20230339 Ver 1_E&SC Narrative_20221214

Contentment Golf Course
Erosion and Sediment Control Narrative
December 14, 2022
Watershed Consulting PLLC
PO Box 7216
Richmond, Virginia 23221
804 304-4659

Section
1.0 Project Description
2.0 Site Description
3.0 Trout Buffer Waiver Summary
4.0 Stormwater Summary
5.0 Construction Phasing and Sequencing
6.0 Erosion and Sediment Controls
7.0 Grassing
8.0 Wetland Delineation and Section 404 Permits
Figures
1-1
Vicinity Map
1-2
Location Map
1-3
Aerial Map
1-4
Master Plan
3-1
Buffer Treatment Plan
4-1
Stormwater Management
5-1
Phasing Plan
6-1
Color E&S Plan
Appendices
A. Trout Buffer Waiver
B. Outlet Protection
C. Skimmer Basin Design
D. Sediment Basin 1 Design
E. Sediment Basin 2 Design
F. Grassing Specifications
G. Pond Routings

1.0 PROJECT DESCRIPTION
The purpose of the project is to construct a new golf course in Wilkes County, North Carolina. The
project requires land disturbance of approximately 227 acre of land. The project includes construction
of fairways, roughs, greens, and tees of various grass types as specified in the Grassing Plan. The
project also includes construction of an irrigation system and sand bunkers. An irrigation lake is
proposed which will also provide stormwater attenuation benefits. Eight foot wide cart paths are
proposed at various locations and open pile bridges are proposed at stream crossings.
The project requires that golf holes play over streams that are designated as trout streams or High
Quality Waters. Thus, hand clearing methods are specified in the buffer areas. These areas will be
enhanced with native shrubs or native grasses in accordance with the buffer restoration plan prepared
by George Golf Design.
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BASEMAP PROVIDED By GEORGE GOLF DESIGN.
CONTOURS WERE DERIVED FROM CIS FILES
OBTAINED FROM TXE NORTX CAROLINA
DEPARTMENT OF TRANSPORTATION.
RINTERVAL CONT CONTOUR = 10.0'
GRAPHIC SCALE: 1- 300'
NORTH
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PROJECT MANAGER: EA
DESIGNED:
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DRAWN:
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DESIGN FILE:
SP3_MASTER
DATE: 11/22/10
REVISIONS:
':I6 I REVISED PER NCDENR COMMENTS
822-11 REVISED PER NCDENR COMMENTS
FIGURE 1-4

2.0 SITE DESCRIPTION
The site occupies roughly 740 acre of rural undeveloped land. The property consists of a mixture
forest, pasture, meadows, and logged property as shown on Sheet SP2 of the Plans. The site drains to
a number of perennial and intermittent streams which bisect the property and flow to the south west
corner of the property. These streams are designated trout streams and contain an associated 25-foot
buffer. Many of these streams contain buffers of various conditions including wooded, pasture,
pasture with intermittent trees, and shrub areas.
The property is steep and slopes towards the various onsite streams. The steepest areas are located
along the eastern side of the property which is avoided by the golf course. The golf course will occupy
the central and western portions of the property on slopes generally ranging from 5-15%.
Adjacent Property
Adjacent properties are similar in nature and currently function as large rural parcels of land. These
properties have similar topography and streams.
Soils
A soils map is provided as Sheet 2A of the plans. Approximately 15 soil types occupy the property.
These soils are primarily sandy clay loams and sandy loams but include clay loams, gravelly sandy
loams, and various complexes. Onsite soils are predominantly Hydrologic Soil Group B soils. A small
percentage of the soils are HSG A and C. Soil erodabilty K factors range from 0.05 to 0.2. Thus
erodability is a concern primarily due to steep slopes versus the composition of the soil.
Existing features are summarized on Sheets 2 and 2Aof the plans.
11

3.0 TROUT BUFFER WAIVER SUMMARY
Watershed Consulting, PLLC worked with NCDNR in 2010/2011 to obtain a Trout Buffer Waiver for this
project. The waiver was approved in September 2011. The process included significant measures
towards avoidance and minimization. Final plans included detailed buffer treatment methods, 11
bioretention basins, 32 skimmer basins, detailed construction sequences, and a phasing plan which
limits 20-acres of disturbed land on Harris Creek at a given time.
A copy of the trout buffer waiver is provided on Sheet 1A of the plans and in Appendix A. The Buffer
Treatment Plans is provided as Figure 3-1 which summarizes how the onsite buffers will be maintained.
7

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Lehman Design Group
a different angle of approach
�❑ SCALE: 1 "=300

4.0 Stormwater Summary (Low Density)
This site consists of 740-acre of undeveloped land located in Wilkes County, North Carolina. The
property is composed of a mixture of forest, logged land, and pasture. The proposed project includes
construction of turfgrass fairways, tees, greens, and surrounds as well as sand bunkers and cart paths.
Paved cart path will be provided to minimize erosion in high traffic areas. The cart path is constructed
as a disconnected linear system ranging from 8-12-feet in width and will sheet flow to adjacent turf
areas. The cart path equates to 5.63-acres of paved surfaces which is approximately 0.76% of the site.
Total Project Area= 740-acres
Built Upon Area (Impervious) = 5.63-acres
Impervious= 0.76%
Project Designation Low Density
Due to the project's minimal impervious cover, it is designated as a "Low Density Project" per 15A
NCAC 2H. 1003. 15A NCAC 21-1.1003 (2) (b) requires Low density projects to maximize dispersed flow
through vegetated areas and minimize channelization of flow. Dispersed flow is achieved through
the following measures.
1. Minimal Impervious Surfaces- Only 0.76 percent of the site will be constructed as impervious.
2. Disconnection of Impervious Surfaces- Impervious surfaces are constructed as a disconnected
linear system ranging from 8-12-feet in width. These impervious surfaces will sheet flow to
pervious turf areas.
3. Bioretention Cells (11) - Where possible piped systems outfall into a bioretention cell. These
areas were coordinated with NCDNR as part of the Trout Buffer Waiver Process.
4. Rip Rap Aprons- In areas where Bioretention was not possible, rip rap aprons are provided to
dissipate and disperse flow into the stream buffer.
5. Golf Course Irrigation Pond -A golf course irrigation pond is provided which collects and
attenuates flows prior to release into Double Creek.
Stormwater Management is summarized on Sheet 6 of the plans. Sheet 6 summarizes the locations
of outfall major outfalls, drainage areas, and bioretention structures. Bioretention Basin Design and
details are provided on Sheet 19 of the plans. Outlet velocities for rip rap aprons are provided in
Appendix B.
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EXISTING STREAM
PROPOSED TREELII
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WETLANDPROJECT MANAGER: EA
` BIORETENTION DESIGNED: EA
1 CONTOUR I•
DESIGN
DRAINAGE DIVIDE
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FIGURE 4-1

5.0 CONSTRUCTION PHASING AND SEQUENCING
This project will rely on careful sequencing of events to ensure an orderly site and minimize sediment
laden water from leaving the site. Construction Phasing is provided on Sheet 4 of the plans. The site
will be constructed in phases. Phasing and sequencing will be as follows.
CONSTRUCTION PHASING
1. The project shall be initiated in phases as shown on this phasing plan.
2. In general, work shall be completed in items 11a-c of the construction sequence prior to
moving to the next phase of construction.
3. Multiple phases will be under construction concurrently.
4. Phases 1, 1A, 1C, and a portion of 3 are located within the Harris Creek Watershed. No
more than 20-acre of land disturbance is allowed within the Harris Creek Watershed at a
given time.
5. Phasing schedule can be modified upon approval of the architect and engineer.
6. Work shall be performed in a systematic, orderly manner.
CONSTRUCTION SEQUENCE FOR EACH PHASE
1. Call MISS Utility to mark all underground utilities.
2. Mark wetlands in field with orange safety fence or continuous flagging.
3. Contractor shall hold preconstruction meeting with Department of Environment and Natural
Resources E&S Inspector, architect, and engineer prior to any land disturbance.
4. Install construction entrance.
5. Flag Limits of clearing.
6. Execute Select Hand Clearing in critical buffer areas
a. Clearly mark areas for clearing.
b. Trees shall be cut and lifted out of buffer.
c. No mechanized equipment and no grubbing will be allowed in buffer area.
d. Where necessary, contractor can grind stumps
e. Upon completion of clearing, buffer shall be immediately planted in accordance with
planting plan provided by George Golf Design.
f. Buffer work shall be complete prior to moving to item 7.
7. Install silt fence and diversion dikes.
8. Construct skimmer basins.
9. Construct diversion dikes/channels as necessary to skimmer basins and sediment basin.
10. Install major drain pipe.
11. Execute the following tasks in a systematic orderly manner.
a. Execute site clearing and grubbing.
b. Strip and stockpile topsoil
c. Rough grade site.
12. Execute the following tasks in a systematic orderly manner.
a. Construct bunkers.
b. Build greens and tees.
c. Install irrigation.
10

d. Install minor drainage (4", 6", and 8" pipe).
e. Prepare soil for regrassing.
f. Regrass disturbed areas.
g. Construct bridges
h. Construct cart paths.
13. Once the contributing drainage area to each sediment basin has become mostly stabilized to
the satisfaction of DEQ, fill sediment basins to final grade and stabilize with seed and mulch.
14. Once the contributing drainage area to each bioretention cell has been stabilized, finalize
construction of bioretention basins.
15. Once site has been stabilized to the satisfaction of DEQ, remove all silt fence and inlet
protection and install permanent grates on all stormsewers.
In general, the process will move from hole to hole with these tasks being performed in this
specified sequence for each hole. In order to meet the proposed construction window, these tasks
will be performed concurrently, with several holes in a different phase at any given time.
11

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CONSTRUCTION PHASING
1. The project shall be initiated in phases as shown on this phasing
plan.
2. In general, work shall be completed in items 1la-c of the
construction sequence prior to moving to the next phase of
construction.
3. Multiple phases will be under construction concurrently.
4. Phases 1, IA, 1C, and a portion of3 are located within the Harris
Creek Watershed. No more than 20-acre of land disturbance is
allowed within the Harris Creek Watershed at a given time.
5. Phasing schedule can be modified upon approval of the architect
and engineer.
6. Work shall be performed in a systematic, orderly manner.
CONSTRUCTION SEQUENCE FOR EACH PHASE
1
1. Call MISS Utility to mark all underground utilities.
2. Mark wetlands in field with orange safety fence or continuous
flagging.
3. Contractor shall hold preconstruction meeting with Department
of Environment and Natural Resources E&S Inspector, architect,
and engineer prior to any land disturbance.
4. Install construction entrance.
5. Flag Limits of clearing.
6. Execute Select Hand Clearing in critical buffer areas
a. Clearly mark areas for clearing.
b. Trees shall be cut and lifted out of buffer.
c. No mechanized equipment and no grubbing will be allowed in
buffer area.
d. Where necessary, contractor can grind stumps
e. Upon completion of clearing, buffer shall be immediately
planted in accordance with planting plan provided by George
Golf Design.
E Buffer work shall be complete prior to moving to item 7.
7. Install silt fence and diversion dikes.
8. Construct skimmer basins.
9. Construct diversion dikes/channels as necessary to skimmer
basins and sediment basin.
I0.Install major drain pipe.
I I. Execute the following tasks in a systematic orderly manner.
a. Execute site clearing and grubbing.
b. Strip and stockpile topsoil
c. Rough grade site.
12. Execute the following tasks in a systematic orderly manner.
a. Construct bunkers.
b. Build greens and tees.
c. Install irrigation.
it. Install minor drainage (41, 6", and 811pipe).
e. Prepare soil for regrassing.
E Regrass disturbed areas.
g. Construct bridges
h. Construct cart paths.
13.Once the contributing drainage area to each sediment basin has
become mostly stabilized to the satisfaction of DEQ, fill sediment
basins to final grade and stabilize with seed and mulch.
14.Once the contributing drainage area to each bioretention cell has
been stabilized, finalize construction of bioretention basins-
15.Once site has been stabilized to the satisfaction of DEQ, remove al
silt fence and inlet protection and install permanent grates on all
stormsewers.
In general, the process will move from hole to hole with these
tasks being performed in this specified sequence for each hole. In
order to meet [he proposed construction window, these tasks will
be performed concurrently, with several holes in a different phase
at any given time.
• . /Sl URBANCE BY PHASE
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B e45.70 ACRES
26.09 ACRES
LEGEND
EXISTING STREAM
TROUT BUFFER BASEMAP PROVIDED BY GEORGE GOLF DESIGN.
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6
NORTH REVISIONS:
300" 01 300' 600' 6-14.11 REVISED PER NCDENR COMMENTS
_- / - \\ �-�////'�-� 8-22-II REVISED PPRNGDENR COMMENTS
FIGURE 5-1

6.0 Erosion and Sediment Controls
The project relies on perimeter erosion and sediment controls to minimize runoff during construction.
Erosion and Sediment Control is summarized on Sheets 11-15 of the plans. In addition to sequencing,
the general approach to minimizing downstream sediment impacts includes the following.
1. Skimmer Basins- Where possible, storm runoff will be diverted to Skimmer basins to reduce
sediment runoff.
2. Diversion Dikes- Diversion dikes will be used to divert onside disturbed areas into the
skimmer basins. Diversion Dikes will also be used to divert offsite drainage from undisturbed
areas around the site.
3. Sediment Basins- Two sediment basins with skimmers will be provided to treat areas where
the drainage area to the basin exceeds 10-acres.
4. Sequencing of drainage pipe- Plans call for key drainage pipe to be installed as a first phase
of construction. This allows diversion of offsite drainage and onsite treated drainage through
the site in a more orderly manner.
5. Inlet Protection- Inlet protection shall be provided at each inlet.
6. Silt Fence- Where skimmer basins cannot be constructed due to topographic slopes, silt fence
will be used to detain sediment.
7. Super Silt Fence- Where silt fence is proposed in areas where contributing slopes are
significant, super silt fence (Chain -link) is proposed to capture runoff.
8. Construction Entrances -Construction entrances are proposed to provide orderly access and
minimize tracking of sediment on and off of the site.
Skimmer Basin Designs
Skimmer Basins are designed in accordance with the "North Carolina Erosion and Sediment Control
Planning and Design Manual". Major design parameters are as follows
Basin Area- minimum basin area = 325 sf per CFS (10-yr)
Basin Volume -minimum basin volume is = 1800 per acre disturbed
Min Length to Width Ration = 2:1
Embankment height shall be less than 5-feet. Our basins are designed with a height of 2-feet.
Spillway Conveyance- Spillways are designed to convey the 10-year storm event with 1-ft of
freeboard
Earthen Spillways- Where earthen spillways are used, maximum depth of flow shall be 0.5-feet
and conveyed in a non -erosive manner.
Baffles- Three baffles are provided to ensure trap efficiency.
Skimmers- Skimmers are designed to dewater in 2-5 days.
13

Skimmer basin designs are summarized on Sheet 18 of the plans and in Appendix C of this document.
Sediment Basin Designs
Skimmer Basins are designed in accordance with the "North Carolina Erosion and Sediment Control
Planning and Design Manual". Major design parameters are as follows
Basin Area- minimum basin area = 435 sf per CFS (10-yr)
Basin Volume -minimum basin volume is = 1,800 per acre disturbed
Min Length to Width Ration = 2:1
Embankment height shall be less than 5-feet. Our basins are designed with a height of 2-feet.
Spillway Conveyance- Spillways are designed to convey the 10-year storm event with 1-ft of
freeboard
Earthen Spillways- Where earthen spillways are used, maximum depth of flow shall be 0.5-feet
and conveyed in a non -erosive manner.
Baffles- Three baffles are provided to ensure trap efficiency.
Skimmers- Skimmers are designed to dewater in 2-5 days.
PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
1. Sediment Basin -- Practice 6.61
Two sediment basins will be constructed to serve areas that collect drainage from more than 10-acres.
Sediment Bain 1 treats hole number 13. Sediment Basin #2 will treat the proposed range and will
collected drainage from a 30.4 acre watershed. The basin will be converted to a 6.5-acre irrigation
storage lake upon completion of the project. The lake will also serve as a source of fill for the project.
As demonstrated on Sheet 14 of the plans, the basin will ultimately provide more than 10-times the
required storage capacity.
Sediment Basin summaries are provided on Sheets 20 and 21 of the plans and Appendix D and E of this
report.
2. Hand Clearing
No mechanized clearing or grubbing shall be allowed within 25-feet of any trout streams (all streams)
or 30-feet of any high quality waters (Harris Creek) as designated on these plans. Hand clearing
methods shall be used as shown in the clearing plan (Sheets). These areas shall be stabilized in
accordance with the Buffer Plan prepared by George Golf Design.
3. Temporary Sediment Trap -- Practice 6.60
14

More than 25 sediment traps are proposed to treat sediment laden runoff from areas of concentrated
drainage. Most traps will use standard outfalls. Several traps will be constructed within sump areas of
proposed stormsewer inlets and the inlets will be modified to serve as outfall structures. Details are
provided on Sheet 17 of the plans. Calculations are provided on Sheets 18 of the plans.
4. Temporary Diversions --Practice 6.20
Temporary diversions will be used to divert clean water through the site during construction. These
will be facilitated by construction of diversion dikes and installation of specific pipes as an initial phase
of the construction process. Diversion dikes are proposed on upslope portions of the property in a
number of locations to force clean water in to drain pipes. The diversion dikes are also used in a
number of locations to divert drainage into sediment traps. All pipes designated as initial drainage
must be installed as part of the erosion and sediment control measures to convey clean water through
the site and minimize drainage areas to traps.
5. Silt Fence -- Practice 6.62
Silt fence is proposed in numerous locations as shown on the plans to capture sediment from slopes.
Silt fence details are provided on Sheet 17 of the plans.
6. Super Silt Fence
Super Silt Fence (chain link reinforced silt fence) is proposed in several areas which collect drainage
from long and/or steep slope lengths in areas that cannot be treated by traps due to slope constraints.
Super Silt Fence specifications are provided on Sheet 17 of the plans.
7. Temporary Gravel Construction Entrance/Exit -- Practice 6.06
Nine temporary gravel construction entrances will be installed at various locations on the property.
These are needed to fully access construction areas while minimizing stream crossings during
construction. Entrance locations are provided on Sheet 4 and Sheets 11-16 of the plans. Specifications
are provided on Sheet 17 of the plans.
8. Inlet Protection -- Practice 6.52
All inlets will require inlet protection in accordance with specifications provided on Sheet 17 of the
plans.
9. Outlet Stabilization Structure -- Practice 6.41
Riprap aprons will be located at the outfalls of systems 1-1, 1-2, 5-1, 7-1, 10-1, 13-1, 18-1, 18-2, and P-1
to prevent scour. See Sheet 17 for outlet protection details and Sheet 16 for sizing details.
10. Level Spreader -- Practice 6.40
Level spreaders are proposed at the outfalls of storm sewer systems 3-1, 3-2, 16-1, 16-2, 17-1, and 17-
2. A level spreader detail is provided on Sheet 17 of the plans.
15

12. Surface Roughening -- Practice 6.03
Any 3:1 cut slopes shall be lightly roughened by disking just prior to vegetating, and the surface 4 to 6
inches of the 2:1 fill slopes will be left in a loose condition and grooved on the contour.
13. Surface Stabilization
Surface stabilization will be accomplished with vegetation and mulch as specified in the Grassing Plan
Sheet G1. Areas should be vegetated as soon as final grade is reached. Areas that require only
clearing and grubbing shall be stabilized immediately upon finalizing grubbing activities. Areas where
grading is proposed shall be vegetated upon reaching final grade and implementation of an irrigation
system.
MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked for stability and operation following every
runoff -producing rainfall but in no case less than once every week. Any needed repairs will be made
immediately to maintain all practices as designed.
2. The sediment basin will be cleaned out when the level of sediment reaches 1.0 ft below the top of
the riser. Gravel will be cleaned or replaced when the sediment pool no longer drains properly.
3. Sediment will be removed from the sediment trap and block and gravel inlet protection device when
storage capacity has been approximately 50% filled. Gravel will be cleaned or replaced when the
sediment pool no longer drains properly.
4. Sediment will be removed from behind the sediment fence when it becomes about 0.5 ft deep at
the fence. The sediment fence will be repaired as necessary to maintain a barrier.
5. All seeded areas will be fertilized, reseeded as necessary, and mulched according to specifications in
the vegetative plan to maintain a vigorous, dense vegetative cover.
16

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11
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\ \ \ BE-F-OR � ---- _C-LE AR'I 0 , ,/ THE E D nV I G — — - _ — — \ — r \ \ \ I I , � \ \ _ / / / /
\ / %� - - _ _ - __ - __ � ` - - - \ \ \ \ \I" ; . '.._/ / _ \ - \ 1 1 \� `� I\ h / O / / / `'1 f / I
\ I I G ,�ra►KE A . - 1 t3io -- - -- - \ - / \\ ,/ i .� \ ROCK_ - _ \ \ I\; i 1 1�\I I / / p / / of II OI 1
\ \ \ - J � /I / ` - z - -� - r Sao _ - - - ; \ \ \ \ -j \ �k / f Oi E T - - \ \ \ \ 1 1 l I y \ 1 (/ / / / / / / I I 1 \
- J \ \ \ \ \ / \ \ \ \ \\ \\\\
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/ \ ` — / — tl 1-1 / _ - % \ \ / r \ I-� \ ` PIPE'S S • / / - \ -- / / _ \ \ \ \ \ 1 \ 11 \ \ \ \ \ \ \ \\\ \ / / \ \ \
/ � / 1 - - _ / ~ .. �'� - t PRl T75 LARII OF I:�JLE / 'w� / _ __ \ / \ \
/ � � — / / __--_ --_ ----- \ I\ I- ;, 1 / / / ` I ( / ��
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%
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\ l \ / � — / I h / / I r J , — ~ ` — — — _ — — _ _^ — \ _— — — — � \ /_ __ — __ \ / / / — \ — \ O / \ I I I — / / — / / / / / /
d _ \ \ \ _ \ �� IJ — \ \ I / IJ / / // / / l
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\ \ 1 / I / / / / O 16 �`7 \ . 1-1 / / t�--50 �/ _ - \\ / I / ,- - -1,� -_ ��� ` - / ( / \ \` \ - -- 1 \ \ \ \ - \
/ / // - _ ----- - � � \ ! -- - -__ �' 1 l \ \- AC 4' R bF •57 STONE \ \ ---\-\
\ \ \ I I / / / / / \,�/\ / // // ,/ / /- _ i46©- --__`11\ -/" ,_ \ \/ \I I I / / / / -`\,_ \--\ ,-�/ - / \ 1 ( \ \ \\ 13s --` -\0 WETL" RF`AGSE PR T \ \ \ �/ l / J CONTOUR INTERVAL = 10.0'
I I / / / / / / - - 1470 - - - _ \ — //_ \ \ \ \\ \ I I / I f ( / \ -,_� \ \ D/GO////OOir r / — J I \ I i3 0 — — — — — — � FILL. \ ` 1 \ \ / ` I I GRAPHIC SCALE. 1' = 200'
-I \ \ \ ( / I I / / / ( / / / / _ ___ 1+80 , \ ��/ -, \ \ I I 1 \\\\ \ -\ I / -- , -- - - \ � I \ 1 / r, \
1 \ 1 \\ \ 1 1 \ I 1 I / / / / / - ------ - \ \\ \ I I 1 \ I \ \ l /- - \ / / - - \✓ o --- ----- -\ \ / / / \ J/ ) I I _
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\ \ \ \ \ \ \ / 1 500 , - - _ _ \\ \ \1 \ \\ \\ > / I l _ - -. \` \A , ," I - 38 I 1 / // -
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\ \ \ \ �\ \ \ \ \ 1 / / i 520 - _ - \ \ \ -" ` � \ \ \\ \ / / / - \ . \ \ \ \ I / / y / \ J /' 90 - / , \� \ \ \ \ \ \ \I I II 1 - / / /� / 11� / � \ 200 0 200 400
\ \ \ \ \ I / - - \\\ \ / - \ \ /c / - \ \ \
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PROJECT MANAGER: EA
DESIGNED: EA
DRAWN: SK
DESIGN FILE: SP 12 EELS II
DATE: 11 /22/ 10
REVISIONS:
6-14-11 REVISED PER NCDENR COMMENTS
8-22-11 REVISED PER NCDENR COMMENTS
FIGURE 6-1

7.0 Grassing
All permanent seeding will be in accordance with grassing plans and specifications prepared by George
Golf Design. Grassing will include a combination of seeded and sodded areas. Grass types include
Bentgrass tees, greens, and fairways, Fescue surrounds and Native Seed Mixes in roughs and open
areas.
When required, temporary seed mix will be provided in accordance with section 6.10 of the "North
Carolina Erosion and Sediment Control Planning Manual".
Grassing Specifications are provided in Appendix F.
17

8.0 Wetland Delineation and Section 404 Permits
A wetland delineation was performed on the site by Balzer and Associates and confirmed by the US
Army Corps of Engineers in 2008. Wetlands from the 2008 delineation are depicted on the plans. The
team has taken great measures to avoided and minimize impacts to wetlands and streams.
Brec Engineering has been contracted to reevaluate wetlands and work with NCDNR and the US Army
Corps of Engineers to obtain necessary Section 404 permits. No work will occur in jurisdictional areas
prior to obtaining necessary permits.
IM.

Appendix A
Trout Buffer Waiver

AAAARA
NCDENR
"forth Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, P.G., P.E. Land Quality Section Beverly Eaves Perdue, Governor
Director and State Geologist Dee Freeman, Secretary
September 6, 2011
Contentment Holdings, LLC
Attention: Mr. Curtis A_ Sidden, Jr., Registered Agent
1021 Hudson Place
Davi sQn,-N
Contentment Holdings, LLC
Attention: Mr. Curtis A. Sidden, Member
P O Box 185
Roaring Gap, NC 28668
Subject: Trout Buffer Zone Waiver
Contentment Golf Course
Wilkes County
Dear Messrs. Sidden:
This office has received your plan for Contentment Golf Course in Wilkes County, North
Carolina. Your plan was submitted to this office for approval because of the proposed
encroachments into the buffer zone of designated trout waters. In accordance with NCGS 113A-
57(1) and Title 15A NCAC 413 .0125(c) this letter will serve as written approval to encroach on
the buffer zones of Harris Creek, Class C, ORW, Trout and Double Creek, Class C, Trout and
their unnamed tributaries. This authority has been delegated to me by the Director, Division of
- Land--Reg6titces� Tares- D.' Siih&s; in accordance with- NCGS-1-43B=T0. The following_
conditions will apply to this approval:
This approval is based on the plans received August 23, 2011, and revised Sheets SP-15
and SP-17 received via electronic message on September 2, 2011.
2. Land -disturbing activity shall not commence until an erosion and sedimentation control
plan is approved by the N.0 Division of Land Resources, Land Quality Section through
the Winston-Salem Regional Office.
3. This approval does not supercede any permitting requirements from the U. S. ArMy
Corps of Engineers or the N.C. Division of Water Quality.
1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • 919-7334574 / FAX: [phone]
512 North Salisbury Street Raleigh, North Carolina, 27604

Trout Buffer Zone Waiver
Contentment Golf Course
September 6, 2011
Page 2 of-2 -
4. This approval does not absolve the permittee from compliance with the surface water
quality turbidity standard. More protective erosion and sedimentation control measures
may be required in order to comply with this water quality standard.
Your cooperation in protecting our environment is most appreciated. If you have any questions
about this approval, please contact me at gray.hauserQncdenz_gov or [phone].
Sincerely,
T. Gray Hauser, Jr., PE
State Sedimentation Specialist
cc: Matthew Gantt, PE, Winston-Salem Regional Engineer
Corey Basinger, DWQ, WSRO
Erik Allen, Watershed Consulting, PLLC

Appendix B
Outlet Protection

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Appendix C
Skimmer Basin Sizing

DRAINAGE AREA TO SEDIMENT TRAPS
Skimmer Basin
DRAINAGE AREA
DA BREAKDOWN
C FACTOR
COMPOSITE C
AREA WOODED
AREA GRA55
AREA DISTURBED
(ACRES)
(ACRES)
(ACRES)
{ACRES)
WOODED
GRASS
DISTURBED
1
17.64
4.40
337
9.87
0.25
0.3
0.5
0.40
2
8.50
3.30
0"28
4.92
0.25
0.3
0.5
0.40
2A
3.12
0-00
0.00
3.12
0.25
0.3
0.5
0"50
3
5A3
0.84
0.00
4.59
0.25
0.3
0.5
0.46
4
2-05
0.00
0.00
2.05
0.25
0.3
0.5
0.50
5
0.99
0.00
0.00
0.99
0.25
0.3
0.5
0.50
6
3.92
0.35
0.00
3.57
0.25
0.3
0.5
0.48
7
124
0.13
0.03
3.08
0.25
0.3
0.5
0.49
8
1.84
0.00
0.05
1.79
0.25
0.3
0.5
0.49
8A
4.56
0.00
0.00
4.56
0.25
0.3
0.5
0.50
9
3.64
0.00
0.00
3.64
0.25
0.3
0.5
0.50
10
8.40
2.26
0.29
5.85
0.25
0.3
D.5
0.43
11
4.19
0-23
0.00
3.96
0.25
0.3
0.5
0.49
12
4.03
0.05
0.50
3.48
0.25
0.3
0.5
0.47
12A
1.03
0.00
0-00
1.03
0.25
0.3
0.5
0.50
13
1.65
0.00
0.16
1.49
0.25
0.3
0.5
0.48
14
4.31
0.00
0.00
4.31
0.25
0.3
0.5
0.50
15
2.89
0.00
0.00
2.89
0.25
0.3
0.5
0.50
16
3.75
0.00
0.00
3.75
0.25
0.3
0.5
0.50
17
4.93
0A0
0.00
4.93
0.25
0.3
0.5
0.50
18
2.84
0.07
0.00
2.77
0.25
0.3
0-5
0.49
19
3.20
1.33
0.00
1.87
0.25
0.3
0.5
0.40
20
9.88
0.47
0.00
9.41
0.25
0.3
0.5
0.49
21
4.30
1"32
0.00
2"98
0.25
0.3
0.5
0.42
22
4.41
0.00
0.00
4.41
0.25
0.3
0.5
0.50
23
4.44
0.11
0.25
4.08
0.25
0.3
0.5
0.48
24
5.81
0.06
0.21
5.54
0.25
0.3
0.5
0.49
25
1.49
0.00
0.00
1.49
0.25
0.3
0.5
0.50
26
5.57
1.53
0.37
3.67
0.25
0.3
0.5
0.42
26A
1.41
0.00
0.00
1.41
0.25
0.3
0.5
0.50
27
2.69
0.00
0.00
2.69
0.25
0.3
0.5
0.50
28
6.47
0.74
0.00
5.73
0.25
0.3
0.5
0.47
29
0.00
0.00
7.23
0.25
0.3
0.5
0.50
30
_ ('"'
0.00
0.00
5.02
0.25
0.3
0.5
0.50
31
0.00
0.00
4.61
0.25
0.3
O.5
0.50
Sediment Basin
Basin 1
17.64
4.40
3.37
9.87
0.25
0.3
0.5
0.40
Basin 2
30.41
30.41
0.25
0.3
0.5
0.50

Skimmer Basin
COMPOSITE C
Tc
I
A
Q10
AREAMULTIPLIER
Volume
Multiplier
REQUIRED AREA
REQUIRED
VOLUME
(MIN)
(IN/HR)
(AC)
(CFS)
(SF)
(CU-FT)
1
0.40
10
6.00
17.64
42.28
325
1800
13,740
17,766
2
0.40
10
6.00
8.50
20.21
325
1900
6,570
8,856
2A
0.50
10
6.00
3.12 1
9.36
325
1800
3,042
5,616
3
0.46
10
6.00
5.43 1
15.03
325
1800
4,885
8,262
4
0.50
10
6.00
2.05
6.15
325
1800
1,999
3,690
5
0.50
10
6.00
0.99
2.97
325
1800
965
1,782
6
0.48
10
6.00
3.92
11.24
325
1800
3,651
6,426
7
0.49
10
6.00
3.24
9.49
325
1800
3,084
5,544
8
0.49
10
6.00
1.84
5.46
325
1800
1,775
3,222
8A
0.50
10
6.00
4.56
13.68
325
1800
4,446
8,208
9
0.50
10
6.00
3.64
10.92
325
1800
3,549
6,552
10
0.43
10
6.00
8.40
21.46
325
1800
6,975
10,530
11
0.49
10
6.00
4,19
12.23
325
1800
3,973
7,128
12
0.47
10
6.00
4.03
11.42
325
1800
3,710
6,264
12A
0.50
10
6.00
1.03
3.09
325
1800
1,004
1,854
13
0.48
10
6.00
1.65
4.76
325
1800
1,546
2,682
14
0.50
10
6.00
4.31
12.93
325
1800
4,202
7,758
15
0.50
to
6.00
2.89
8.67
325
1800
2,818
5,202
16
10
6.00
3.75
11.25
325
1800
3,656
6,750
17
10
6.00
4.93
14.79
325
1900
4,807
8,874
18
E0,491
10
6.00
2.84
8.42
325
1800
2,735
4,986
19
10
6.00
3.20
7.61
325
1800
2,472
3,366
20
10
6.00
9,88
28.94
325
1800
9,404
16,938
21
0,42
10
1 6.00
4.30
10.92
325
1800
3,549
5,364
22
0.50
10
6.00
4.41
13.23
325
1800
4,300
7,938
23
0.48
10
6.00
4.44
12.86
325
1800
4,178
7,344
24
0.49
1 10
6.00
5.81
17.09
325
1800
5,554
9,972
25
0.50
10
6.00
1.49
4.47
325
1800
1,453
2,682
26
0.42
10
6.00
5.57
13.97
325
1800
4,541
6,606
26A
0.50
10
6.00
1.41
4.23
325
1900
1,375
2,538
27
0.50
10
6.00
2.69
8.07
325
1800
2,623
4,842
28
0.47
10
6.00
6.47
18.30
325
1800
5,948
10,314
29
0.50
10
6.00
7,23
21.69
325
1800
7,049
13,014
30
0.50
10
6.00
5.02
15.06
325
1800
4,895
9,036
31
0.50
10
6.00
4.61
13.83
325
1800
4,495
8,298
Sediment Basin
Basin 1
0.40
10
6,00
17.64
42.28
325
1800
13,740
17,766
Basin 2
0.50
10
6.00
30.41
91.23
325
1800
29,650
54,738

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EMERGENCY SPILLWAY
DESIGN
Spillway
Skimmer Basin
SPILLWAY TYPE
Q1p
DEPTH
Weir Length
Velocity
(CFS)
(FT)
(FT)
FPS
1
GRASS
42.28
0.50
45.0
1.9
2
G RASS
20.21
0.50
22.0
1.8
2A
G BASS
9.36
0.50
10.0
1.9
3
G RASS
15.03
0.50
16.0
1.9
4
GRASS
6.15
0.50
7.0
1.8
5
GRASS
2.97
0.50
4.0
1.5
6
GRASS
11.24
0.50
12.0
1.9
7
GRASS
9.49
0.50
10.0
1.9
8
G RASS
5.46
0.50
6.0
1.8
8A
GRASS
13.68
0.50
15.0
1.8
9
RISER
10.92
1.00
4.0
Apron
10
GRASS
21.46
0.50
23.0
1.9
11
GRASS
12.23
0.50
13.0
1.9
12
GRASS
11.42
0.50
12.0
1.9
12A
G RASS
3.09
0.50
4.0
1.5
13
G RASS
4.76
0.50
5.0
1.9
14
RISER
12.93
1.00
4.0
Apron
15
GRASS
8.67
0.50
10.0
1.7
16
RISER
11.25
1.00
4.0
Apron
17
GRASS
14.79
0.50
16.0
1.8
18
G RASS
8.42
0.50
9.0
1.9
19
G RASS
7.61
0.50
8.0
1.9
19
G RASS
7.61
0.50
8.0
1.9
20
GRASS
28.94
0.50
31.0
1.9
21
GRASS
10.92
0.50
12.0
1.8
22
GRASS
13.23
0.50
14.0
1.9
23
RISER
12.86
1.00
4.0
Apron
24
GRASS
17.09
0.50
18.0
1.9
25
G RASS
4.47
0.50
5.0
1.8
26
GRASS
13.97
0.50
15.0
1.9
27
GRASS
8.07
0.50
9.0
1.8
28
RISER
18.30
1.00
6.0
Apron
29
RISER
21.69
1.00
7.0
Apron
30
RISER
15.06
1.00
5.0
Apron
31
RISER
13.83
1.00
5.0
Apron
Sediment Basin
Basin 1
RISER
42.28
1.00
13.0
Apron
Basin 2
RISER
91.23
1.00
2&0
Apron

SKIMMER DESIGN
VOLUME
SKIMMER SIZE
ORIFICE HEAD
DEWATERING TIME
ORIFICEDIAMETER
ROUNDED TO NEAREST .25
Skimmer Basin
(CU-FT)
(IN)
{FT}
(DAYS)
(IN)
(IN)
1
27,520
3.0
0.25
3
2.82
3.00
2
13,250
2.5
0.208
3
2.05
2.25
2A
6,394
2.0
0,167
3
1.50
1.75
3
10,090
2.0
0.167
3
1.89
2,00
4
4,568
1.5
0.125
3
1.37
1.50
5
1,970
1.5
0.125
3
0.90
1.00
6
7,962
2.0
0.167
3
1.68
1.75
7
6,258
2.0
0.167
3
1.49
1.50
8
4,000
1.5
0.125
3
1.28
1.50
8A
8,974
2.0
0.167
3
1.78
2.00
9
7,708
2.0
0.167
3
1.65
1.75
10
14,132
2.5
0.208
3
2.11
2.25
11
8,504
2.0
0.167
3
1.73
1.75
12
8,064
2.0
0.167
3
1.69
1.75
12A
2,384
1.5
0.125
3
0.99
1.00
13
3,228
1.5
0.125
3
1.15
1.25
14
8,908
2.0
0.167
3
1.77
2.00
15
5,926
2.0
0.167
3
1.45
1.50
16
7,440
2.0
0.167
3
1.62
1.75
17
9,950
2.0
0.167
3
1.87
2.00
18
5,716
2.0
0.167
3
1.42
1.50
19
5,914
2.0
0.167
3
1.45
1.50
20
19,688
2.5
0.208
3
2.50
2.50
21
7,594
2.0
0.167
3
1.64
1.75
22
9,120
2.0
0.167
3
1.79
2.00
23
8,548
2.0
0.167
3
1.74
1.75
24
11,160
2.0
0.167
3
1.99
2.00
25
3,518
1.5
0,125
3
1.20
1.25
26
9,438
2.0
0.167
3
1.83
2.00
26A
2,886
2.0
0.167
3
1,01
1.25
27
5,394
1.5
0.125
3
1.48
1.50
28
12,234
2.5
0.208
3
1.97
2.00
29
14,159
2.5
0.208
3
2.12
2.25
30
9,849
2.5
0.208
3
1.77
2.00
31
9,050
2.5
0.208
3
1.69
1.75
Sediment Basin
Basin 1
27,539
5.0
0.333
3
2.62
2.75
Basin 2
59,360
5.0
0.333
3
3.85
4.00

Appendix D
Sediment Basin 1

Sediment Basin #1 Design Summary
Total Area Draining to Basin 17.64 acre
Disturbed Area 9.87 acre
Basin Volume Design
Required Storage Volume 17766 cubic feet
Volume Before Cleanout Req'd 8883 cubic -yards
Distance from Top of Riser to Cleanout Level 1 ft (msl)
10-year runoff Rate 43 cfs (Rational Formula)
Required Surface Area (135 sf per Q10 cfs) 18705 square feet
Basin Volume Provided
Storage Volume Provided
cubic feet
Area Provided
square feet
Design Elevations
Top of Dam Elevation
1348.5 ft (msl)
Designed High Water
1347.04 ft (msl)
Principal Spillway Crest
1344 ft (msl)
Dewatering Orifice Invert
1342 ft (msl)
Cleanout Elevation
1343 ft (msl)
Bottom of Basin
1342 ft (rnsl)
Barrel invert Elevation Up
1340 ft (msi)
Barrel Invert Elevation Down
1340.3 ft (msl)
Hydrology Summary
(SCS Methodology)
Curve Number
73
2-year 24-hour Rainfall
4.39 incheslhr
10-year 24-hour Rainfall
6.61 incheslhr
2-year peak runoff
34.3 cfs
(Hydraflow)
10-year peak runoff
70.2 cfs
(Hydraflow)
Routed 2-year Outflow
27.5 cfs
(Hydraflow)
Routed 10-year Outflow
36.1 cfs
(Hydraflow)
2-year elevation
1344.93 ft (msl)
(Hydraflow)
10-year elevation
1347.04 ft (msl)
(Hydraflow)
Spillway Design
Riser Diameter
48 inches
Riser Crest
1344 feet
Barrel Diameter
24 inches
Barrel Length
37 feet
Barrel Invert Elevation Up
1340 ft (msl)
Barrel Invert Elevation Down
1340.3 ft (msl)
Emergency Spillway
Crest Elevation 1345 ft (msl)
Crest Length 35 feet

Hydrograph Return Period Recap
Hyd. Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No. type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr 50-Yr 100-Yr
1 SCS Runoff
----
-----
34.31
-----
-------
70.20
- — --- —
Pond Runoff
2 Reservoir
1
------
27.48
— — -
-- —
36.13
- -- - — — — — —
<no descriptions
Proj. file: Contentment Sediment Basin #1 12 6-22.gpw
Tuesday, Dec 6 2022, 1:37 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak Time Time to Volume Inflow
flow interval peak hyd(s)
(cfs) (min) (min) (cuft)
Maximum Maximum
elevation storage
(ft) (cuft)
Hydrograph
description
1
SCS Runoff
34.31 6 720 108,844 ---
----- ----
Pond Runoff
2
i
Reservoir
27.48 6 732 108,843 1
1344.93 40,359
ono descriptions
i
Contentment Sediment Basin #1 12 o FMgplinPeriod: 2 Year Tuesday, Dec 6 2022, 1:37 PM
Hydraflow Hydrographs by lntelisolve

3
Hydrograph Plot
Hydratiow Hydrographs by lntelisolve
Tuesday, Dec 6 2022, 1:37 PM
Hyd. No. 1
Pond Runoff
Hydrograph type
= SCS Runoff
Peak discharge
= 34.31 cfs
Storm frequency
= 2 yrs
Time interval
= 6 min
Drainage area
= 17.64 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 10 min
Total precip.
= 4.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Pond Runoff
Hyd. No. 1 -- 2 Yr
Hydrograph Volume = 108,844 cuft
Q (cfs)
35.00
30.00
25.00
OF M
15.00
10.00
5.00
0.00 L_ L. I _.. - —L 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1

Hydrograph Plot
4
Hydraflow Hydrographs by Inteiisolve Tuesday, Dec 6 2022, 1:37 PM
Hyd. No. 2
ono descriptions
Hydrograph type = Reservoir Peak discharge = 27.48 cfs
Storm frequency = 2 yrs Time interval = 6 min
Inflow hyd. No. = 1 Max. Elevation = 1344.93 ft
Reservoir name = Sediment Basin 1 Max. Storage = 40,359 cult
Storage Indication method used. Wet pond routing start elevation = 1344.00 ft.
Q (cfs)
35.00
30.00
25.00
P10101
15.00
10.00
5.00
0.00
0 2 4
Hyd No. 2
C
ono descriptions
Hyd. No. 2 -- 2 Yr
Hydrograph Volume = 108,843 cuft
0 (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1

Pond Report
5
Hydraflow Hydrographs by Intelisolve Tuesday, Dec 6 2022, 1:37 PM
Pond No. 1 - Sediment Basin 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Irl Storage (cult) Total storage (tuft)
0.00 1342.00 13,760 0 0
2.00 1344.00 13,760 27,520 27,520
4.00 1346.00 13,760 27,520 55,040
6.00 1348.00 13,760 27,520 82,560
Culvert 1 Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 1340.30
0.00
0.00
0.00
Length (ft)
= 30.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orl Coeff.
= 0.60
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.48
35.00
0.00
0.00
Crest El. (ft)
= 1344.00
2345.00
0.00
0,00
Weir CoefF.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Ciplti
---
--
Multistage
= Yes
No
No
No
Exfiltration = 0.000 inthr (Contour) Tailwater Elev. = 0.00 ft
Notes Culvert10r'fiice outflows have been analyzed under [inlet and outlet control.
Stage 1 Discharge
4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00
- Total Q
Stage (ft)
6.00
5.00
4,00
3.00
2.00
1.00
0.00
40.00
Discharge (cfs)

Hydrograph Summary Report
Hyd.
Hydrograph
Peak
Time
Time to
Volume Inflow
Maximum
Maximum
Hydrograph
No.
type
now
interval
peak
hyd(s)
elevation
storage
description
(origin)
(cfs)
(min)
(min)
(tuft)
(ft)
(cult)
1
SCS Runoff
70.20
6
720
216,188 - —
— —
---
Pond Runoff
2
Reservoir
36.13
6
732
216,187 1
1347.04
69,311
<no description>
Contentment Sediment Basin #1 11, 26
RQtgpnnPeriod:
10 Year
Tuesday,
Dec 6 2022, 1:37 PM
Hydraflow Hydrographs by Intelisolve

7
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pond Runoff
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 17.64 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 6.61 in
Storm duration
= 24 hrs
Q (cfs)
80.00
70.00
50.00
40 M
G 11
ON M
10.00
Pond Runoff
Hyd. No. 1 -- 10 Yr
Tuesday, Dec 6 2022, 1:37 PM
Peak discharge = 70.20 cfs
Time interval
= 6 min
Curve number
= 73
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 216,188 tuft
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00
i I i 0.00
m
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1

8
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Dec 6 2022, 1:37 PM
Hyd. No. 2
<no description>
Hydrograph type = Reservoir Peak discharge = 36.13 cfs
Storm frequency = 10 yrs Time interval = 6 min
Inflow hyd. No. = 1 Max. Elevation = 1347.04 ft
Reservoir name = Sediment Basin 1 Max. Storage = 69,311 cult
Storage Indication method used. Wet pond routing start elevation = 1344M ft. Hydrograph Volume = 216,187 cult
<no description>
Q (cfs) Hyd. No. 2 -- 10 Yr Q (cfs}
80.00 �- - $0.00
70.00 - - 70.00
60.00 - - 60.00
50.00 - - 50.00
40.00 - - 40.00
30.00 30.00
20.00 - - 20.00
10.00 - 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (errs)
Hyd No. 2 Hyd No_ 1

Pond Report
9
Hydraflow Hydrographs by Intehsolve Tuesday, Dec 6 2022, 1:37 PM
Pond No. 1 - Sediment Basin 1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (tuft)
0.00 1342.00 13,760 0 0
2.00 1344.00 13,760 27,520 27,520
4.00 1346.00 13,760 27,520 55,040
6.00 1348.00 13,760 27,520 82,560
Culvert I Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 1340.30
0.00
0.00
0.00
Length (ft)
= 30.00
0.00
0.00
0-00
Slope M)
= 1.00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.48
35.00
0.00
0.00
Crest El. (ft)
= 1344.00
2345.00
0.00
0.00
Weir CoefF.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Ciplti
-
Multi -Stage
= Yes
No
No
No
Exfiltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note, CulvertlOrifice outflows have been analyzed under inlet and outlet control.
Stage I Discharge
4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00
-- Total Q
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
40.00
Discharge (efss)

Appendix E
Sediment Basin 2

Sediment Basin #2 Design Summary
Total Area Draining to Basin 30.4 acre
Disturbed Area 30.4 acre
Basin Volume Design
Required Storage Volume 54720 cubic feet
Volume Before Cleanout Req'd 27360 cubic -yards
Distance from Top of Riser to Cleanout Level 1 ft (msl)
10-year runoff Rate 106 cfs
Required Surface Area (135 sf per Q10 cfs) 46110 square feet
Basin Volume Provided
Storage Volume Provided (ultimate) 565918 cubic feet
Area Provided (ultimate) 282959 square feet
Design Elevations
Top of Dam Elevation
1304 ft (msl)
Designed High Water
1303 ft (msl)
Principal Spillway Crest
1302 ft (msl)
Dewatering Orifice Invert
1300 ft (msi)
Cleanout Elevation
1301 ft (msl)
Bottom of Basin
1284 ft (msl)
Barrel Invert Elevation Up
1300 ft (msl)
Barrel Invert Elevation Down
1299 ft (msl)
Hydrology Summary
Curve Number
76
2-year 24-hour Rainfall
4.39 incheslhr
10-year 24-hour Rainfall
6.61 incheslhr
2-year peak runoff
99 cfs
(Hydraflow)
10-year peak runoff
168 cfs
(Hydraflow)
Routed 2-year Outflow
1 cfs
(Hydraflow)
Routed 10-year Outflow
3 cfs
(Hydraflow)
2-year elevation
1300.9 ft (msl)
(Hydraflow)
10-year elevation
1301.4 ft (msl)
(Hydraflow)
Spillway Design
Riser Diameter
18 inches
Riser Crest
1302 feet
Barrel Diameter
12 inches
Barrel Length
40 feet
Barrel Invert Elevation Up
1300 ft (msl)
Barrel Invert Elevation Down
1299 ft (msl)
Emergency Spillway
Crest Elevation NA ft (msl)
Crest Length NA feet

a.
0
N
N
N
L)
W
7.
(4
"C3
N
a
N
N
I
I
N
C
f{S
03
C
E
N
U)
q 1
E
Y
C
Q�
C
O
U
U
N
�O
^^L
LL
W
n
0
O
O
0
U .p
YJ
v
Q
L.
❑
a- c
O
L
C
D
C i
C
0� ?
U)
_O
qr
fl
w iY

Hydrograph Return Period Recap
Hyd.
No.
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
Hydrograph
description
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
2
SCS Runoff
Reservoir
----
1
4.67
0.03
98.72
1.00
---
---
-- -
-----
168.28
3.13
— — -
--
---
--
— —
- --
Sediment Basin Runoff
<no description>
Proj. tile: Contentment Sediment Basin 2 12_622.gpw
Wednesday, Dec 14 2022, 12:31 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cult)
Hydrograph
description
1
SCS Runoff
98.72
1
725
309,992
---
-----
----
Sediment Basin Runoff
2
Reservoir
1.00
1
1449
81,064
1
1300.92
3,983,889
<no description>
Contentment Sediment Basin 2 12_6
27
4pw Period: 2 Year
Wednesday, Dec 14 2022, 12.31 PM
Hydraflow Hydrographs by intelisolve

Hydrograph Plot
3
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Sediment Basin Runoff
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 30.40 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 4.39 in
Storm duration
= 24 hrs
Q (cfs)
100.00
.1 rtk
40.00
20.00
0.00
0 2 5
Hyd No. 1
7
Wednesday, Dec 14 2022, 12:31 PM
Peak discharge = 98.72 cfs
Time interval
= 1 min
Curve number
= 85
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 309,992 cut#
Sediment Basin Runoff
Hyd. No. 1 -- 2 Yr
9 12 14 16 19 21
Q (cfs)
100.00
40.00
oil
0.00
23 26
Time (hrs)

Hydrograph Plot
4
Hydraflow Hydrographs by Intelisolve
Wednesday, Dec 14 2022, 12:31 PM
Hyd. No, 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 1.00 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1
Max. Elevation
= 1300.92 ft
Reservoir name
= Contentment Irrigation Po
Max. Storage
= 3,983,889 cuft
Storage Indication method used. Wet pond routing start elevation = 1300.00 ft. Hydrograph Volume = 81,064 cuft
Q (cfs)
100.00
•1lfl
B6161t,
20.00
0.00
0 5
Hyd No. 2
ono descriptions
Hyd. No_ 2 -- 2 Yr
10 15 19 24 29 34 39 44
Hyd No. 1
Q (cfs)
100.00
U911fl11
20.00
0.00
48
Time (hrs)

Pond Report
Hydraflow Hydrographs by intelisolve Wednesday, Dec 14 2022, 12:31 PM
Pond No. 2 - Contentment Irrigation Po
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 1284.00 180,183 0 0
16.00 1300.00 282,959 3,706,136 3,705,136
20.00 1304.00 323,833 1,213,584 4,918,720
Culvert 1 Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
12.00
0.00
0.00
Span (in)
= 12.00
12.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert Et. (ft)
= 130.00
1300.00
0.00
0.00
Length (ft)
= 20.00
1.00
0.00
0.00
Slope (%)
= 1.00
1.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Qrif. Coeff.
= 0.70
0.69
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
21.00
18.00
15,00
12.00
9.00
6.00
3.00
V.
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 4.50
0.00
0.00
0.00
Crest El. (ft)
= 1302.00
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Riser
-
- -
Multi -Stage
= Yes
No
No
No
Exfiltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note: CulvertfOrifice outflows have been analyzed under inlet and outlet control. Weir riser chocked for orifice conditions
-
Stage 1 Discharge
2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
Total Q
Stage (ft)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
22.00
Discharge (cfs)

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
168.28
1
725
538,581
---
--
— -
Sediment Basin Runoff
2
Reservoir
3.13
1
1134
272,191
1
1301.39
4,127,885
<no descriptions
Contentment Sediment Basin 2 12_6
224pw Period: 10 Year
Wednesday, Dec 14 2022, 12:31 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
7
Hydratlow Hydrographs by Intelisolve
Hyd. No. I
Sediment Basin Runoff
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 30.40 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 6,61 in
Storm duration
= 24 hrs
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
a.0o
0 2 5
Hyd No. 1
Wednesday, Dec 14 2022, 12:31 PM
Peak discharge = 168.28 cfs
Time interval
= 1 min
Curve number
= 85
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 538,581 cuft
Sediment Basin Runoff
Hyd. No. 1 --10 Yr
7 9 12 14 16 19 21 23
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Dec 14 2022, 12:31 PM
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 3.13 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1
Max. Elevation
= 1301.39 ft
Reservoir name
= Contentment Irrigation Po
Max. Storage
= 4,127,885 cuft
Storage Indication method used. Wet pond routing start elevation = 1300.00 ft.
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60,00
40.00
20.00
0.00
0
ono descriptions
Hyd. No. 2 -- 10 Yr
Hydrograph Volume = 272,191 cult
5 10 15 19 24 29 34 39 44
Hyd No. 2 Hyd No. 1
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
48
Time (hrs)

Pond Report
9
Hydraflow Hydrographs by intelisolve Wednesday, Dec 14 2022, 12:31 PM
Pond No. 2 - Contentment Irrigation Po
Pond Data
Pond storage is based on known contour areas_ Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (tuft) Total storage (tuft)
0.00 1284.00 180,183 0 0
16.00 1300.00 282,959 3,705,136 3,705,136
20.00 1304.00 323,833 1,213,584 4,918,720
Culvert 1 Orifice Structures
[A)
LBl
[C]
[D]
Rise (in)
= 12.00
12.00
0.00
0.00
Span (in)
= 12.00
12.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 130.00
1300.00
0.00
0.00
Length(ft)
= 20,00
1.00
0.00
0.00
Slope (%)
= 1.00
1.00
0.00
0.00
N Value
= .013
.013
.000
.000
Qrif. Coeff.
= 0.70
0.69
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
21.00 T-
18.00
15.00 -�
12.00
9.00
6.00
3.00
0 oa
Weir Structures
[A]
[B]
[C]
[Dl
Crest Len (ft)
= 4.50
0.00
0.00
0.00
Crest El. (ft)
= 1302.00
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Riser
---
-
-
Multistage
= Yes
No
No
No
Exfiltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note: Galvertl0rifice ouMows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage 1 Discharge
Stage (ft)
21.00
18.00
15.00
12.00
- 9.00
6.00
3.00
- a.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18,00 20.00 22.00
Discharge (cis)
Total Q

Appendix F
Grassing Specifications

Appendix G
Pond Routings

Hydrograph Return Period Recap
nyuldllVW "yUlUYICI 110 uy llmvllz nvv

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
44.79
1
727
156,077
----
----
----
Pond Runoff
2
Reservoir
0.66
1
1452
68,162
1
1302.03
4,322,385
Contentment Pond Routi
Contentment Pond Design 12622.0
pRieturn Period: 2 Year
Wednesday, Dec 14 2022, 12:42 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
3
Hydraflow Hydrographs by Intelisolve
Wednesday, Dec 14 2022, 12:42 PM
Hyd. No. I
Pond Runoff
Hydrograph type
= SCS Runoff
Peak discharge
= 44.79 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 30.60 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of cone. (TO
= 20.9 min
Total precip.
= 4.39 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
MI M I
10.00
0.00
0 3 5
Hyd No. 1
3
Pond Runoff
Hyd. No. 1 -- 2 Yr
Hydrograph Volume = 156,077 tuft
Q (cfs)
50.00
40.00
DROI]
10.00
0.00
10 13 15 18 20 23 25
Time (hrs)

Hydrograph Plot
4
Hydraflow Hydrographs by Intelisolve Wednesday, Dec 14 2022, 12:42 PM
Hyd. No. 2
Contentment Pond Routi
Hydrograph type = Reservoir Peak discharge = 0.66 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 1302.03 ft
Reservoir name = Contentment Irrigation Po Max. Storage = 4,322,385 cuft
Storage Indication method used. Wet pond routing start elevation = 1301.60 ft.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
M
Contentment Pond Routi
Hyd, No. 2 -- 2 Yr
5 10 15 19 24 29
Hyd No. 2 Hyd No. 1
34
Hydrograph Volume = 68,162 tuft
Q (cfs)
50.00
40.00
30.00
FX1I7
10.00
0.00
39 44 48
Time (hrs)

Pond Report
Hydrat3ow Hydrographs by intelisolve Wednesday, Dec 14 2022, 12:42 PM
Pond No. 9 - Contentment Irrigation Po
Pont! Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (1t) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 1284.00 180,183 0 0
16.00 1300.00 282,959 3,705,136 3,705,136
20.00 1304.00 323,833 1,213,584 4,918,720
Culvert 1 Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 12.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 12.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0-00
Invert El. (ft) = 1301.65 0-00 0.00 0.00 Weir Type = -
Length (ft) = 20.00 0.00 0.00 0.00 Multistage = No No No No
Slope (%) = 1.00 0.00 0.00 0.00
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.70 0.00 0.00 0,00
Multi -Stage = n/a No No No EAltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverVOnfice outllows have been analyzed under inlet and outlet controk.
Stage (ft) Stage 1 Discharge Stage (ft)
21.00 _ _ 21.00
18.00 - 18.00
1
15.00
5.00
12.00 �- - 12.00
9
9.00
,00
6.00 I: - �_
6.00
3.00
- 3.00
0.000.00 1.00 2.00 3.00 4.00 5.00 - - 6 ao0.00
Discharge (cfs)
Total Q

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak Time
flow interval
(cfs) (min)
Time to
peak
(min)
Volume Inflow
hyd(s)
(cuft)
Maximum Maximum
elevation storage
(ft) (cuft)
Hydrograph
description
1
SCS Runoff
101.41 1
726
336,320 --
- - - -----
Pond Runoff
2
Reservoir
1.78 1
1441
180,597 1
1302A7 4,455,444
Contentment Pond Routi
Contentment Pond Design 1262
turn Period: 10 Year Wednesday, Dec 14 2022, 12:42 PM
rtyaranow Hyarograpns oy intensoive

Hydrograph Plot
7
Hydraflow Hydrographs by lntelisolve
Hyd. No. 1
Pond Runoff
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 30.60 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 6.61 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 5 7 9
Hyd No. 1
Pond Runoff
Hyd. No. 1 10 Yr
Wednesday, Dec 14 2022, 12:42 PM
Peak discharge = 101.41 cfs
Time interval
= 1 min
Curve number
= 67
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.9 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 336,320 cult
Q (cfs)
120.00
100.00
.1 M
40.00
POIXII
0.00
12 14 16 19 21 23 26
Time (hrs)

Hydrograph Plot
8
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Contentment Pond
Routi
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
= 1
Reservoir name
= Contentment Irrigation Po
Storage Indication method used. Wet pond routing start elevation = 1301.60 ft
Q (cfs)
120,00
100.00
- M
[0111181
40.00
20.00
0.00
0 5 10
Hyd No. 2
Wednesday, Dec 14 2022, 12:42 PM
Peak discharge = 1.78 cfs
Time interval = 1 min
Max. Elevation = 1302.47 ft
Max. Storage = 4,455,444 cult
Hydrograph Volume = 180,597 cult
Contentment Pond Routi
Hyd. No. 2 -- 10 Yr
Q (cfs)
120.00
TI019IC
40.00
0.00
15 19 24 29 34 39 44 48
Time (hrs)
- Hyd No. 1

Pond Report
9
Hydraflow Hydrographs by Intelisolve Wednesday, Dec 14 2022, 12:42 PM
Pond No. 1 - Contentment Irrigation Po
Pond Data
Pond storage is based on known contour areas_ Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 1284.00 180,183 0 0
16.00 1300.00 282,959 3,705,136 3,705,136
20.00 1304.00 323,833 1,213,584 4,918,720
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
0.00
0.00
0.00
Crest Len (ft) = 0.00
0.00
0.00
0.00
Span (in)
= 12.00
0.00
0.00
0.00
Crest El. (ft) = 0.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 0.00
0.00
0.00
0.00
Invert El. (ft)
= 1301.65
0.00
0.00
0.00
Weir Type = --
--
--
-
Length (ft)
= 20.00
0.00
0.00
0.00
Multi -Stage = No
No
No
No
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
arif. Coeff.
= 0.70
0.00
0.00
0.00
Multi -Stage
= Na
No
No
No
EAItration = 0.000 inlhr (Contour)
Tailwater Elev. = U0 ft
Stage (ft)
21.00
18.00
15.00
12.00
9.00
6,00
3.00
0.00
0.00
Dote: CulverVOririce outflows have been analyzed under inlet and outset control_
Stage 1 Discharge
1.00 2.00 3.00 4.00 5.00
Stage (ft)
21.00
18.00
15,00
12.00
9.00
6.00
3.00
0.00
6.00
Discharge (cfs)
Total 0

1Q
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to
Volume Inflow
Maximum
Maximum
Hydrograph
No. type flow interval peak
hyd(s)
elevation
storage
description
(origin) (cfs) (min) (min)
(cult)
(ft)
(cuft)
1 SCS Runoff 218.35 1 726
717,987 --
--
— -
Pond Runoff
2 Reservoir 4.23 1 1178
427,831 1
1303.41
4,740,972
Contentment Pond Routi
Contentment Pond Design 12_6_22.
pReturn Period:
100 Year
Wednesday, Dec 14 2022, 12:42 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Inkelisolve
Wednesday, Dec 14 2022, 12:42 PM
Hyd. No, 1
Pond Runoff
Hydrograph type
= SCS Runoff
Peak discharge
= 218.35 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 30.60 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= TR55
Time of cone. (Tc)
= 20.9 min
Total precip.
= 10.65 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
240.00
210.00
180.00
150,00
120.00
90,00
60.00
30.00
r) M
0
2 5 7 9
Hyd No. 1
Hydrograph Volume = 717,987 tuft
Pond Runoff
Hyd. No. 1 -- 100 Yr Q (cfs)
240.00
210.00
180M
150.00
120.00
90.00
60.00
30.00
0.00
12 14 16 19 21 23 26
Time (hrs)

Hydrograph Plot
12
Hydraflow Hydrographs by Intelisolve Wednesday, Dec 14 2022, 12:42 PM
Hyd. No. 2
Contentment Pond Routi
Hydrograph type = Reservoir Peak discharge = 4.23 cfs
Storm frequency = 100 yrs Time interval = 1 min
inflow hyd. No. = 1 Max. Elevation = 1303.41 ft
Reservoir name = Contentment Irrigation Po Max. Storage = 4,740,972 cult
Storage Indication method used. Wet pond routing start elevation = 1301.60 ft.
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
O.Oo
0
Contentment Pond Routi
Hyd. No. 2 -- 100 Yr
Hydrograph Volume = 427,831 tuft
5 10 15 19 24 29 34 39 44
Hyd No. 2 Hyd No. 1
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
48
Time (hrs)

Pond Report
13
Hydraftow Hydrographs by Intelisolve Wednesday, Dec 14 2022, 12:42 PM
Pond No. 1 - Contentment Irrigation Po
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 1284,00 180,183 0 0
16,00 1300.00 282,959 3,705,136 3,705,136
20.00 1304.00 323,833 1,213,584 4,918,720
Culvert 1 Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
0.00
0.00
0.00
Span (in)
= 12.00
0.00
0.00
0A0
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 1301.65
0.00
0.00
0.00
Length (ft)
= 20.00
0,00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
0,00
N Value
= .013
.000
.000
.000
4rif. Coeff.
= 0.70
0.00
0.00
0,00
Multi -Stage
= n/a
No
No
No
Stage (ft)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
ri nn
0.00
Weir Structures
[A]
Crest Len (ft)
= 0.00
Crest El. (ft)
= 0.00
Weir Coeff.
= 0.00
Weir Type
= ---
Multistage
= No
[B]
[C]
[Dl
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
No
No
No
ExIfiltration = 0.000 inlhr (Contour) Tailwater Elegy. = 0.00 ft
Note: CulverMriFlce outflows have been analyzed under inlet and outlet conirof_
Stage 1 Discharge
1.00 2.00 3.00 4.00 5.00
Stage (ft)
21.00
18.00
16.00
12.00
9.00
6.00
3.00
0.00
6.00
Discharge (cfs)
Total Q