination of streams, waste storage
facilities should be located outside of
floodplains. However, if site restrictions
require location within a floodplain, they shall
be protected from inundation or damage from'
a 25-year flood event, or larger if required by
laws, rules, and regulations. Waste storage
facilities shall be located so the potential
impacts from breach of embankment,
accidental release, and liner failure are
minimized; and separation distances are such
that prevailing winds and landscape elements
such as building arrangement, landforms, and
vegetation minimize odors and protect
aesthetic values.
Waste storage facilities should be located as
close to the source of waste and polluted
runoff as practicable.
Non -polluted runoff, from outside drainage
areas, should be excluded from the facility to 1
the fullest extent possible. Non -polluted runoff
that cannot be excluded shall be included/ in/ ,F
the storage volume.
Waste storage facilities should be located as
far from neighbor's dwellings and other public
use places as practical and shall be no closer
than the distances shown in the following
tables.
Conservation practice standards are reviewed periodically, and updated If needed. To obtain
the current version of this standard, contact the Natural Resources conservation service
NRCS,NC
February 2009

313- 2
Minimum Distance Table for all Animals Except Swi4 s Sited Under
General Statute 106. 801 through 805
Minimum Distance from Facilities
Public or Private Use
Operation existing priorto
+New operation or existing
Facilities
04115187.(no enlargement)
operationahat is enlarging
(no increase in SSLW)
SSLW'
Any public use area, church,
300 ft.
750 ft.
picnic area playground, etc.
Residence or place of habitation
300 ft.
750 ft,
other than owner or his tenant
"Blue line" or perennial water
100 ft, (New or Expanded) Treatment Facilities
Wells
100 ft, minimum - General Statutes
87-87 & 87-88. 15A02C.0107(a)(1)(c)
Area specified by state or local
Greater of state/local or NRCS distance shown above
ordinance
' SSLW - Steady State Live Weight = Average weight per unit x number of units @ capacity.
Any exception to the above distances must be approved by the ASTC(FO) with concurrence
from the State Conservation Engineer,
The 750 ft, minimum distance must exist the day of the site investigation. Site evaluations are
valid for 12 months.
Minimum Distance for Swine Operations as Dictated by GS 106 - 801 through 805
(Applies to operations sited on or after 10101195)
• >= 1,500 ft. from any occupied residence
Swine House or Lagoon • 2,500 t. from any school, hospital, or church
500 ft. from any property boundary
• 50 ft. from any residential property boundary (any property with a
Land Application residence on It)
50 ft, from any perennial stream or river other than an irrigation ditch
or canal
Storage Period. The storage period is the
maximum length of time anticipated between
emptying events. The minimum storage period
shall be based on the timing required for
environmentally safe waste utilization
considering the climate, crops, soil, equipment,
and local-s atarand fe�)iera[ regulations.
minimum of six 6 ar(onths storage is
required except when special management
practices or techniques permit otherwise.
In no case shall a design be developed with
less than 60 days of storage volume unless
the design is supported with a detailed, site -
specific water and nutrient budget, approved
NRCS, NC
February 2009
by an engineer with appropriate job approval
authority. In such case, the hydraulic loading
evaluation and nutrient budget shall be,
considered a part of the design of the waste
storage facility.
Design Storage Volume. The design storage
volume equal to the required storage volume,
shall consist of the total of the foilowino as
appropriate:
(a) Manure, excess water, wastewater, and
other wastes accumulated during the
storage period /

u
is
(b) Normal precipitation less evaporation on
the surface area (at the design storage
volume level) of the facility during the
storage period for the time of year which
results in the greatest storage
requirements
(c) Normal runoff from the facility's drainage
area during the storage period
(d) 25-year, 24-hour precipitation on the
surface (at the required design storage
volume level) of the facility
(a) 25-year, 24-hour runoff from the facility's
(� drainage area Q/%t.U-(f4At4 2
r ��,A(0 Residual solids after liquids have been
° removed. A minimum of 6 inches shall be
provided for tanks
(g) Additional storage as may be required to
meet management goals oegulatory
1 ut requirements ��(r�t�
Domestic and industrial waste from washdown
c facilities, showers, toilets, sinks, etc., shall not
be discharged into waste storage facilities.
Inlet. Inlets shall be of any permanent type
designed to resist corrosion, plugging, freeze
damage and ultraviolet ray deterioration while
incorporating erosion protection as necessary.
If freezing is not a problem, an open inlet, such
as a concrete channel, may be used. If
freezing is a problem, the inlet shall consist of
a pipe having a minimum diameter of 15 cm (6
in) and a minimum slope of 0.5 percent, except
that a minimum diameter of 10 cm (4 in) may
be used for milking center waste. Required
pipe size is to be determined by the designer.
Access should be provided to the pipe for
rodding in case of.blockage.
Outlet. No outlet shall automatically release
storage from the required design volume.
Manually operated outlets shall be of
permanent type designed to resist corrosion
and plugging.
Emptying Component. Some type of
component shall be provided for emptying
storage facilities. It may be a facility such as a
gate, pipe, dock, wet well, pumping platform,
retaining wall, or ramp. Features to protect
against erosion, tampering, and accidental
release shall be incorporated as necessary.
313.3
Accumulated Solids Removal. Provisions
shall be made for periodic removal of
accumulated solids to preserve storage
capacity. The anticipated method for doing
this must be considered in planning,
particularly in determining the configuration of
ponds and type of seal, if any.
Safety. Design shall include appropriate
safety features to minimize the hazards of the
facility. Ramps used to empty liquids shall
have a slope of 4 horizontal to 1 vertical or
flatter. Those used to empty slurry, semi -solid,
or solid waste shall have a slope of 10
horizontal to 1 vertical or flatter unless special
traction surfaces are provided. Warning signs,
fences, ladders, ropes, bars, rails, and other
devices shall be provided, as appropriate, to
ensure the safety of humans and livestock.
Ventilation and warning signs must be
provided for covered waste holding structures,
as necessary, to prevent explosion, poisoning,
or asphyxiation. Pipelines shall be provided
with a water -sealed trap and vent, or similar
device, If there is a potential, based on design
configuration, for gases to enter buildings or
other confined spaces. Ponds and uncovered
fabricated structures for liquid or slurry waste
with walls less than 5 feet above ground
surface shall be fenced and warning signs
posted to prevent children and others from
using them for other than their intended
purpose.
Erosion Protection. Embankments and
disturbed areas surrounding the facility shall
have a protective cover of vegetation
established. Temporary vegetation may be
used until permanent vegetation can be
established. Vegetation shall meet or exceed
the criteria in Critical Area Planting (342). The
vegetation shall be fenced, if necessary, for
protection.
Liners and Flexible Membranes. These
items shall meet the criteria in Pond Sealing or
Lining (521),
Erosion and Sediment Control Measures.
Plans for waste storage facilities shall include
temporary measures for the control of erosion
and sedimentation during the construction
period. Permanent vegetation will be
established on all disturbed areas.
NRCS,NC
February 2009

Cl
101
313-4
Additional Criteria for Waste Storaee Ponds
Hazard Classification. The area downstream
of the embankment must be evaluated
carefully to determine the impact from a
sudden breach of the proposed embankment
on both structural and environmental features.
This evaluation must consider all existing
improvements and those improvements that
may reasonably be expected to be made
during the useful life of the structure. The
results of this evaluation provides for the
proper hazard classification of the
embankment. Only hazard class (a)
embankments with a maximum effective height
of 35 feet are to be designed under this
standard. See Engineering Notekeeping, Field
Office Technical Guide Pond Standard (Code
378) or National Engineering Manual 520.21
for guidance concerning documentation of
hazard class determination.
Emergency Action Plan. An Emergency
Action Plan shall be prepared for each waste
storage pond. The plan will outline steps to be
followed in case of an emergency with the
storage pond such as overflow, breaching,
leakage, need for emergency land application,
etc. As a minimum it will contain the following
items for the owner/operator to carry out in the
event of an emergency:
• Cali the Division of Environmental
Management (DEM) to report the problem.
Include name and phone number of the
appropriate regional office. If outside
normal business hours, call the NC
Emergency Management Office in Raleigh
and ask them to contact DEM. Give the
name of the facility, location and DEM
registration/ certification number.
• Call 911 or the Sheriffs Department if there
is danger to downstream property
(residences, road, etc.). Include phone
number.
• Contact contractor(s) of owner's choice to
begin repair of problem to minimize off -site
damage. Include names and phone
number(s).
• Contact the technical specialist who certified
the waste storage pond. Include phone
number. If this specialist is no longer
working, contact one who has design
approval.
NRCS, NC
February 2009
A copy of this plan containing current
telephone numbers must be available at each
site. It should be posted in a readily available
location.
Site Investigation. A detailed site
investigation shall be made for each waste
storage pond prior to design. This
investigation should include, but not be limited
to, evaluations of distance from residences
and other private or public use facility,
proximity to the 100-year floodplain, perennial
streams as shown on the USGS Quad Sheet,
zoning jurisdiction of municipalities, utilities in
the construction area, wetlands, available land
for disposal, soils, and other environmental
factors.
If wetlands may be involved, contact the Corps
of Engineers and/or NRCS for a wetland
determination/delineation. If wetlands are
involved, a 401 water quality certification and a
404 permit may be needed.
During the site investigation or construction
phase, it must be verified that no subsurface tile
lines are present. On sites that are located on
cropland or land that has been cropped in the
past and is land with soil types that respond to
subsurface drainage, an observation trench along
the entire length of the embankment shall be
constructed to a minimum depth of 5 feet. The
observation trench may be excavated during the
soils investigation phase or during construction;
in which case, it may be incorporated into the
cutoff trench. The trench shall have a bottom
width adequate to accommodate the equipment
used for excavation, backfill, and compaction
operations, and the side slopes shall be 1:1 or
flatter. If any tile lines are present in the area of
the embankment they must be removed for a
minimum distance of 15 feet beyond the
embankment toe. If a tile line exists above the
embankment it shall be rerouted around the
pond.
Soil and foundation. The pond shall be
located in soils with an acceptable permeability
that meets all applicable regulation, or the
pond shall be lined. Information and guidance
on controlling seepage from waste
impoundments can be found in the Agricultural
Waste Management Field Handbook
(AWMFH), Appendix 10D.

n
LJ
Locate the storage pond on soils of slow to
moderate permeability or on soils that can seal
through sedimentation and biological action.
Avoid gravelly soils and shallow soils over
fractured or cavernous rock.
A detailed soils investigation with special
attention to the water table and seepage
potential must be a part of each design. The
soils Investigation must extend at least two feet
below the planned bottom. In the vicinity of the
embankment but not under it, the soils
investigation shall be to a depth equal to the
height of the embankment or until rock is
encountered. When poor foundation
conditions are anticipated, the investigation
shall extend to a depth determined by the
designer.
If adequate rapid self sealing Is not probable,
special considerations such as mechanical
treatment, lining, or other techniques must be
considered and addressed in the design. A
liner, or equivalent sealant, is required in SP,
SW, GP, and GW, or problem soils as
classified according to the Unified Soil
Classification System. A liner is also required
for most SM soils. A determination as to
whether a liner is needed for other soils will be
made during the on -site soils investigation
prior to the design.
If a liner is required and a clay liner is the
sealant of choice, it will be designed and
installed in accordance with Agricultural Waste
Management Field Handbook, Appendix 10-D
- Geotechnical, Design, and Construction
guidelines. Where a liner is required, a
qualified construction inspector must be on site
during construction as necessary to verify
proper liner construction or the liner must be
tested to verify a maximum hydraulic
conductivity of 1,25 x 10" cm/sec. (.003
ft/day).
When a liner is not required, the bottom and
cut slopes of the storage pond shall be
scarified to a minimum depth of six (6) inches
and compacted to decrease the permeability of
the soil. Compaction shall be with a
sheepsfoot roller or tamping roller at optimum
moisture content or wetter.
When an embankment Is involved, samples of
the proposed fill material should be obtained
and tested Tests required are at the
313-5
discretion of the designer. The lest results
shall be used to determine the design
requirements for the embankment.
Since soils are not always consistent, small
areas of unsatisfactory material which were
not evident during the investigation may be
found during construction. They should be
over excavated and lined with clay or other
suitable sealant material as specified by the
designer. Other sealant or lining techniques
should be planned according to industry
accepted design, installation and operational
procedures appropriate for the selected
technique.
The pond shall have a bottom elevation that is
a minimum of 2 feet above the seasonal high
water table unless features of special design
are incorporated that address buoyant forces,
pond seepage rate and non -encroachment of
the water table by contaminants. The water
table may be lowered by use of perimeter
drains, if feasible, to meet this requirement.
Cutoff Trench. A cutoff of relatively
impervious material shall be provided under
the embankment if necessary for seepage
control. The cutoff shall be located at or
upstream from the centerline of the dam. It
shall extend up the abutments as required and
be deep enough to extend into a relatively
impervious layer or provide for a stable
embankment when combined with seepage
control. The cutoff trench shall have a bottom
width adequate to accommodate the
equipment used for excavation, backfill, and
compaction operations, and the side slopes
shall be 1:1 or flatter.
All foundation cutoffs shall be dewatered
before backfilling.
Maximum Operating Level. The maximum
operating level for waste storage ponds shall
be the pond level that provides for the required
volume less the volume contribution of
precipitation and runoff from the 25-year, 24- " /
hour storm event plus the volume allowance .V/
for residual solids after liquids have been
removed. A permanent marker shall be
placed in the pool area to clearly indicate the
maximum level of waste that can accumulate
before removal of effluent must be initiated.
The marker shall be referenced and explained
in the O&M plan.
NRCS,NC
February 2009

313- 6
Embankments. The minimum elevation of the
top of the settled embankment shall be 1 foot
above the maximum design liquid surface in
the pond. This height shall be increased by
the amount needed to ensure that the top
elevation will be maintained after settlement.
This increase shall be not less than 5 percent.
The top of the embankment should have a
slight slope away from the pool area to reduce
drainage Into the pool.
The minimum top width for embankments are
shown in Table 1. If the embankment top is to
be used as a public road, the minimum width
shall be 16 feet for one-way traffic and 26 feet
for two-way traffic. Guardrails or other safety
measures shall be used where necessary and
shall meet the requirements of the responsible
road authority. When the embankment top Is
used as a road, provisions shall be made for
protecting the emergency spillway from
damage.
Table 1 - Minimum Too Widths
Total embankment
Height, ft.
Top Width,
I ft.
up to 20
10
20-25
12
25-30
14
30-35
15
The side slopes shall be uniform from top to
bottom and shall be stable for soil conditions.
The combined upstream and downstream side
slopes of the settled embankment shall not be
less than 5 horizontal to 1 vertical, and neither
slope shall be steeper than 2 horizontal to 1
vertical Unless supported by a soil
investigation, excavated side slopes shall be
no steeper than 2 horizontal to 1 vertical.
Where embankments are to be mowed, 3:1 or
flatter slopes are recommended.
Compaction of the fill material shall be in
accordance with the specified design
requirements for compaction and moisture
content. As a minimum, compaction shall be
equivalent to, or better than, the following:
• Layers of fill shall not exceed 9 inches in
thickness before compaction.
• Route the hauling and spreading equipment
over the fill in such a manner that every
point on the surface of each layer of fill will
be traversed by not less than one tread
NRCS,NC
February 2009
track of the loaded equipment traveling in a
direction parallel to the main axis of the fill.
• Clayey soils shall be compacted with a
"sheepsfoot" or tamping roller. (See
Appendix 10-D).
A qualified inspector designated by the
designer must be on site during construction,
as necessary, to verify proper construction.
Testing will be required as deemed necessary
by the inspector.
If needed to protect the face of the
embankment, special measures, such as
berms, rock riprap, sand -gravel, soil cement,
or special vegetation shall be provided (TR-56
and TR-69),
Inlet. Pipes and open inlets that convey waste
to the pond shall be designed and installed in
a manner that will prevent erosion of the pond
side slope. This will be accomplished by:
• extending the pipe or inlet beyond the slope
of the pond,
• installing an armoring surface such as rock
nprap or concrete on the slope, or
• using a flexible pipe that will conform to the
surface of the slope and safely convey the
effluent into the pond.
Pipes. If any pipes are to be placed through
the embankment, the location and method of
installation shall be approved by the designer
of the embankment or a technical specialist
designated by the Soil and Water
Conservation Commission to design and
approve waste storage ponds. The installation
shall be certified by the inspector.
Emergency Spillway. Waste storage ponds
having a maximum design�be
uld level of 3 feet
o mf"- ore�above.natural-ground shall l
'provided with-an-emefgency-spillwap4o-
�OrevenLovartopping_The crest of the
emergency spillway shall be located at the
same elevation as the top of the 25-year, 24-
hour storm storage. The emergency spillway
shall be placed In undisturbed soil when
possible. When it must be placed in fill
material, precautions shall be taken to Insure
the integrity of the structure.
The emergency spillway shall pass a 25-year,
24-hour storm without overtopping the
embankment. There shall be a minimum of 1

E
foot of freeboard above the designed depth of
flow in the emergency spillway. Where a
primary waste storage pond empties into
another waste storage pond and the liquid
level is positively controlled by an adequately
sized overflow pipe, no emergency spillway is
required for the primary waste storage pond.
Additional Criteria for Fabricated
Structures
Foundation. The foundations of fabricated
waste storage structures shall be proportioned
to safely support all superimposed loads
without excessive movement or settlement.
Where a non -uniform foundation cannot be
avoided or applied loads may create highly
variable foundation loads, settlement should
be calculated from site -specific soil test data.
Index tests of site soil may allow correlation
with similar soils for which lest data is
available. If no test data is available,
presumptive bearing strength values for
assessing actual bearing pressures may be
obtained from Table 2 or another nationally
recognized building code. In using
presumptive bearing values, adequate
detailing and articulation shall be provided to
avoid distressing movements in the structure.
Foundations consisting of bedrock with joints,
fractures, or solution channels shall be treated
or a separation distance provided consisting of
a minimum of 1 foot of impermeable soil
between the floor slab and the bedrock or an
alternative that will achieve equal protection.
Table 2 - Presumptive Allowable Bearing
Stress Values'
Foundation Description Allowable
Stress
Crystalline Bedrock
12000 psf
Sedimentary Rock
6000 psf
Sandy Gravel or Gravel
5000 psf
Sand, Silty Sand, Clayey Sand
Silty Gravel, Clayey Gravel
3000 psf
Clay, Sandy Clay, Silty Clay,
Clayey Silt
2000 psf
313-7
' Basic Bullding Code, 12th Edition, 1993,
Building Officials and Code Administrators,
Inc. (BOCA)
Licluld Tightness. Applications such as
tanks, that require liquid lightness shall be
designed and constructed in accordance with
standard engineering and industry practice
appropriate for the construction materials used
to achieve this objective.
Structural Loadings. Waste storage
structures shall be designed to withstand all
anticipated loads Including internal and
external loads, hydrostatic uplift pressure,
concentrated surface and impact loads, water
pressure due to seasonal high water table, and
frost or ice pressure and load combinations in
compliance with this standard and applicable
local building codes.
The lateral earth pressures should be
calculated from soil strength values
determined from the results of appropriate soil
tests. Lateral earth pressures can be
calculated using the procedures in TR-74. If
soil strength tests are not available, the
presumptive lateral earth pressure values
indicated in Table 3 shall be used.
Lateral earth pressures based upon equivalent
fluid assumptions shall be assigned according
to the following conditions:
• Rigid frame or restrained wall. Use the
values shown In Table 3 under the column
"Frame tanks," which gives pressures
comparable to the at -rest condition.
• Flexible or yielding wall. Use the values
shown in Table 3 under the column "Free-
standing walls," which gives pressures
comparable to the active condition. Walls
in this category are designed on the basis
of gravity for stability or are designed as a
cantilever having a base wall thickness to
height of backfill ratio not more than 0.085.
Internal lateral pressure used for design shall
be 65 Ib/ftz where the stored waste is not
protected from precipitation. A value of 60
Ib/ft2 may be used where the stored waste is
protected from precipitation and will not
become saturated. Lesser values may be
used. if supported by measurement of actual
NRCS,NC
February 2009

313- 8
pressures of the waste to be stored. If heavy
equipment will be operated near the wall, an
additional two feet of soil surcharge shall be
considered in the wall analysis.
Table 3 - Lateral Earth Pressure Values'
Equivalent fluid pressure (lb/ft'/ft of depth)
Soil
Above seasonal high
Below seasonal high water table
water table'
Unified
Free-
Frame
Free-
Frame
Description`
Classification"
standing
tanks
standing
tanks
walls
walls
Clean gravel, sand or
sand -gravel mixtures
GP, GW, SP, SW
30
50
80
90
maximum 5% Anes s
Gravel, send, silt and
All gravel sand dual
lay mixtures (less than
symbol classifications
'
50% fines)
and GM, GC, SC, SM,
i
Coarse sands with silt
SC-SM
35
60
80
100
and and/or clay (less
an 50% fines)
Low -plasticity silts and
clays with some sand
and/or gravel (50% or
CL, ML, CL-ML
more fines)
SC. SM, SC-SM
Fine sands with silt
45
75
90
105
andlor clay (less than
50% fines
Low to medium plasticity
silts and clays with little
sand and/or gravel (50%
r more fines)
CL, ML, CL-ML
65
85
95
110
High plasticity silts and
clays (liquid limit more
CH, MH
than 50
For lightly -compacted soils (85% to 90% maximum standard density.) Includes compaction by use of typical
farm equipment.
Also below seasonal high water table if adequate drainage is provided.
Includes hydrostatic pressure.
All definitions and procedures in accordance with ASTM D 2488 and D 653.
'Generally, only washed materials are in this category
-Not
recommended. Requires special design if used. .
Tank covers shall be designed to withstand
both dead and live loads. The live load values
for covers contained in ASAE EP378.3, Floor
and Suspended Loads on Agricultural
Structures Due to Use, and in ASAE EP 393.21
Manure Storages, shall be the minimum used.
The actual axle load for tank wagons having
NRCS,NC
February 2009
more than a 2,000 gallon capacity shall be
used.
If the facility is to have a roof, snow and wind
loads shall be as specified by local building
code. Where local building code does not
govern, the loads shall be as specified in

ASAE EP288.5, Agricultural Building Snow
and Wind Loads. If the facility is to serve as
part of a foundation or support for a building,
the total load shall be considered in the
structural design:
Structural Design. The structural design
shall consider all items that will Influence the
performance of the structure, including loading
assumptions, material properties and
construction quality. Design assumptions and
construction requirements shall be indicated
on standard plans.
Tanks may be designed with or without covers.
Covers, beams, or braces that are integral to
structural performance must be indicated on
the construction drawings. The openings in
covered tanks shall be designed to
accommodate equipment for loading, agitating,
and emptying. These openings shall be
equipped with grills or secure covers for
safety, and for odor and vector control.
All structures shall be underlain by free
draining material or shall have a footing
located below the anticipated frost depth.
Fabricated structures shall be designed
according to the criteria in the following
references as appropriate.
• Steel: "Manual of Steel Construction",
American Institute of Steel Construction.
• Timber: "National Design Specifications
for Wood Construction", American Forest
and Paper Association.
• Concrete: "Building Code Requirements
for Reinforced Concrete, ACI 318",
American Concrete Institute.
• Masonry: "Building Code Requirements
for Masonry Structures, ACI 530",
American Concrete Institute.
Slabs on Grade. Slab design shall consider
the required performance and the critical
applied loads along with both the subgrade
material and material resistance of the
concrete slab. Where applied point loads are
minimal and liquid -tightness is not required,
such as barnyard and feedlot slabs subject
only to precipitation, and the subgrade is
uniform and dense, the minimum slab
thickness shall be 4 inches with a maximum
joint spacing of 10 feet. Joint spacing can be
313.9
increased if steel reinforcing is added based
on subgrade drag theory.
For applications where liquid -tightness is
required such as floor slabs of storage tanks,
the minimum thickness for uniform foundations
shall be 5 inches and shall contain distributed
reinforcing steel. The required area of such
reinforcing steel shall be based on subgrade
drag theory as discussed in industry guidelines
such as American Concrete Institute, ACI 360,
"Design of Slabs -on -Grade
When heavy equipment loads are to be
resisted and/or where a non -uniform
foundation cannot be avoided, an appropriate
design procedure incorporating a subgrade
resistance parameter(s) such as ACI 360 shall
be used.
Additional Criteria for "Hoop Roof" Structures
General. In addition to the applicable criteria
for fabricated structures, the following criteria
shall be met.
Foundation. The foundation shall be
designed, approved, and sealed by a
professional engineer licensed to practice
engineering in North Carolina.
Walls. Engineered pony walls shall be
constructed along the sides for the purposes of
fastening the trusses and supporting the waste
stored in the structure. The walls shall meet
the manufacturer's design requirements.
Design. The design of the "Hoop Roof" (truss
arch shelter) shall be approved and sealed by
a professional engineer licensed to practice
engineering in the stale of North Carolina.
Construction. The construction of the "Hoop
Roof' structure shall be approved by a
professional engineer licensed to practice
engineering in the state of North Carolina.
CONSIDERATIONS
Freeboard for waste storage tanks should be
considered.
Solid/liquid separation of runoff or wastewater
entering storage facilities should be
considered to minimize the frequency of
accumulated solids removal and to facilitate
pumping and application of the stored waste.
NRCS,NC
February 2009

313- 10
Due consideration should be given to
environmental concerns, economics, the
overall waste management system plan, and
safety and health factors.
NRCS,NC
February 2009

L
Considerations for Minimizing the Potential
for and Impacts of Sudden Breach of
Embankment or Accidental Release from
the Required Volume.
Features, safeguards, and/or management
measures to minimize the risk of failure or
accidental release, or to minimize or mitigate
impact of this type of failure should be
considered when any of the categories listed in
Table 4 might be significantly affected.
The following should be considered either
singly or in combination to minimize the
potential of or the consequences of sudden
breach of embankments when one or more of
the potential impact categories listed in Table 4
may be significantly affected:
1. An auxiliary (emergency) spillway
2. Additional freeboard
3, Storage for wet year rather than normal
year precipitation
4. Reinforced embankment -- such as,
additional top width, flattened and/or
armored downstream side slopes
5. Secondary containment
Table 4 • Potential Impact Categories from
Breach of Embankment or Accidental
Release
1. Surface water bodies — perennial streams,
lakes, wetlands, and estuaries
2. Critical habitat for threatened and
endangered species.
3. Riparian areas
4. Farmstead, or other areas of habitation
5. Off -farm property
6. Historical and/or archaeological sites or
structures that meet the eligibility criteria
for listing in the National Register of
Historical Places.
The following options should be considered to
minimize the potential for accidental release
from the required volume through gravity
outlets when one or more of the potential
313 - 11
impact categories listed in Table 4 may be
significantly affected:
1. Outlet gate locks or locked gate housing
2. Secondary containment
3. Alarm system
4. Another means of emptying the required
volume
_Considerations for Minimizing the Potential
of Waste Storage Pond Liner Failure.
Sites with categories listed in Table 5 should
be avoided unless no reasonable alternative,
exists. Underthose circumstances,
consideration should be given to providing an
additional measure of safety from pond
seepage when any of the potential impact
categories listed in Table 5 may be
significantly affected.
Table 5 - Potential Impact Categories for
Liner Failure
1. Any underlying aquifer is at a shallow
depth and not confined
2. The vadose zone is rock
3. The aquifer is a domestic water supply
or ecologically vital water supply
4. The site is located in an area of
soluticnized bedrock such as
limestone or gypsum.
Should any of the potential impact categories
listed in Table 5 be affected, consideration
should be given to the following:
1. A clay liner designed in accordance with
procedures of AWMFH Appendix 10D with
a thickness and coefficient of permeability
so that specific discharge is less than 1 x
10 -8 cm/sec
2. A flexible membrane liner over a clay liner
3. A geosynthetic clay liner (GCQ flexible
membrane liner
4. A concrete liner designed in accordance
with slabs on grade criteria for fabricated
structures requiring water tightness
Nll NC
February 2009

0
313- 12
Considerations for Improving Air Quality
To reduce emissions of greenhouse gases,
ammonia, volatile organic compounds, and
odor, other practices such as Anaerobic
Digester — Ambient Temperature (365),
Anaerobic Digester — Controlled Temperature
(366), Waste Facility Cover (367), and
Composting Facility (317) can be added to the
waste management system.
An anaerobic lagoon instead of a waste
storage pond should be considered for sites
located in rural areas where odors are a
concern. This should be especially considered
where odors would affect neighboring farms
having enterprises that do not cause odors
and/or neighbors who earn a living off -farm.
The recommended loading rate for anaerobic
lagoons at sites where odors must be
minimized is one-half the values given in the
AWMFH Figure 10.22.
Adjusting pH below 7 may reduce ammonia
emissions from the waste storage facility but
may increase odor when waste is surface
applied (see Waste Utilization, 633).
Some fabric and organic covers have been
shown to be effective in reducing odors.
For sites located near urban areas, practices
such as the following should be considered to
reduce odor emissions:
• Covering the storage facility with a suitable
cover
• Using naturally aerated or mechanically
aerated lagoons
• Using composting in conjunction with a solid
waste system rather than a liquid or slurry
system
Using a methane digester and capture
system
NRCS,NC
February 2009
PLANS AND SPECIFICATIONS
Plans and specifications shall be prepared in
accordance with the criteria of this standard
and shall describe the requirements for
applying the practice to achieve its intended
use.
OPERATION AND MAINTENANCE
An operation and maintenance plan shall be
developed that is consistent with the purposes
of the practice, its intended life, safety
requirements, and the criteria for its design.
The plan shall contain the operational
requirements for emptying the storage facility.
This shall include the requirement that waste
shall be removed from storage and utilized at
locations, times, rates, and volume in
accordance with the overall waste
management system plan.
In addition, for ponds, the plan shall include an
explanation of the permanent marker installed
to indicate the maximum operating level.
The plan shall include a strategy for removal
and disposition of waste with the least
environmental damage during the normal'
storage period to the extent necessary to
insure the facility's safe operation. This
strategy is for the removal of the contribution of
unusual storm events that may cause the
faciitiy to fill to capacity prematurely with
subsequent design inflow and usual
precipitation prior to the end of the normal
storage period.
Development of an emergency action plan
should be considered for waste storage
facilities where there is a potential for
significant impact from breach or accidental
release. The plan shall include site -specific
provisions for emergency actions that will
minimize these impacts.