20131200 Ver 6_REPLY 07-23-18_20180723

July 23, 2018
Karen Higgins
NCDEQ- Division of Water Resources
401 & Buffer Permitting Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Tryon International Equestrian Center
Request for additional information dated June 28, 2018
401 Certification 13-1200 v6
Dear Ms. Higgins,
169 Oak Street • Forest City, NC 28043
office 828.247.4495 • fax [phone]
We acknowledge receipt of the NCDEQ - Division of Water Resources request for additional
information, dated June 28, 2018. We appreciate the review of submitted materials and herewith
provide the additional information requested. Responses to the individual request items appear inline
in red text below:
1. How will the concrete headwall and base associated with the water intake structure be
installed to avoid excavation in flowing water? Will any temporary impacts be required to
isolate the work zone during excavation? Will the concrete a pre -cast or poured in place? If
poured in place, what measures will be used to prevent direct contact between uncured or
curing concrete and waters of the state? "rhe concrete headwall gill be dare -cast. A terrrporary
,sandbag cofferdarn will be placed to isolate the work area during placement of the headwall.
See Friclosed Detail.
In order to evaluate the potential impacts of the proposed water withdrawal, please provide
the following information:
a. What is the maximum instantaneous water withdrawal rate? (i.e., what is the
maximum rate of the pump(s)?) The maximr. rn rate of the pumps is 500 GPM, 1.11
CFS.
b. How many hours per day will the pump(s) be in operation to obtain 0.5 million gallons
per day? At maximr. rn rate, the pumps would be iry operation for 16.7 flours to obtain
0.5 million gallons per slay.
c. What is the capacity of the wet well? The capacity of the fret Drell is .250 cf.
d. Additional Information: The estimated 7Q10 Flow at the withdrawal location is 4,632
GPM. The maximr. rn demand of 500 GPM calculates to 10.8% of the 7Q10 Flow.
Estimated normalflow at intake location is 70,690 CFS, maximr. rn demand calculates
to 0.71 of normal flow.
3. Please provide the following additional information regarding the Stormwater Management
Plan (SMP) revisions:

i
{tai 4.
Odom
169 Oak Street • Forest City, NC 28043
ngineering PLIC office 828.247.4495 fax [phone]
a. Details for the stormwater dry pond A. Plan Sheet #4 shows detail for a sediment
basin. The detail has beery corrected to designate the ,structure as a dry pond. A revised
drawing ,set is enclosed with this mailing.
b. Design Calculations (sizing, detention time, etc...) for the dry pond and three
underground ADS retention pipe systems. Design calculations were performed using
computer modeling (Hydrology Studio 2018v2.0.0.52). Design data for the dry pond
and ADS retention ,systerrr,s are included iry the calculations package enclosed with this
mailing. ADS ,systerrr data is presented cry pages 14-28 of the calculations, dry pond A
data is presented cry pages 30-34.
c. Identify the outfall location of pond A on the plans. A notation has been rrya. de racy the
plary ,set to identify the car ffall location for dry poryd A. A revised drawing set is
enclosed with this mailing.
d. Details for the 60=inch bypass outfall including outlet protection/erosion control.
Details ,showing outlet protection and erosion control have been added to the plary
view, page 3 of 7, and a detail of the bypass wetting orifice providing a. controlled
limited flow at the limit of impact area for the bypass has been added to detail ,sheet
of 7. A revised drawing ,set is enclosed with this mailing.
4. Response 2 in the 401 Certification Modification Request, dated April 27, 2018, indicates there
are changes to the SMP in the Stablehouse Inn and western portion of The Village areas, in
addition to the Covered Arena area. The Division has not received any plans reflecting changes
to the SMP in the Stablehouse Inn or The Village areas. Please clarify whether changes to the
SMP are still proposed in these areas. If so, please provide plans depicting the proposed
changes. Changes to the SMP iry the Stablehouse Inn and "rhe Village areas are currently under
internal review. Plans depicting the proposed changes are forthcoming and will be ,submitted
for approval as ,soory as is practical.
Please contact me if you need any additional information.
Thank you,
i ----
David Odom, P.E.
cc: Andrew W. Moore, NCDEQ, Swannonoa, NC (via [e-mail])
Clement Riddle, Clearwater Environmental Consultants, Inc. (via [e-mail])

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PRECAST CONCRETE INTAKE HEADWALL
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Odom
TIEC INTAKE
JULY 23, 2018
SCALE: 1" = 60'
Engineering
169
PLLC
Oak St Forest City, N.C. 28043
ph: 828.247.4495 fax: [phone]
NC FIRN14 P-0880
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/ 3' X 6' RECTANGULAR,
/ } or 6' DIAMETER CIRCULAR CA—DETENTION SYSTEM
k
RISER WITH TRASH GRATE HC Rim l0 446, w cc
TOP OF RISER ELEV 881.00' volume 13,725 CF @oRas
12" DIA ORIFICE INVERT 875.20 EXCAVATION SIZE 140.5' X 53.5' OUTLET CONTROL STRUCTURE ' ` \ ows kw REMC E UND /
SEE VENDOR DRAWINGS (ADS) DET SYS I ao 7. c ELEC I
�� / SYSTEM INLET 48" HDPE INV 863.00' SEE DETAIL '� F �•
SYSTEM OUTLET 46 HDPE INV 883.00' RIM IN 883 _ s xw \ / 'xISTING
Q' �� / / INV IN 883.00 46" HDPE +°'
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EMERGENCY SPILLWAY INv our -T2690�� xw ��ti lI
WEIR ELEVATION 88 I� coNNECTs To90 a6" HDPE
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PLAN AND SPECIFICATION
WAS PREPARED BY ME OR
UNDER MY DIRECT
SUPERVISION AND THAT I AM
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ARCHITECT OR ENGINEER
UNDER THE LAWS OF THE
STATE OF NORTH CAROLINA
AS SIGNIFIED BY MY HAND
AND SEAL.
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DATE: OG/O I / 18
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PROJECT MGR: LMC
SHEET:
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EMERGENCY SPILLWAY RIPRAP
d50 =6"
dMAX =9"
LENGTH APRON =10'
WIDTH APRON =10' EMERGENCY
SPILLWAY
TOP OF
0 EMBANKMENT BARREL
I
DRY POND RISER WITH I 11111111C
TRASH RACK
STABILIZED
OUTLET
STABILIZED OUTLET RIPR
d50 =6"
dMAX =9"
LENGTH APRON =10'
WIDTH APRON =10'
883.0
TRASH RACK EMBANKMENT
STABILIZED
EMERGENCY SPILLWAY WITH VEGETATION
FREEBOARD
882.0^� 1.0'
881.00' SPILLWAY
3.0ZHSELECTEDENGIIR FDL -III 0 1 SBRREL
CD IN
2' WASHED 1 III _ AN DE COMPACTEDS
STONE (#5 „I STABILIZED
_ d, OUTLET
875.0 O° ° wo
III
III ANTI SEEP COLLAR
INV. OUT 874.90 TYP. OF 2
12" ORIFICE INV. OUT 874.45
INVERT 875.20
FILE: SEDIM01
48" FROM SYSTEM
INVERT ELEVATION 885.00
ANTI -FLOTATION
BLOCK 10 CU. YARDS
SECTION
MANHOLE COVER
17066
088
6'-0"
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TOP OF WALL
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ELEVATION 889.00'
m
12" ORIFICE
INV. ELEV. 885.00
- ELEV. 884.90
48" OUTLET
INVERT ELEVATION 8154.90
41
INVER
TOP OF WALL
CONSTRUCTION SPECIFICATIONS
1. Basin area and areas under the embankment and any
structural works shall be cleared, grubbed and stripped of
any vegetation and root material as shown on the erosion
and sediment control plan.
2. A cut-off trench shall be excavated along the centerline
of the earth fill embankments. The minimum depth shall be
2 feet. The cut off trench shall extend up both abutments
to the riser crest elevation.
3. Fill material for the embankment shall be mineral soil, free
of roots, woody vegetation, oversized stones, rocks or other
objectionable material and be sufficiently moist for compaction.
4. Fill material shall be placed in 6 -inch lifts, continuous
layers over the entire length of the fill. Compacting shall be
obtained by routing the hauling equipment over the fill so that
the entire surface of each layer of the fill is traversed by at
least one wheel or tread track of the equipment, or by use of
a compactor.
5. The embankment shall be constructed to an elevation of
10 percent higher than the design height to allow for
settlement if compacting is obtained with hauling equipment.
If compactors are used for compacting, the overbuild may be
reduced to not less than 5 percent.
6. The principle spillway riser shall be securely attached to the
discharge pipe. All connections shall be watertight.
7. The pipe and riser shall be placed on a firm, smooth soil.
8. The embankment and emergency spillway shall be stabilized
with vegetation immediately following construction.
9. Construction operations shall be carried out in such a
manner that erosion and water pollution will be minimized.
10. Local and state requirements shall be met concerning
fencing and signs warning the public of hazards of soft
sediment and floodwater.
MAINTENANCE
1. Inspect weekly and after each rain.
2. All damages caused by soil erosion or construction
equipment shall be repaired before the end of each working
day.
3. Remove the sediment when the sediment storage zone is
1/2 full. This sediment shall be placed in such a manner that
it will not erode from the site. The sediment shall not be
deposited downstream from the embankment or in or adjacent
to a stream or floodplain.
OUTLET CONTROL STRUCTURE
ADS DETENTION SYSTEM "B'
N.T.S.
12" ORIFICE
INV. ELEV. 885.00
OUTLET
/ATION 884.90
48" FROM SYSTEM
INVERT ELEVATION 883.00
MANHOLE COVER
17066
088
6'-0"
N
N_
TOP OF WALL
z
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ELEVATION 887.00'
m
12" ORIFICE
/INV. ELEV. 883.00
- ELEV. 8152.90
48" OUTLET
INVERT ELEVATION 882.90
DRAINAGE PIPE
SEE GRADING PLAN FOR
SIZE & LAYOUT
PRECAST KNOCKOUT BASIN
4000 PSI CONCRETE
H-20 LOADING
DITCH INLET ADAPTOR
(TINDALL G48 OR EQUIVALENT)
INSTALL & MAINTAIN INLET PROTECTION AROUND
ALL STORM DRAIN INLETS DURING CONSTRUCTION.
N.T.S.
DESIGNATION 'CB' (DROP CURB)
RIM ELEVATION
VARIES
INVERT ELEVATION
UNDISTURBED EARTH OR
FILL COMPACTED TO 95%
STD PROCTOR
48" FROM
INVERT ELEVA
TOP OF WALL
ELEVATION 887.00'
OUTLET CONTROL STRUCTURE
ADS DETENTION SYSTEM "C"
N.T.S.
TLET
1ON 882.90
36" FROM SYSTEM
INVERT ELEVATION 879.00
MANHOLE COVER
17066
088
6'-0"
N
N_
TOP OF WALL
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ELEVATION 883.00'
m
12" ORIFICE
INV. ELEV. 879.00
- ELEV. 878.90
36" OUTLET
INVERT ELEVATION 87B.90
36" FROM S'
INVERT ELEVATIC
PIPE OUTLET TO FLAT AREA -
NO WELL-DEFINED CHANNEL
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ROCK d50
3d d 50% SHALL BE LARGER a
D 0 THAN 6" (MIN.) DIA. pa •, 4.0 MIN. D
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THICKNESS ('d') = 1.5 x MAX ROCK DIAMETER (6" MIN.)
SECTION A -A
PIPE OUTLET
WELL-DEFINED CHANNEL
°Oo c° e
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T MIN.
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FILTER
BLANKET
THICKNESS ('d') = 1.5 x MAX ROCK DIAMETER (6" MIN.)
SECTION A -A
NOTES:
1. 'La' = LENGTH OF APRON. DISTANCE 'La' SHALL BE OF SUFFICIENT LENGTH
TO DISSIPATE ENERGY.
2. APRON SHALL BE SET AT A ZERO GRADE AND ALIGNED STRAIGHT.
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF
THE BANK, WHICHEVER IS LESS.
4. FILTER MATERIAL SHALL BE FILTER FABRIC OR 6" THICK (MIN.) OUTLET
GRADED GRAVEL LAYER.
PROTECTION
CONSTRUCTION SPECIFICATIONS
1. Ensure that the subgrade for the filter and riprap follows the required
lines and grades shown in the plan. Compact any fill required in the
sub rade to the densit of the surroundIn undisturbed material. Low
9 Y 9
areas in the subgrade on undisturbed soil may also be filled by increasing
the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading
limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be
properly protected from punching or tearing during installation. Repair any
damage by removing the riprap and placing another piece of filter cloth
over the damaged area. All connecting joints should overlap so the top
layer is above the downstream layer a minimum of 1 foot. If the damage
is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging
the filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum
stone diameter.
6. Riprop may be field stone or rough quarry stone. It should be hard,
angular, highly weather -resistant and well graded.
7. Construct the apron on zero grade with no overfill at the end. Make
the top of the riprap at the downstream end level with the receiving area
or slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream
and preferably straight throughout its length. If a curve is needed to fit
site conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with
vegetation (Practices 6.10, Temporary Seeding, and 6.11, Permanent
Seeding).
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. Sediment will be removed behind the sediment fence when it becomes
about 0.5' deep at the fence. The sediment fence will be repaired as
necessary to maintain a barrier.
3. All seeded areas will be fertilized, reseed as necessary according to
specifications in the vegetative plan to maintain a vigorous, dense,
vegetative cover.
ELEVATION 883.00'
OUTLET CONTROL STRUCTURE
ADS DETENTION SYSTEM "E"
N.T.S.
UTLET
TION 878.90
JOB NUMBER:
17066
088
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PLAN AND SPECIFICATION
WAS PREPARED BY ME OR
UNDER MY DIRECT
SUPERVISION AND THAT I AM
A DULY REGISTERED
ARCHITECT OR ENGINEER
UNDER THE LAWS OF THE
STATE OF NORTH CAROLINA
AS SIGNIFIED BY MY HAND
AND SEAL.
'
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SCALE: NONE
DATE: OG/O I / 18
DRAWN BY: PED
CHECKED BY: DWO
PROJECT MGR: DWO
SHEET:
4 Of 7 0

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CA -JB 2A
DETENTION INLET STRUCTURE
/ RIM: 898.5
JB#2A \
INLET STRUCTURE - DET SYS B
�Q (JUNCTION BOX)
RIM: 898.50'
INV IN 886.01'
INV OUT 885.91' I I
X
FILTER FABRIC
(WHERE REQUIRED
\ \ / BY ENGINEER)
FINAL FILL MATERIAL
(PER PROJECT SPECIFICATIONS)
CLASS I OR II MATERIAL
PLACED AND COMPACTED IN
ACCORDANCE WITH
ASTM D2321 IN PIPE ZONE
TRAFFIC INSTALLATION
C SUITABLE
FOUNDATION
IN
X
H H H
(FLEX PVMT) (RIGID PVMT) (GRASS AREA)
UNDISTURBED
EARTH
BEDDING (CLASS I OR II MATERIAL)
= 6" (152 mm) MIN. FOR 48" (1200 mm) PI
I I
CA -DETENTION SYSTEM B I
Volume 19,410 CF \ I I NOMINAL NOMINAL TYPICAL TYPICAL SIDE MIN. H MIN. H MAX. H'
Sea 160 Length 48" Diameter Pipes w/Headers DIAMETER O.D. SPACING "C" WALL "X" (NON -TRAFFIC) (TRAFFIC)
> I J 48" 54" 78.5' 18" 12" 24" 8'
EXCAVATION SIZE 175.5 X 60.0 /
SEE VENDOR DRAWINGS (ADS) I (1200 mm) (1372 mm) (1994 mm) (457 mm) (305 mm) (610 mm) (2.4 m)
SYSTEM INLET 48" HDPE INV 885.00' 1 -
SYSTEM OUTLET 48" HDPE INV 885.00'
I I I I MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURER'S REPRESENTATIVE FOR
W INSTALLATION CONSIDERATIONS WHEN COVER EXCEEDS 8 FT (2.4 m).
- PROP SEC NOTES:
1. ALL REFERENCES TO CLASS I OR II MATERIAL ARE PER ASTM D2321 6. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I OR II. THE
I "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL
THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE
/I OUTLET CONTROL STRUCTURE APPLICATIONS", LATEST EDITION. ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 mm) FOR
DET SYS B 4"-24" (100-600 mm); 6" (152 mm) FOR 30-60" (750-900 mm).
(SEE DETAIL) 12 2. ALL RETENTION AND DETENTION SYSTEMS SHALL BE INSTALLED
l RIM 895.00 - IN ACCORDANCE WITH ASTM D2321, LATEST EDITION AND THE 7. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I OR II IN
/ MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES. THE PIPE ZONE EXTENDING NOT LESS THAN 6" (152 mm) ABOVE
INV IN 885.00 48" HDPE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE
/ INV OUT 884.90 48" HDPE D� 3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER.
NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REQUIRED. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321,
I I 1 I SEE ASTM D2321. LATEST EDITION.
4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED 8. COVER: MINIMUM COVER OVER ALL RETENTION/DETENTION
CROSSING UNDER EXIST 8" I BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROM SYSTEMS IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE
GAS LINE INVERT APPROX 4' \ / THE NATIVE SOIL INTO THE SELECT BACKFILL MATERIAL. AREAS) IS 12" (305 mm) FROM TOP OF PIPE TO GROUND SURFACE.
BELOW GRADE \ ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION.
5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12" (305 mm) UP TO
CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE 36" (900 mm) DIAMETER PIPE AND 24" (610 mm) OF COVER FOR 42-60"
/ ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED (1050-1500 mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO
• \
BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT.
� THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED MAXIMUM FILL HEIGHT LIMITED TO 8 FT (2.4 m) OVER FITTINGS FOR PROP ED 4 C- USING A GEOTEXTILE MATERIAL. STANDARD INSTALLATIONS. CONTACT A SALES REPRESENTATIVE
I WHEN MAXIMUM FILL HEIGHTS EXCEED 8 FT (2.4 m) FOR
\ J INSTALLATION CONSIDERATIONS.
48" HDPE
INV OUT: 860.53' x '� I PROPOS
Wi
J-1 CA -CI- 124A �
V.
( OOF LEADER CONNECTS)
RIM:
�i899.5 N
i
' / /
ATION FOR POND A -\\
48" FROM SYSTEM
INVERT ELEVATION 885.00
MANHOLE COVER
088
17066
6'-0"
v)
W
TOP OF WALL
F
U
N
N
'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE ACOMPREHENSIVE MATERIAL LIST.
EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM.
ELEVATION 889.00'
<
M
PART #
12" ORIFICE
MATERIAL
VENDOR
INV. ELEV. 885.00
- ELEV. 884.90 (0
1
4
4851ANP
48" OUTLET
INVERT ELEVATION 884.90
Q
INVER
TOP OF WALL
OUTLET CONTROL STRUCTURE
ADS DETENTION SYSTEM "B'
N.T.S.
12" ORIFICE
INV. ELEV. 885.00
CUTLET
(ATION 884.90
0
6
12" (305 T m
PAST JOINT (T
ENCASEMENT
(MINIMUM UNCONFINED
COMPRESSIVE STRENGTH
OF 100 psi OR AS SPECIFIED
BY ENGINEER)
12" (305 TT;
ABOVE PIPE
18" (451 TT) TRE
WIDTH (TYP.
4" (102 TT) MIN FOR
12-24" (300.600 TT) PIPE
6" (152 TT) MIN FOR
30_60" (1501500 TT) PIPE
GRANULAR BEDDING
IVIHINIEULU Ut I HIL
NOTE
CLSM/SLURRY/PLOWABLE FILL MUST EXTEND 12"
(305 TT) MINIMUM PAST ALL JOINTS AND FITTINGS
TO BE ENCASED.
30" (162 mT) RISER • 8 (2 4 T)
'INSITU BACKFILL
(COMPACTED TO 95%
STANDARD PROCTOR DENSITY'.
ENCASE IN-LINE
DRAIN BELL 6" (152 TT)
HDPE PIPE
TRAFFIC
RISER DETAIL
ENCASEMENT
(MINIMUM UNCONFINED
COMPRESSIVE STRENGTH
OF 100 psi OR AS SPECIFIED
BY ENGINEER)
(451 TT)
CH WIDTH
NYLOPLAST FRAME AND GRATE/SOLID COVER
(FOR PER LOADING CONDITION ONLY)
NON -TRAFFIC
ADS HP RETENTION/DETENTION PIPE SYSTEM SPECIFICATION
- TOP SOIL
NYLOPLAST RISER
XTENSION
NYLOPLAST
INLINE DRAIN
ENCASEMENT
(MINIMUM UNCONFINED
COMPRESSIVE STRENGTH
OF 1 00
psi OR AS SPECIFIED
BLEND INEER)
MIN12 5 TT)
ABOVE PIPE
4" (102 TT) MIN FOR
12-24" (300.600 TT) PIPE
r 6"(152 TT)MIN FOR
1 30_60" (1501500 TT) PIPE
GRANULAR BEDDING
7
THIS SPECIFICATION DESCRIBES ADS HP RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON -PRESSURE, GRAVITY -FLOW STORM WATER
COLLECTION SYSTEMS UTILIZING ADS HP PIPE PRODUCTS AND A CONTINUOUS OUT FALL STRUCTURE.
PIPE REQUIREMENTS
ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW:
• HP STORM PIPE SHALL MEET ASTM F2881
• SANITITE HP PIPE SHALL MEET ASTM F2764
ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND EITHER ANNULAR EXTERIOR CORRUGATIONS OR SMOOTH EXTERIOR WITH ANNULAR INNER
CORRUGATIONS. PRODUCT -SPECIFIC PIPE SPECIFICATIONS ARE AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS".
JOINT PERFORMANCE
WTIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE JOINT SHALL BE WATERTIGHT ACCORDING TO THE REQUIREMENTS OF ASTM D3212
GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477.12-60 INCH (300-1500 mm) DIAMETERS SHALL HAVE A BELL REINFORCED WITH A POLYMER
COMPOSITE BAND. THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANUFACTURER.
PIPE TO FITTING AND FIELD -CUT CONNECTIONS SHALL BE PLAIN -END UTILIZING A MAR -MAC POLYSEAL COUPLER MANUFACTURED BY MAR -MAC
CONSTRUCTION PRODUCTS CO. PERFORMANCE SHALL BE PER MAR -MAC SPECIFICATIONS. THE JOINT SHALL MEET THE WATERTIGHT REQUIREMENTS
OF ASTM D3212, AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN
TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID
CONTAINMENT OR HYDROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NOTE 7.01 "RAINWATER HARVESTING WITH HDPE PIPE
CISTERNS".
FITTINGS
FITTINGS SHALL CONFORM TO ASTM F2881 OR F2764 FOR APPLICABLE PIPE TYPE AND DIAMETERS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE
SPECIAL INSTALLATION CRITERION.
INSTALLATION
INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES WITH THE EXCEPTION THAT MINIMUM
COVER IN NON -TRAFFIC AREAS FOR 12-60 INCH (300-1500 mm) DIAMETERS SHALL BE 1 FT (0.3 m). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH
(300-900 mm) DIAMETERS SHALL BE 1 FT (0.3 m) AND FOR 42-60 INCH (1050-1500 mm) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 m). BACKFILL
SHALL CONSIST OF CLASS I (COMPACTED), OR CLASS II (MINIMUM 90% SPD) MATERIAL, WITH THE EXCEPTION THAT 60 INCH (1500 mm) SYSTEMS SHALL
USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE
FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACK FILL IS 8 FT (2.4 m); CONTACT A
REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED.
ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE
STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
18" (TYP EXCAVATION LIMITS)
/ n 1 6
ADS DETENTION SYSTEM "B'
N.T.S.
ENCASEMENT (TYP)
JOB NUMBER:
088
17066
BILL OF MATERIALS
'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE ACOMPREHENSIVE MATERIAL LIST.
EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM.
ITEM
QTY.
PART #
DESCRIPTION
MATERIAL
VENDOR
NOTE
1
4
4851ANP
48" HP DW SINGLE MANIFOLD TEE
PP
ADS
SEE DETAIL
2
6
4852ANP
48" HP DW DOUBLE MANIFOLD TEE
PP
ADS
SEE DETAIL
3
2
4898ANP
48" X 90° HP DW MANIFOLD BEND
PP
ADS
SEE DETAIL
4
63
4865AN00201BPL1
48" HP DW PIPE STICK: SOLID
PP
ADS
WTIB
5
9
STICK -1
48" HP DW PIPE STICK: SOLID
PP
ADS
FIELD CUT
6
9
STICK -2
48" HP DW PIPE STICK: SOLID
PP
ADS
FIELD CUT
W
28
4867RC
48" MAR -MAC COUPLERS
VARIES
ADS
NOT SHOWN
1
TBD BY ENGINEER
ADS GEOTEXTILE FABRIC
AS SPECIFIED
ADS
AS NEEDED
18" (TYP EXCAVATION LIMITS)
/ n 1 6
ADS DETENTION SYSTEM "B'
N.T.S.
ENCASEMENT (TYP)
JOB NUMBER:
088
17066
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AS SIGNIFIED BY MY HAND
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SHEET:
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v v///////
II
ED 8" C-900
(POSED 8"�
X 8" TEE
48" FROM SYSTEM
INVERT ELEVATION 883.00
FILTER FABRIC
(WHERE REQUIRED
BY ENGINEER)
FINAL FILL MATERIAL
(PER PROJECT SPECIFICATIONS)
TRAFFIC INSTALLATION
CLASS I OR II MATERIAL
PLACED AND COMPACTED IN C SUITABLE
ACCORDANCE WITH FOUNDATION
ASTM D2321 IN PIPE ZONE
H H H
(FLEX PVMT) (RIGID PVMT) (GRASS AREA)
UNDISTURBED
EARTH
X
BEDDING (CLASS I OR II MATERIAL)
= 6" (152 mm) MIN. FOR 48" (1200 mm) PIP
NOMINAL
NOMINAL
TYPICAL
TYPICAL SIDE
MIN. H
MIN. H
MAX. H'
DIAMETER
O.D.
SPACING "C"
WALL "X"
(NON -TRAFFIC)
(TRAFFIC)
NED
(MINIMUMCOMPRESSIVE
48"
54"
78.5"
18"
12"
24"
8'
1200 mm)
(1372 mm)
1994 mm)
(457 mm)
(305 mm)
(610 mm)
1 m)
DERS CONNE' MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURER'S REPRESENTATIVE FOR
INLE A STRUCTURE DET SYS C - INSTALLATION CONSIDERATIONS WHEN COVER EXCEEDS 8 FT (2.4 m).
NLET - � +
_z (JUNCTION BOX) o / NOTES:
RIM: 896.00' +� I 1. ALL REFERENCES TO CLASS I OR II MATERIAL ARE PER ASTM D2321 6. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I OR 11. THE
INV IN 883.60' / I I "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL
INV OUT 883.50' THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE
a z I I APPLICATIONS", LATEST EDITION. ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 mm) FOR
4"-24" (100-600 mm); 6" (152 mm) FOR 30-60" (750-900 mm).
PROPOSED 8" X 2. ALL RETENTION AND DETENTION SYSTEMS SHALL BE INSTALLED
a
WITH 8" MA UFOACTTURER'S PUBLISHED I OR 11 IN ACCRDANCE WITH ASTM INSTALLATION GUIDELINE321, LATEST EDITION THE 7 THE( AL PIPE ZONE EXTENDING OT LESSBACKFILL: SUITABLE THAN 6" (E 2SHALLLmm) A OVEIN
CA -DETENTION SYSTEM C =z I ° \ � \ CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE
Volume 13,725 CF3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER.
Bea 125' Length 48" Pipes , / /,,,, / a / NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REQUIRED. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321,
EXCAVATION SIZE 140.5' X 53.5' OUTLET CONTROL STRUCTURE \ SEE ASTM D2321. LATEST EDITION.
/ \ SEE VENDOR DRAWINGS (ADS) DET SYS C 4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED 8. COVER: MINIMUM COVER OVER ALL RETENTION/DETENTION
SYSTEM INLET 48>' HDPE INV 883.00' SEE DETAIL �0 BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROM SYSTEMS IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE
RIM 896.00 THE NATIVE SOIL INTO THE SELECT BACKFILL MATERIAL. AREAS) IS 12" (305 mm) FROM TOP OF PIPE TO GROUND SURFACE. / SYSTEM OUTLET 48 HDPE INV 883.00 INV IN 883.00 48" HDPE / / ' I G ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION.
6 / / 5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12" (305 mm) UP TO
/ \ INV OUT 882.90 48" HDPE / / CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE 36" (900 mm) DIAMETER PIPE AND 24" (610 mm) OF COVER FOR 42-60"
/ / CONNECTS TO BYPASS / ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED (1050-1500 mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO
LA R OR STRUCTURE 187 (3) BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT.
/ OO E \< l / / / THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED MAXIMUM FILL HEIGHT LIMITED TO 8 FT (2.4 m) OVER FITTINGS FOR
APP R X.
/ / / 1 USING A GEOTEXTILE MATERIAL. STANDARD INSTALLATIONS. CONTACT A SALES REPRESENTATIVE
WHEN MAXIMUM FILL HEIGHTS EXCEED 8 FT (2.4 m) FOR
INSTALLATION CONSIDERATIONS.
BEIR-OP A
AM O ° PROPOSED 8" CL350 DIP
P / / 4/ .,
PROPOSED 4" D.I. PIPE FDC
PROPOSED 8" X 8" X 2" TEE
la - / , WITH 2" GATE / VALVE -
'E/
_ / +APPROX 25 LF 2�r SDR -21 PVC STUB
PROPOSED REDUCER 8 TO
7 �A
/ v/
/ /©a
ri ry ROR nn
MANHOLE COVER
TOP SOIL
H
V)
TOP OF WALL
z
0
U
W
N
NYLOPLAST
'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST.
EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM.
ELEVATION 887.00'
m
ENCASEMENT
12" ORIFICE
NED
(MINIMUMCOMPRESSIVE
%
/INV. ELEV. 883.00
- ELEV. 882.90
1
psi OR
OF 100 psi OR AS SPECIFIED
S
4851ANP
BY ENGINEER)
L// / % PROPOSED 4" X 4" X 2" TEE ;
% /i I / / //// / , --ii
48" OUTLET
INVERT ELEVATION 882.90
48" FRON
INVERT ELEW
TOP OF WALL
ELEVATION 887.00'
OUTLET CONTROL STRUCTURE
ADS DETENTION SYSTEM "C"
N.T.S.
TLET
1ON 882.90
12" (305 m m
PAST JOINT (T
ENCASEMENT
(MINIMUM UNCONFINED
COMPRESSIVE STRENGTH
OF 100 psi OR AS SPECIFIED
BY ENGINEER)
12" (305 TT
ABOVE PIPE
18" (457 TT) TRE
WIDTH (TYP.
4 (102 TT)MIN FOR
1224 (300.600 TT)PIPE
6 (152 TT) MIN FOR
30-60" (750.1500 TT) PIPE
GRANULAR BEDDING
IVININIr VLU UE I - L
NOSE
CLSM/SLURRY/F LO WABLE FILL MUST EXTEND 12"
(305 TT) MINIMUM PAST ALL JOINTS AND FITTINGS
TO BE ENCASED.
30" (762 mm) RISER • 8 (2 4 m
'INSITU BACKFILL
(COMPACTED TO 95%
STANDARD PROCTOR DENSITY'.
ENCASE IN-LINE
DRAIN BELL 6" (152 TT)
HDPE PIPE
TRAFFIC
RISER DETAIL
ENCASEMENT
(MINIMUM UNCONFINED
COMPRESSIVE STRENGTH
OF 100 psi OR AS SPECIFIED
BY ENGINEER)
(457 mm)
CH WIDTH
NYLOPLAST FRAME AND GRATE/SOLID COVER
(FOR PER LOADING CONDITION ONLY)
NON -TRAFFIC
ADS HP RETENTION/DETENTION PIPE SYSTEM SPECIFICATION
-
TOP SOIL
H
NYLOPLAST RISER
EXTENSION
NYLOPLAST
'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST.
EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM.
INLINE DRAIN
QTY.
ENCASEMENT
DESCRIPTION
NED
(MINIMUMCOMPRESSIVE
%
TG ENG
ENGTH
CO 100
1
psi OR
OF 100 psi OR AS SPECIFIED
S
4851ANP
BY ENGINEER)
PP
ADS
MIN
TT)
ABOVE
PIPE
4" (102 TT) MIN FOR
12-24" (300.600 TT) PIPE
r 6"(152 TT)MIN FOR
1 30-60" (7501500 TT) PIPE
1T GRANULAR BEDDING
1
THIS SPECIFICATION DESCRIBES ADS HP RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON -PRESSURE, GRAVITY -FLOW STORM WATER
COLLECTION SYSTEMS UTILIZING ADS HP PIPE PRODUCTS AND A CONTINUOUS OUT FALL STRUCTURE.
PIPE REQUIREMENTS
ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW:
• HP STORM PIPE SHALL MEET ASTM F2881
• SANITITE HP PIPE SHALL MEET ASTM F2764
ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND EITHER ANNULAR EXTERIOR CORRUGATIONS OR SMOOTH EXTERIOR WITH ANNULAR INNER
CORRUGATIONS. PRODUCT -SPECIFIC PIPE SPECIFICATIONS ARE AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS".
JOINT PERFORMANCE
WTIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE JOINT SHALL BE WATERTIGHT ACCORDING TO THE REQUIREMENTS OF ASTM D3212
GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477.12-60 INCH (300-1500 mm) DIAMETERS SHALL HAVE A BELL REINFORCED WITH A POLYMER
COMPOSITE BAND. THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANUFACTURER.
PIPE TO FITTING AND FIELD -CUT CONNECTIONS SHALL BE PLAIN -END UTILIZING A MAR -MAC POLYSEAL COUPLER MANUFACTURED BY MAR -MAC
CONSTRUCTION PRODUCTS CO. PERFORMANCE SHALL BE PER MAR -MAC SPECIFICATIONS. THE JOINT SHALL MEET THE WATERTIGHT REQUIREMENTS
OF ASTM D3212, AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN
TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID
CONTAINMENT OR HYDROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NOTE 7.01 "RAINWATER HARVESTING WITH HDPE PIPE
CISTERNS".
FITTINGS
FITTINGS SHALL CONFORM TO ASTM F2881 OR F2764 FOR APPLICABLE PIPE TYPE AND DIAMETERS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE
SPECIAL INSTALLATION CRITERION.
INSTALLATION
INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES, WITH THE EXCEPTION THAT MINIMUM
COVER IN NON -TRAFFIC AREAS FOR 12-60 INCH (300-1500 mm) DIAMETERS SHALL BE 1 FT (0.3 m). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH
(300-900 mm) DIAMETERS SHALL BE 1 FT (0.3 m) AND FOR 42-60 INCH (1050-1500 mm) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 m). BACKFILL
SHALL CONSIST OF CLASS I (COMPACTED), OR CLASS II (MINIMUM 90% SPD) MATERIAL, WITH THE EXCEPTION THAT 60 INCH (1500 mm) SYSTEMS SHALL
USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE
FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACK FILL IS 8 FT (2.4 m); CONTACT A
REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED.
ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE
STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
ADS DETENTION SYSTEM "C'
N.T.S.
" (TYP EXCAVATION LIMITS)
ENCASEMENT (TYP)
JOB NUMBER:
088
17066
H
BILL OF MATERIALS
'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST.
EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM.
ITEM
QTY.
PART #
DESCRIPTION
MATERIAL
VENDOR
NOTE
1
2
4851ANP
48" HP DW SINGLE MANIFOLD TEE
PP
ADS
SEE DETAIL
2
6
4852ANP
48" HP DW DOUBLE MANIFOLD TEE
PP
ADS
SEE DETAIL
3
2
4898ANP
48" X 90' HP DW MANIFOLD BEND
PP
ADS
SEE DETAIL
4
40
4865AN00201BPL1
48" HP DW PIPE STICK: SOLID
PP
ADS
WTIB
5
8
STICK -1
48" HP DW PIPE STICK: SOLID
PP
ADS
FIELD CUT
6
8
STICK -2
48" HP DW PIPE STICK: SOLID
PP
ADS
FIELD CUT
W
24
4867RC
48" MAR -MAC COUPLERS
VARIES
ADS
NOT SHOWN
1
TBD BY ENGINEER
ADS GEOTEXTILE FABRIC
AS SPECIFIED
ADS
AS NEEDED
ADS DETENTION SYSTEM "C'
N.T.S.
" (TYP EXCAVATION LIMITS)
ENCASEMENT (TYP)
JOB NUMBER:
088
17066
H
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PLAN AND SPECIFICATION
WAS PREPARED BY ME OR
UNDER MY DIRECT
SUPERVISION AND THAT I AM
A DULY REGISTERED
ARCHITECT OR ENGINEER
UNDER THE LAWS OF THE
STATE OF NORTH CAROLINA
AS SIGNIFIED BY MY HAND
AND SEAL.
CAh'o
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SCALE: NONE
DATE: OLIO I / 18
DRAWN BY: PED
CHECKED BY: DWO
PROJECT MGR: DWO
SHEET:
G Of 7 0

FINAL FILL MATERIAL
FILTER FABRIC (PER PROJECT SPECIFICATIONS)
\\\ \ \�J\ \\\ \\ \ \\\ \ (WHERE BY ENGINEER TRAFFIC INSTALLATION
v T \ �� v \\V� )
OUTLET CONTROL STRUCTURE
DET SYS E A ��
RIM: 895.00 /
INV IN 879.00' 36" HDPE
INV OUT 878.90' 36" HDPE
CONNECTS TO BYPASS STRUCTURE 183 CLASS I OR II MATERIAL
PLACED AND COMPACTED IN
ACCORDANCE WITH C
ASTM D2321 IN PIPE ZONE
CA -DETENTION SYSTEM E
Volume 12,720 CF
\ 8ea 115' Length 48" Pipes
EXCAVATION SIZE 130.5' X 53.5' F
SEE VENDOR DRAWINGS (ADS)
TI
X
12" (305TH m
H H H PAST JOINT (T
(FLEX PVMT) (RIGID PVMT) (GRASS AREA)
ENCASEMENT
(MINIMUM UNCONFINED
COMPRESSIVE STRENGTH
OF 100 psi OR AS SPECIFIED
BY ENGINEER)
(457 mm)
CH WIDTH
ENCASEMENT r���- 18"(457 mm)� 1
(MIN IMUM UNCONFINED {7' PAST WELD r
UNDISTURBED COMPRESSiVESTRENGTH
EARTH OF 100 psi OR AS SPECIFIED �:+ y.�,�;��•/
BY ENGINEER) <^1 r'�:M : y
NVLO PLAST FRAME AND GRATE/SOLID COVER
�')). ++ �_ w,Z.iw; � (FOR PER LOADING CONDITION ONLV)
1 sti•'% :1�::A ��a1t TRAFFIC NON -TRAFFIC
BEDDING (CLASS I OR II MATERIAL)
SUITABLE = 6" (152 mm) MIN. FOR 48" (1200 mm) PI
FOUNDATION
NOMINAL
NOMINAL
TYPICAL
TYPICAL SIDE
MIN. H
MIN. H
MAX. H'
DIAMETER
0. D.
SPACING "C"
WALL "X"
(NON -TRAFFIC)
(TRAFFIC)
m
48"
54"
78.5"
18"
12"
24"
8'
(1200 mm)
(1372 mm)
I (1994 mm)
I (457 mm)
I (305 mm)
1 (610 mm)
(2.4 m)
SYSTEM INLET 36" HDPE INV 879.00'
SYSTEM OUTLET 36" HDPE INV 879.00'
/ \
'MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURER'S REPRESENTATIVE FOR
INSTALLATION CONSIDERATIONS WHEN COVER EXCEEDS 8 FT (2.4 m).
NOTES:
ALL REFERENCES TO CLASS I OR II MATERIAL ARE PER ASTM D2321
.�• A VA \V \\� �� "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF
THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW
APPLICATIONS", LATEST EDITION.
2. ALL RETENTION AND DETENTION SYSTEMS SHALL BE INSTALLED
IN ACCORDANCE WITH ASTM D2321, LATEST EDITION AND THE / Ate\\�A� MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES.
3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF
NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REQUIRED.
INLET STRUCTURE �VAV�A< SEE ASTM D2321.
DET SYS E \VAA \ \ 4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED
BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROM
�� • (JUNCTION BOX) THE NATIVE SOIL INTO THE SELECT BACKFILL MATERIAL.
RIM: 889.50'
INV IN 879.10' 36" HDPE �� V\ 5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE
F I M INV OUT 879.00' 36" HDPE P � > �\ \� CONTRACTOR SHALL EXCAVATE TOA DEPTH REQUIRED BY THE
:F` ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED
U t �, U T �( �- / ^I r/� BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF
/T THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED
qF
LLJ P � USING A GEOTEXTILE MATERIAL.
9
2
1.07
8,0
36" FROM SYSTEM
INVERT ELEVATION 879.00
LL
N�1�I�NL
MANHOLE COVER
TOP SOIL
6'-0"
N
K
N_
EXTENSION
z
0
NVLOPLAST
TOP OF WALL
F
U
W
N
N
QTY.
ENCASEMENT
ELEVATION 883.00'
m
VENDOR
12" ORIFICE
1
OF 100 psi OR AS SPECIFIED
INV. ELEV. 679.00
- ELEV. 878.90
BY ENGINEER)
PP
ADS
SEE DETAIL
36" OUTLET
INVERT ELEVATION 878.90
36" FROM S
INVERT ELEVATIC
w e 7�,
in
FLA INLET
P -0
THR 88 .
NV INS 8
V 3.1
713
�v �I /3
ELEVATION 883.00'
OUTLET CONTROL STRUCTURE
ADS DETENTION SYSTEM "E"
N.T.S.
JTLET
,TION 878.90
6. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I OR 11. THE
CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL
SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE
ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 mm) FOR
4"-24" (100-600 mm); 6" 152 mm) FOR 30-60" (750-900 mm).
7. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I OR II IN
THE PIPE ZONE EXTENDING NOT LESS THAN 6" (152 mm) ABOVE
CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE
DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER.
MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321,
LATEST EDITION.
8. COVER: MINIMUM COVER OVER ALL RETENTION/DETENTION
SYSTEMS IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE
AREAS) IS 12" (305 mm) FROM TOP OF PIPE TO GROUND SURFACE.
ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION.
FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12" (305 mm) UP TO
36" (900 mm) DIAMETER PIPE AND 24" (610 mm) OF COVER FOR 42-60"
(1050-1500 mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO
BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT.
MAXIMUM FILL HEIGHT LIMITED TO 8 FT (2.4 m) OVER FITTINGS FOR
STANDARD INSTALLATIONS. CONTACT A SALES REPRESENTATIVE
WHEN MAXIMUM FILL HEIGHTS EXCEED 8 FT (2.4 m) FOR
INSTALLATION CONSIDERATIONS.
12" (305 mm)
ABOVE PIPE
18" (457 mm) TRE
WIDTH (TVP..
4" (102 mm) M IN FOR
12-24" (300-600 mm) PIPE
6" (152 mm) M IN FOR
30-60" (150.1500 mm) PIPE
GRANULAR BEDDING
IVI AINIEULU Ut I /AIL
C�LSFM•/SLURRV/F LOWABLE FILL MUST EXTEND 12"
(305 mm) MIN IMUM PAST ALL JOINTS AND FITTINGS
TO BE ENCASED.
'INSITU BACKFILL
(COMPACTED TO 95%
STANDARD PROCTOR DENSITVI
ENCASE IN-LINE
DRAIN BELL 6" (152 mm)
HDPE PIPE
RISER DETAIL
ADS HP RETENTION/DETENTION PIPE SYSTEM SPECIFICATION
-
TOP SOIL
NVLOPLAST RISER
EXTENSION
NVLOPLAST
'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST.
EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM.
INLINE DRAIN
QTY.
ENCASEMENT
DESCRIPTION
(MINIMUM UNCONFINED
VENDOR
COMPRESSIVE STRENGTH
1
OF 100 psi OR AS SPECIFIED
TEE -1
BY ENGINEER)
PP
ADS
SEE DETAIL
MIN 12"
(305 mm)
ABOVE
PIPE
4" (102 mm) M IN FOR
12-24" (300-600 mm) PIPE
r6"(152 mm)MINFOR
1 30-60" (150.1500 mm) PIPE
GRANULAR BEDDING
7
THIS SPECIFICATION DESCRIBES ADS HP RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON -PRESSURE, GRAVITY -FLOW STORM WATER
COLLECTION SYSTEMS UTILIZING ADS HP PIPE PRODUCTS AND A CONTINUOUS OUT FALL STRUCTURE.
PIPE REQUIREMENTS
ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW:
• HP STORM PIPE SHALL MEET ASTM F2881
• SANITITE HP PIPE SHALL MEET ASTM F2764
ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND EITHER ANNULAR EXTERIOR CORRUGATIONS OR SMOOTH EXTERIOR WITH ANNULAR INNER
CORRUGATIONS. PRODUCT -SPECIFIC PIPE SPECIFICATIONS ARE AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS".
JOINT PERFORMANCE
WTIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE JOINT SHALL BE WATERTIGHT ACCORDING TO THE REQUIREMENTS OF ASTM D3212
GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477.12-60 INCH (300-1500 mm) DIAMETERS SHALL HAVE A BELL REINFORCED WITH A POLYMER
COMPOSITE BAND. THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANUFACTURER.
PIPE TO FITTING AND FIELD -CUT CONNECTIONS SHALL BE PLAIN -END UTILIZING A MAR -MAC POLYSEAL COUPLER MANUFACTURED BY MAR -MAC
CONSTRUCTION PRODUCTS CO. PERFORMANCE SHALL BE PER MAR -MAC SPECIFICATIONS. THE JOINT SHALL MEET THE WATERTIGHT REQUIREMENTS
OF ASTM D3212, AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN
TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID
CONTAINMENT OR HYDROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NOTE 7.01 "RAINWATER HARVESTING WITH HDPE PIPE
CISTERNS".
FITTINGS
FITTINGS SHALL CONFORM TO ASTM F2881 OR F2764 FOR APPLICABLE PIPE TYPE AND DIAMETERS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE
SPECIAL INSTALLATION CRITERION.
INSTALLATION
INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES, WITH THE EXCEPTION THAT MINIMUM
COVER IN NON -TRAFFIC AREAS FOR 12-60 INCH (300-1500 mm) DIAMETERS SHALL BE 1 FT (0.3 m). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH
(300-900 mm) DIAMETERS SHALL BE 1 FT (0.3 m) AND FOR 42-60 INCH (1050-1500 mm) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 m). BACKFILL
SHALL CONSIST OF CLASS I (COMPACTED), OR CLASS II (MINIMUM 90% SPD) MATERIAL, WITH THE EXCEPTION THAT 60 INCH (1500 mm) SYSTEMS SHALL
USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE
FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACK FILL IS 8 FT (2.4 m); CONTACT A
REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED.
ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE
STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
ADS DETENTION SYSTEM It
N.T.S.
JCASEMENT (TYP)
JOB NUMBER:
17066
BILL OF MATERIALS
'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST.
EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM.
ITEM
QTY.
PART #
DESCRIPTION
MATERIAL
VENDOR
NOTE
1
2
TEE -1
48" HP DW SINGLE MANIFOLD TEE
PP
ADS
SEE DETAIL
2
6
4852ANP
48" HP DW DOUBLE MANIFOLD TEE
PP
ADS
SEE DETAIL
3
2
4898ANP
48" X 90° HP DW MANIFOLD BEND
PP
ADS
SEE DETAIL
4
32
4865AN00201BPL1
48" HP DW PIPE STICK: SOLID
PP
ADS
WTIB
5
8
STICK -1
48" HP DW PIPE STICK: SOLID
PP
ADS
FIELD CUT
6
8
STICK -2
48" HP DW PIPE STICK: SOLID
PP
ADS
FIELD CUT
W
Q'
24
4867RC
48" MAR -MAC COUPLERS
VARIES
ADS
NOT SHOWN
wr-
1
TBD BY ENGINEER
ADS GEOTEXTILE FABRIC
AS SPECIFIED
ADS
AS NEEDED
ADS DETENTION SYSTEM It
N.T.S.
JCASEMENT (TYP)
JOB NUMBER:
17066
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WAS PREPARED BY ME OR
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SUPERVISION AND THAT I AM
A DULY REGISTERED
ARCHITECT OR ENGINEER
UNDER THE LAWS OF THE
STATE OF NORTH CAROLINA
AS SIGNIFIED BY MY HAND
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7 Of 7 0

Odom
Engineering PLLc
June 11, 2018
Annette Lucas, PE
NCDEQ- Division of Energy, Mineral and Land Resources
Office 942-V
512 N. Salisbury Street
Raleigh, NC 27604
Re: Tryon International Equestrian Center
Stormwater Projects
Revised Stormwater controls for Covered Arena Expansion
401 Certification 13-1200 v5
Dear Ms. Lucas,
169 Oak Street • Forest City, NC 28043
office 828.247.4495 • fax [phone]
The enclosed Drawings and calculations are submitted as a revision to our previously submitted
stormwater control proposal, dated August 15, 2017. The previous submittal addressed drainage in
several sites at the Tryon International Equestrian Center (TIEC): Stablehouse Inn, Covered Arena,
Village East and West, and Salamander. This revision addresses proposed facilities changes in the area
we now refer to as the Covered Arena Expansion Area.
We have also enclosed a copy of the previous submittal, for your reference.
Please contact me if you need any additional information.
Thank you,
t --
David Odom, P.E.

STORMWATER CALCULATIONS
REVISED
COVERED ARENA EXPANSION
STORM WATER CONTROLS
TRYON EQUESTRIAN PROPERTIES, LLC
Polk County, North Carolina
June 01, 2018
A v ' 77
:7'!►
sit SO
Odoin .
Engineering
PLLC
NC FIRM# P-0880
169 Oak Street
Forest City, N.C. 28043
828-247-4495

Summary.......................................................................................................................................................................................... 1
USGSMap.............................................................................................................................................................................................. 2
Covered Arena Expansion Calculations................................................................................................................................................. 3

SUMMARY
The purpose of the enclosed evaluation is to revise the Tryon Equestrian Properties stormwater submittal date August 15, 2017. The
previous submittal addressed drainage in several sites at TIEC: Stablehouse Inn, Covered Arena, Village East and West, and
Salamander. This revision addresses proposed facilities changes in the area we now refer to as the Covered Arena Expansion Area.
The Covered Arena Expansion area is an approximate 45 -acre section of TIEC, adjacent to an approximate 6 -acre area of containing a
previously permitted BMP, Covered Arena. The covered arena area has been expanded to provide for expansion of the covered
arena building, additional parking, additional R/V spaces, and proposed hotel facilities.
We begin these calculations by examining the pre -construction and post -construction stormwater runoff volume rates for the study
area. A BMP is required for any drainage areas where the post -construction volume rate exceeds that of pre -construction.
Preconstruction topography of the area shows that there exist two distinct drainage areas and drainage exits from the site area.
These are labeled PRE -1 and PRE -2 in the accompanying drawings. The post construction drainage for the area is divided into five
systems, "A" through "D". Where necessary, BMPs for these individual systems are designed to reduce total post construction
stormwater volume rate into each area to levels below the pre -construction volume rates.
It is proposed that stormwater velocity reduction will be accomplished using a dry detention pond, and three underground ADS
Retention/Detention pipe systems. The combined systems of drainage and BMPs have been designed to discharge stormwater flow
at a rate equal to or less than the pre -construction velocity for each drainage area.
Computer modeling of stormwater volume rates was performed using Hydrology Studio 2018 v2.0.0.52. Study and summary are
based on 25 -year design storm, but calculation results are also included for the 1 -year and 10 -year design storms.
The calculations included with this report are summarized below.
CALCULATIONS SUMMARY (25 -Year Storm)
DRAINAGE AREA
PRE (cfs)
POST (cfs)
ROUTED (cfs)
BMP TYPE
PRE -1
35.80
POST - A
111.60
7.60
Dry Pond
POST — B
88.70
17.10
ADS (B)
SUMMARY FOR PRE -1
35.80
200.30
24.70
PRE -2
53.24
POST - C
63.52
6.46
ADS (C)
POST - E
56.25
6.30
ADS (E)
POST—D1
12.97
12.97
None Req'd
POST—D2
14.94
14.94
None Req'd
SUMMARY FOR PRE -2
53.24
147.68
40.67
Computer modeling of stormwater volume rates was performed using Hydrology Studio 2018 v2.0.0.52. Study and summary are
based on 25 -year design storm, but calculation results are also included for the 1 -year and 10 -year design storms.

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......�..r......-..... .�....�.... " � stn lma:, x. c

Basin Model
Hydrology Studio v 2.0.0.52
Project Name: TIEC-COVERED ARENA EXPANSION
Predevelop 1
Predevelop 2
Post-SystemA
Post - Systema
Post - System C
Post - System E
ADS System C
Post - System D-1
AOS System E
PonA A �
ADS System 6 ®
•\
^' 60- Bypass Line
v
-3-
Past System D-2
06-08-2018

Hydrograph by Return Period Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
06-08-2018
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak Outflow (cfs)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
Rational
Predevelop 1
19.40
31.27
35.80
2
Rational
Predevelop 2
28.85
46.50
53.24
3
Rational
Post - System A
61.87
97.73
111.6
4
Rational
Post - System B
49.27
77.82
88.87
5
Rational
Post - System C
35.21
55.62
63.52
6
Rational
Post - System D-1
7.188
11.35
12.97
7
Rational
Post System D-2
8.280
13.08
14.94
8
Rational
Post - System E
31.19
49.26
56.25
9
Pond Route
ADS System B
5.853
10.67
17.10
10
Pond Route
ADS System C
4.478
5.787
6.690
11
Pond Route
ADS System E
4.559
5.806
6.328
12
Junction
60" Bypass Line
9.037
11.59
13.02
13
Pond Route
Pond A
5.926
7.201
7.608
-4-

Hydrograph 1 -yr Summary
Hydrology Studio v 2.0.0.52
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cfs)
Time to
Peak
(hrs)
Hydrograph
Volume
(cuft)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cuft)
1
Rational
Predevelop 1
19.40
0.17
11,640
----
2
Rational
Predevelop 2
28.85
0.17
17,308
----
3
Rational
Post - System A
61.87
0.07
14,850
----
4
Rational
Post - System B
49.27
0.07
11,825
---
5
Rational
Post - System C
35.21
0.07
8,451
---
6
Rational
Post - System D-1
7.188
0.07
1,725
----
7
Rational
Post System D-2
8.280
0.07
1,987
----
8
Rational
Post - System E
31.19
0.07
7,485
—
9
Pond Route
ADS System B
5.853
0.13
11,821
4
888.28
9,820
10
Pond Route
ADS System C
4.478
0.13
8,445
5
885.42
7,054
11
Pond Route
ADS System E
4.559
0.13
7,484
8
881.31
6,058
12
Junction
60" Bypass Line
9.037
0.13
15,929
10, 11
13
Pond Route
Pond A
5.926
0.13
14,211
3
878.24
13,227
-5-

Hydrograph Report
Hydrology Studio v 2.0.0.52
Predevelop 1
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 1
Hydrograph Type
= Rational
Peak Flow
= 19.40 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 0.17 hrs
Time Interval
= 2 min
Runoff Volume
= 11,640 cuft
Drainage Area
= 18.09 ac
Runoff Coeff.
= 0.28
Tc Method
= TR55
Time of Conc. (Tc)
= 10.0 min
IDF Curve
= Tryon. idf
Intensity
= 3.8300 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
22-
21-
20-
19-
18-
17-
16-
15-
14-
13-
12-
Cr
221 201918 17 16 15 14 1312 C
10-
9-
8-
7-
6-
5-
41
0 9 8 76 5 4 -
3 -
2
QP = 19.40 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (min)
-6-

H yd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Predevelop 2
06-08-2018
Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 28.85 cfs
Storm Frequency = 1 -yr Time to Peak = 0.17 hrs
Time Interval = 2 min Runoff Volume = 17,308 cuft
Drainage Area = 26.9 ac Runoff Coeff. = 0.28
Tc Method = TR55 Time of Conc. (Tc) = 10.0 min
IDF Curve = Tryon. idf Intensity = 3.8300 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
QP = 28.85 cfs
33-
32-
31-
30-
29
3 3129
28 I _
27
26-
25
6 25 - — --
24JJ-
23l
22-
21 �I �- '
20-
19
JJ ---
18-
17 -
I
16-
15-
14-
13-
5 1413 —i
12--
I
11 - –
10 —i
g - --! -
8- —�
7
6
S-
4-
3-
2--
1 4 3 2 -
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (min)
-7-

Hydrograph Report
Hydrology Studio v 2.0.0.52
Post - System A
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 3
Hydrograph Type = Rational Peak Flow = 61.87 cfs
Storm Frequency = 1 -yr Time to Peak = 0.07 hrs
Time Interval = 2 min Runoff Volume = 14,850 cuft
Drainage Area = 13.6 ac Runoff Coeff. = 0.95
Tc Method = User Time of Conc. (Tc) = 4.0 min
IDF Curve = Tryon. idf Intensity = 4.7890 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
QP = 61.87 cfs
70-
68-
66
0 68 1 - _
64 62-
60-
58-
56-
54-
52-
50
2 60 5856 54 5250 -
48-
46-
44-
42-
40-
38
8 4644 4240 38 �—
36-
34-
32-
30
6 34 3230 28-
26
8 —�
24-
22-
20-
18-
16
422 20 1816
14-
12-
10-
8-
6-
4-
2-
0
4 12 10 86 420
0 1 2 3 4 5 6 7 8
Time (min)
-8-

Hyd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Post - System B
06-08-2018
Hyd. No. 4
Hydrograph Type = Rational Peak Flow = 49.27 cfs
Storm Frequency = 1 -yr Time to Peak = 0.07 hrs
Time Interval = 2 min Runoff Volume = 11,825 cuft
Drainage Area = 12.86 ac Runoff Coeff. = 0.8
Tc Method = User Time of Conc. (Tc) = 4.0 min
IDF Curve = Tryon. idf Intensity = 4.7890 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
QP = 49.27 cfs
56-
54-
52-
50
48
6 54 5048 4644 42 --
40
38-
36-
34
8 3634 -
32-
30-
28-
26-
24-
22-
20-
18-
16-
14-
12-
10-
8-
6--
4-
2-
0
02826 2422 20 18 16 14 12 10 8 6 4 20
0 1 2 3 4 5 6 7 8
Time (min)
-9-

Hydrograph Report
Hydrology Studio v 2.0.0.52
Post - System C
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 5
Hydrograph Type
= Rational
Peak Flow
= 35.21 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 8,451 cuft
Drainage Area
= 7.74 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon.idf
Intensity
= 4.7890 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
QP = 35.21 cfs
0 1 2 3 4 5 6 7 8
Time (min)
-10-

Hydrograph Report
Hydrology Studio v 2.0.0.52
Post - System D-1
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 6
Hydrograph Type
= Rational
Peak Flow
= 7.188 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 1,725 cuft
Drainage Area
= 1.58 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon.idf
Intensity
= 4.7890 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
Qp=7.19 cfs
0 1 2 3 4 5 6 7 8
Time (min)
-11-

Hydrograph Report
Hydrology Studio v 2.0.0.52
Post System D-2
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 7
Hydrograph Type
= Rational
Peak Flow
= 8.280 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 1,987 cuft
Drainage Area
= 1.82 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon. idf
Intensity
= 4.7890 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
V
F.,
QP = 8.28 ds
3
1
we
1 2 3 4 S 6 7 8
Time (min)
-12-

Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Post - System E
06-08-2018
Hyd. No. 8
Hydrograph Type = Rational Peak Flow = 31.19 cfs
Storm Frequency = 1 -yr Time to Peak = 0.07 hrs
Time Interval = 2 min Runoff Volume = 7,485 cuft
Drainage Area = 8.14 ac Runoff Coeff. = 0.8
Tc Method = User Time of Conc. (Tc) = 4.0 min
OF Curve = Tryon. idf Intensity = 4.7890 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
QP 31.19 cfs
-1-
34-
33-
32-
31-
30-
29-
28-
27-
26-
25-
24
4 333231 30 29 2827 26 252423-
22-
21-
20-
19-
322 212019 - -
18 -
C 17-
16-
15
14
7 16 151413 1211 10 98 7-
6----
5-
4-
3-
2-
6 ---5 4 3 2
1
0 i
0 1 2 3 4 5 6 7 8
Time (min)
-13-

Hydrograph Report
Hydrology Studio v 2.0.0.52
ADS System B
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 9
Hydrograph Type
= Pond Route
Peak Flow
= 5.853 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 11,821 cuft
Inflow Hydrograph
= 4 - Post - System B
Max. Elevation
= 888.28 ft
Pond Name
= System B
Max. Storage
= 9,820 cuft
Pond Routing by Storage Indication Method
Center of mass detention time = 17 min
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
a
26
24
22
20
18
16
14
12
10
8
6
4
2
0
0
QP = 5.85 cfs
10 20 30 40 50 60 70
Time (min)
— Req'd Stor — Post - System B — ADS System B
14-

Pond Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
System B Stage -Storage
Underground Chambers
Stage
Description
Input
Invert Elev Down, ft
885.00
Chamber Rise, ft
4.00
Chamber Shape
Circular
Chamber Span, ft
4.00
Barrel Length, ft
160.00
No. Barrels
9
Barrel Slope, %
1.50
Headers, y/n
Yes
Stone Encasement, y/n
No
Encasement Bottom Elevation, ft
0.00
Encasement Width per Chamber, ft
0.00
Encasement Depth, ft
0.00
Encasement Voids, %
40.00
892
891
890
889
a�
"' 888
887
886
885
0
Stage / Storage Table
Stage
Elevation
Contour Area
Incr. Storage
(ft)
(ft)
(sgft)
(cuft)
0.00
885.00
n/a
0.000
0.32
885.32
n/a
138
0.64
885.64
n/a
242
0.96
885.96
n/a
298
1.28
886.28
n/a
394
1.60
886.60
n/a
929
1.92
886.92
n/a
1,220
2.24
887.24
n/a
1,391
2.56
887.56
n/a
1,541
2.88
887.88
n/a
1,739
3.20
888.20
n/a
1,815
3.52
888.52
n/a
1,814
3.84
888.84
n/a
1,744
4.16
889.16
n/a
1,537
4.48
889.48
n/a
1,389
4.80
889.80
n/a
1,220
5.12
890.12
n/a
928
5.44
890.44
n/a
392
5.76
890.76
n/a
298
6.08
891.08
n/a
241
6.40
891.40
n/a
137
Stage -Storage
Total Storage
(cuft)
0.000
138
380
677
1,071
2,000
3,220
4,611
6,151
7,891
9,705
11,520
13,263
14,800
16,189
17,409
18,337
18,729
19,028
19,269
19,406
2000 4000 6000 8000 10000 12000 14000 16000 18000 20000
Total Storage (cuft)
-UG Chambers =-- Top of Pond
-15-
Ln
W
to
M
N

Pond Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
System B Stage -Discharge
Culvert / Orifices
Rise, in
Span, in
No. Barrels
Invert Elevation, ft
Orifice Coefficient, Co
Length, ft
Barrel Slope, %
N -Value, n
Weirs
Shape / Type
Crest Elevation, ft
Crest Length, ft
Angle, deg
Weir Coefficient, Cw
'Routes through Culvert
891
890
889
La' 888
887
886
885
Perforated Riser
3
Perf. Rise, in
Perf. Span, in
No. Perforations
Invert Elevation, ft
Height, ft
Orifice Coefficient, Co
3 Ancillary
Exfiltration, in/hr
Tailwater Elevation, ft
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54
Discharge (cfs)
—Top of Pond — Culvert — Orifice — Rectangular --- ..--- Total Q
-116-
Ln
w
LO
ro
Orifices
Culvert
V
2
48
12
48
12
1
1
885
885
.6
.6
20
1.5
0.013
Weirs
Riser*
V
2
Circular
Rectangular
889
4
3.3
Stage -Discharge
Perforated Riser
3
Perf. Rise, in
Perf. Span, in
No. Perforations
Invert Elevation, ft
Height, ft
Orifice Coefficient, Co
3 Ancillary
Exfiltration, in/hr
Tailwater Elevation, ft
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54
Discharge (cfs)
—Top of Pond — Culvert — Orifice — Rectangular --- ..--- Total Q
-116-
Ln
w
LO
ro

Pond Report
Hydrology Studio v 2.0.0.52
System B
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
885.00
0.000
0.00
0.00
0.00
0.00
0.32
885.32
138
0.368 is
0.367
0.00
0.367
0.64
885.64
380
1.380 is
1.315
0.00
1.315
0.96
885.96
677
2.506 is
2.475
0.00
2.475
1.28
886.28
1,071
3.146 is
3.146
0.00
3.146
1.60
886.60
2,000
3.681 is
3.681
0.00
3.681
1.92
886.92
3,220
4.191 is
4.191
0.00
4.191
2.24
887.24
4,611
4.725 is
4.654
0.00
4.654
2.56
887.56
6,151
5.071 is
5.071
0.00
5.071
2.88
887.88
7,891
5.685 is
5.454
0.00
5.454
3.20
888.20
9,705
6.032 is
5.828
0.00
5.828
3.52
888.52
11,520
6.391 is
6.179
0.00
6.179
3.84
888.84
13,263
6.765 is
6.510
0.00
6.510
4.16
889.16
14,800
7.623 is
6.779
0.845
7.623
4.48
889.48
16,189
11.26 oc
6.842
4.389
11.23
4.80
889.80
17,409
16.56 oc
6.770
9.445
16.21
5.12
890.12
18,337
22.29 oc
6.647
15.65
22.29
5.44
890.44
18,729
29.65 oc
6.453
22.81
29.26
5.76
890.76
19,028
37.17 oc
6.139
30.82
36.96
6.08
891.08
19,269
45.02 oc
5.429
39.59s
45.01
6.40
891.40
19,406
54.39 oc
5.653
48.74s
54.39
Suffix key., is = inlet control, oc = outlet control, s = submerged weir -17-

Pond Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
System B
06-08-2018
Pond Drawdown
Stage (ft)
rq
I_ N
_ Gl
I �
U- --
Cq
- - o
0
Lq
- o
L�
--
0.
M
0
N
C
__-... . _........ .._. _.._._..-.. ___ -._ - _._... ...... . _ — _— —.__ _-_.___..._ ._._ _._—___ _- - f6
-__ _. _.--__._— .. .. _..------------ --------.. ---- -- _.--------.._---- --- -�. >
O toy
N O 6l Co f` l0 l!1
M 61 Ol Co 00 00 00 00
00 00 00 00 (I}) na13 00 Co 00 00
-18-

Hydrograph Report
Hydrology Studio v 2.0.0.52
ADS System C
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 10
Hydrograph Type
= Pond Route
Peak Flow
= 4.478 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume = 8,445 cuft
Inflow Hydrograph
= 5 - Post - System C
Max. Elevation
= 885.42 ft
Pond Name
= ADS System C
Max. Storage
= 7,054 cuft
Pond Routing by Storage Indication Method
Center of mass detention time= 18 min
Qp = 4.48 cfs
40 --
38 -_
—
34
--
32
30
-
28
j
s
26
--
24
'
I
i
22
-
20
Cl
18
— —
-
16
i
I
14
2
12-
10-
1086
8-
6-
4-
4
2-
0
0 10 20
30 40
50
60 70
Time (min)
® Req'd Stor
— Post - System C — ADS System C
-19-

Pond Report
Hydrology Studio v 2.0.0.52
ADS System C
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Stage -Storage
Underground Chambers
Description Input
Stage / Storage
Table
Stage
Elevation
Contour Area
Incr. Storage
Total Storage
(ft)
(ft)
(sqft)
(cuft)
(cult)
Invert Elev Down, ft 883.00
0.00
883.00
n/a
0.000
0.000
Chamber Rise, ft 4.00
0.23
883.23
n/a
62.1
62.1
Chamber Shape Circular
0.46
883.46
n/a
212
274
0.69
883.69
n/a
453
728
Chamber Span, ft 4.00
0.93
883.93
n/a
645
1,373
Barrel Length, ft 125.00
1.16
684.16
n/a
767
2,140
1.39
884.39
n/a
854
2,993
No. Barrels 8
1.62
884.62
n/a
918
3,912
Barrel Slope, % 0.50
1.85
884.85
n/a
959
4,871
2.08
885.08
n/a
989
5,860
Headers, y/n Yes
2.31
885.31
n/a
1,004
6,864
Stone Encasement, y/n No
2.54
885.54
n/a
1,004
7,868
2.78
885.78
n/a
989
8,857
Encasement Bottom Elevation, ft 0.00
3.01
886.01
n/a
962
9,819
Encasement Width per Chamber, ft 0.00
3.24
886.24
n/a
916
10,735
3.47
886.47
n/a
853
11,588
Encasement Depth, ft 0.00
3.70
886.70
n/a
766
12,354
Encasement Voids, % 40.00
3.93
886.93
n/a
645
12,999
4.16
887.16
n/a
452
13,451
4.39
887.39
n/a
212
13,663
4.63
887.63
n/a
62.0
13,725
Stage -Storage
5
rd
0
fl
0
1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 13000 14000
Total Storage (cuft)
-UG Chambers - Top of Pond
-20-

Pond Report Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
ADS System C Stage -Discharge
887
886
"' 885
884
883
4
3
n
2
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Discharge (cfs)
—Top of Pond — Culvert — Orifice — Rectangular Total Q
-21 -
Orifices
Culvert / Orifices
Culvert
Perforated Riser
1* 2 3
Rise, in
48
12
Perf. Rise, in
Span, in
48
12
Perf. Span, in
No. Barrels
1
1
No. Perforations
Invert Elevation, ft
883
883.01
Invert Elevation, ft
Orifice Coefficient, Co
.6
.6
Height, ft
Length, ft
20
Orifice Coefficient, Co
Barrel Slope, %
.5
N -Value, In
0.013
Weirs
Weirs
Riser*
Ancillary
1* 2 3
Shape / Type
Circular
Rectangular
Exfiltration, in/hr
Crest Elevation, ft
887
Tailwater Elevation, ft
Crest Length, ft
4
Angle, deg
Weir Coefficient, Cw
3.3
'Routes through Culvert.
Stage -Discharge
887
886
"' 885
884
883
4
3
n
2
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Discharge (cfs)
—Top of Pond — Culvert — Orifice — Rectangular Total Q
-21 -

Pond Report
Hydrology Studio v 2.0.0.52
ADS System C
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
883.00
0.000
0.00
0.00
0.00
0.00
0.23
883.23
62.1
0.200 is
0.192
0.00
0.192
0.46
883.46
274
0.684 oc
0.684
0.00
0.684
0.69
883.69
728
1.432 oc
1.391
0.00
1.391
0.93
883.93
1,373
2.243 oc
2.117
0.00
2.117
1.16
884.16
2,140
2.653 oc
2.653
0.00
2.653
1.39
884.39
2,993
3.100 oc
3.077
0.00
3.077
1.62
884.62
3,912
3.583 oc
3.423
0.00
3.423
1.85
884.85
4,871
3.925 oc
3.781
0.00
3.781
2.08
885.08
5,860
4.282 oc
4.106
0.00
4.106
2.31
885.31
6,864
4.467 oc
4.448
0.00
4.448
2.54
885.54
7,868
4.846 oc
4.725
0.00
4.725
2.78
885.78
8,857
5.041 oc
5.025
0.00
5.025
3.01
886.01
9,819
5.442 oc
5.269
0.00
5.269
3.24
886.24
10,735
5.647 oc
5.538
0.00
5.538
3.47
886.47
11,588
5.856 oc
5.795
0.00
5.795
3.70
886.70
12,354
6.068 oc
6.040
0.00
6.040
3.93
886.93
12,999
6.282 oc
6.275
0.00
6.275
4.16
887.16
13,451
7.400 oc
6.372
0.864
7.237
4.39
887.39
13,663
9.559 oc
6.298
3.261
9.559
4.63
887.63
13,725
12.87 oc
6.126
6.522
12.65
Suffix key: is = inlet control, oc = outlet control, s = submerged weir -22-

Pond Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
ADS System C
06-08-2018
Pond Drawdown
-23-
Stage (ft)
m N o
rn
00
��
100
II
I�
-
L
i-
N
IIr
dt H
U
ro CU
I
E
o
Co
cin-- --- — -
------ --._ - - —
L
�
Ir
o�LO
Q
iC)
0
i
M
I
I O
N
�
i=
_
O
H
i
._.------------__
r
Q
N
0)
O
Co
I Ln
Co 00 W 00 00
0
(I}) ^al3
I
-23-

Hydrograph Report
Hydrology Studio v 2.0.0.52
ADS System E
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 11
Hydrograph Type = Pond Route
Peak Flow
= 4.559 cfs
Storm Frequency = 1 -yr
Time to Peak
= 0.13 hrs
Time Interval = 2 min
Hydrograph Volume
= 7,484 cuft
Inflow Hydrograph = 8 - Post - System E
Max. Elevation
= 881.31 ft
Pond Name =ADS System E
Max. Storage
= 6,058 cuft
Pond Routing by Storage Indication
Method
Center of mass detention time= 15 min
QP = 4.56 cfs
35-
5 _
-- -
-- -
34-
34
33._
33-
-
-
32-
32�
1_-
_
31-_
-
30-
29— —
i-
28
27-
726
26-
25 -
25
- - -I
24-
4
23
23
22-
2
21-
21
20-
20
19-
19
18 -- -
18-
-
C! 17
-
16---..
6
15
15 -
14
13-
3
12
12-
11
11
10-
9 -
-
8 f
7--
-6
6--
5
5
4-
3-
2
2-
1
1
-
0
0 10 20
30 40 50
60 70
Time (min)
—® Req'd Stor
— Post - System E — ADS System E
-24-

Pond Report
Hydrology Studio v 2.0.0.52
ADS System E
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Stage -Storage
Underground Chambers
Description Input
Stage I Storage
Table
Stage
Elevation
Contour Area
Incr. Storage
Total Storage
(ft)
(ft)
(sgft)
(cuft)
(cuft)
Invert Elev Down, ft 879.03
0.00
879.03
n/a
0.000
0.000
Chamber Rise, ft 4.00
0.23
879.26
n/a
57.2
57.2
Chamber Shape Circular
0.46
879.49
n/a
215
272
0.69
879.72
n/a
433
706
Chamber Span, ft 4.00
0.92
879.95
n/a
603
1,309
Barrel Length, ft 115.00
1.14
880.17
n/a
712
2,021
1.37
880.40
n/a
787
2,808
No. Barrels 8
1.60
880.63
n/a
844
3,652
Barrel Slope, % 0.50
1.83
880.86
n/a
883
4,535
2.06
881.09
n/a
907
5,442
Headers, y/n Yes
2.29
881.32
n/a
920
6,362
Stone Encasement, y/n No
2.52
881.55
n/a
919
7,281
2.75
881.78
n/a
909
8,190
Encasement Bottom Elevation, ft 0.00
2.97
682.00
n/a
883
9,074
Encasement Width per Chamber, ft 0.00
3.20
882.23
n/a
840
9,914
3.43
882.46
n/a
789
10,703
Encasement Depth, ft 0.00
3.66
882.69
n/a
710
11,412
Encasement Voids, % 40.00
3.89
862.92
n/a
603
12,015
4.12
883.15
n/a
433
12,448
4.35
883.38
n/a
214
12,662
4.58
883.61
n/a
57.0
12,719
884
883
882
UJ
881
Stage -Storage
4
1
879 - - - - 0
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 13000
Total Storage (cuft)
-UG Chambers -Top of Pond
-25-

Pond Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
ADS System E Stage -Discharge
883
882
"' 881
880
4
3
2
j�" i
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Discharge (cfs)
—Top of Pond ® Culvert — Orifice — Rectangular Total Q
-26-
Orifices
Culvert / Orifices
Culvert
Perforated Riser
1* 2 3
Rise, in
36
12
Perf. Rise, in
Span, in
36
12
Perf. Span, in
No. Barrels
1
1
No. Perforations
Invert Elevation, ft
879
879
Invert Elevation, ft
Orifice Coefficient, Co
.6
.6
Height, ft
Length, ft
20
Orifice Coefficient, Co
Barrel Slope, %
1.5
N -Value, n
0.013
Weirs
Weirs
Riser*
Ancillary
1* 2 3
Shape / Type
Circular
Rectangular
Exfiltration, in/hr
Crest Elevation, ft
883
Tailwater Elevation, ft
Crest Length, ft
4
Angle, deg
Weir Coefficient, Cw
3.3
'Routes through Culvert.
Stage -Discharge
883
882
"' 881
880
4
3
2
j�" i
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Discharge (cfs)
—Top of Pond ® Culvert — Orifice — Rectangular Total Q
-26-

Pond Report
Hydrology Studio v 2.0.0.52
ADS System E
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
879.03
0.000
0.00
0.00
0.00
0.00
0.23
879.26
57.2
0.232 is
0.232
0.00
0.232
0.46
879.49
272
0.806 is
0.770
0.00
0.770
0.69
879.72
706
1.532 is
1.532
0.00
1.532
0.92
879.95
1,309
2.319 is
2.319
0.00
2.319
1.14
880.17
2,021
2.938 is
2.818
0.00
2.818
1.37
880.40
2,808
3.295 is
3.265
0.00
3.265
1.60
880.63
3,652
3.679 is
3.656
0.00
3.656
1.83
880.86
4,535
4.090 is
4.008
0.00
4.008
2.06
881.09
5,442
4.342 is
4.342
0.00
4.342
2.29
881.32
6,362
4.757 is
4.661
0.00
4.661
2.52
881.55
7,281
4.993 is
4.969
0.00
4.969
2.75
881.78
8,190
5.253 is
5.252
0.00
5.252
2.97
882.00
9,074
5.521 is
5.521
0.00
5.521
3.20
882.23
9,914
5.782 is
5.781
0.00
5.781
3.43
882.46
10,703
6.036 is
6.036
0.00
6.036
3.66
882.69
11,412
6.284 is
6.284
0.00
6.284
3.89
882.92
12,015
6.555 is
6.517
0.00
6.517
4.12
883.15
12,448
7.518 oc
6.669
0.748
7.417
4.35
883.38
12,662
9.887 oc
6.669
3.047
9.716
4.58
883.61
12,719
12.86 oc
6.612
6.212
12.82
Suffix key: is = inlet control, oc = outlet control, s = submerged weir -27-

Pond Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
ADS System E Pond Drawdown
Stage (ft)
v
m
N
O
O i
2
N
O .E
O ~
C
�m
r
0
1p
0
Lq
0
v
0
m
0
N
O N
E
C
O �
D
vi
v
O M
00 00 0 W r
Co 00 00
( W 00 W I(11) ^al3
-28-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
60" Bypass Line Hyd. No. 12
Hydrograph Type
= Junction
Peak Flow = 9.037 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 15,929 cuft
Inflow Hydrographs
= 10, 11
Total Contrib. Area
= 0.0 ac
10
9
M
7
6
5
Cr
4
3
2
I
QP = 9.04 ds
M
10 20 30 40 50 60 70
Time (min)
ADS System C — ADS System E — 60" Bypass Line
-29-

Hydrograph Report
Hydrology Studio v 2.0.0.52
Pond A
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 13
Hydrograph Type
= Pond Route
Peak Flow
= 5.926 cfs
Storm Frequency
= 1 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 14,211 cuft
Inflow Hydrograph
= 3 - Post - System A
Max. Elevation
= 878.24 ft
Pond Name
= Pond -A
Max. Storage
= 13,227 cuft
Pond Routing by Storage Indication Method
Center of mass detention time = 26 min
QP = 5.93 cfs
0 1 2 3 4
Time (hrs)
— Req'd Stor — Post - System A — Pond A
-30-

Pond Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Pond -A Stage -Storage
881
M
879
IV
878
U-1
877
876
875
0
User Defined Contours
Description Input
Stage I Storage
Table
Stage
Elevation
Contour Area
Incr. Storage
Total Storage
(ft)
(ft)
(sqft)
(cuft)
(cuft)
Bottom Elevation, ft 875.00
0.00
875.00
2,756
0.000
0.000
Voids 100.00
1.00
876.00
3,584
3,161
3,161
Volume Calc Conic
2.00
877.00
4,484
4,025
7,186
3.00
878.00
5,456
4,962
12,147
4.00
879.00
6,500
5,970
18,117
5.00
880.00
7,616
7,050
25,167
6.00
881.00
8,084
7,848
33,015
Stage -Storage
5000 10000 15000 20000 25000 30000
Total Storage (cuft)
—Contours — Top of Pond
-31-
5000
31-
6
5
4
LO
3 M
2
1
0

Pond Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Pond -A Stage -Discharge
0 1 2 3 4 5 6 7 8
Discharge (cfs)
—Top of Pond — Culvert — Orifice —Total Q
-32-
9
6
5
4
iv
3 O
2
Orifices
Culvert / Orifices
Culvert
Orifice Plate
V 2 3
Rise, in
48
12
Orifice Rise, in
Span, in
48
12
Orifice Span, in
No. Barrels
1
1
No. Orifices
Invert Elevation, ft
874.9
875.2
Invert Elevation, ft
Orifice Coefficient, Co
.6
.6
Height, ft
Length, ft
70
Orifice Coefficient, Co
Barrel Slope, %
.5
N -Value, n
0.013
Weirs
Weirs
Riser*
Ancillary
1 2 3
Shape / Type
Circular
Rectangular
Exfiltration, in/hr
Crest Elevation, ft
881
882
Tailwater Elevation, ft
Crest Length, ft
18.8
10
Angle, deg
Weir Coefficient, Cw
3.3
3.3
'Routes through Culvert.
Stage -Discharge
0 1 2 3 4 5 6 7 8
Discharge (cfs)
—Top of Pond — Culvert — Orifice —Total Q
-32-
9
6
5
4
iv
3 O
2

Pond Report
Hydrology Studio v 2.0.0.52
� � q
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Stage -Storage -Discharge Summary
Stage
(ft)
Elev.
(ft)
Storage
(cuft)
Culvert
(cfs)
Orifices, cfs
Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs)
1
2
3
1
2
3
0.00
875.00
0.000
0.00
0.00
0.00
0.00
0.00
1.00
876.00
3,161
2.136 is
2.052
0.00
0.00
2.052
2.00
877.00
7,186
4.430 is
4.311
0.00
0.00
4.311
3.00
878.00
12,147
5.723 is
5.722
0.00
0.00
5.722
4.00
879.00
18,117
6.984 oc
6.762
0.00
0.00
6.762
5.00
880.00
25,167
7.982 oc
7.673
0.00
0.00
7.673
6.00
881.00
33,015
8.681 cc
8.508
0.00
0.00
8.508
Suffix key: is = inlet control, oc = outlet control, s = submerged weir -33-

Pond Report Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Pond -A Pond Drawdown
-34-
Stage (ft)
i0 Ln v m N o
- Ln
i
-
E
L
0
�
E
1
a
I
E-
C
m
O
In
-
N
Q)
i=
H
C
N
vi
N
O
00
0
N
O cl)W r LD Ln
0000 00 Oro 00 OD 00
(11) Aa13
I
-34-

Hydrograph 10 -yr Summary
Hydrology Studio v 2.0.0.52
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cfs)
Time to
Peak
(hrs)
Hydrograph
Volume
(cuft)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cuft)
1
Rational
Predevelop 1
31.27
0.17
18,764
----
2
Rational
Predevelop 2
46.50
0.17
27,902
----
3
Rational
Post - System A
97.73
0.07
23,454
----
4
Rational
Post - System B
77.82
0.07
18,676
----
5
Rational
Post - System C
55.62
0.07
13,348
----
6
Rational
Post - System D-1
11.35
0.07
2,725
—
7
Rational
Post System D-2
13.08
0.07
3,139
--
8
Rational
Post - System E
49.26
0.07
11,822
----
9
Pond Route
ADS System B
10.67
0.13
18,673
4
889.60
16,007
10
Pond Route
ADS System C
5.787
0.13
13,342
5
886.57
11,565
11
Pond Route
ADS System E
5.806
0.13
11,821
8
882.36
10,006
12
Junction
60" Bypass Line
11.59
0.13
25,163
10, 11
13
Pond Route
Pond
7.201
0.13
22,815
3
879.52
21,331
-35-

Hydrograph Report
Hydrology Studio v 2.0.0.52
Predevelop 1
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 1
Hydrograph Type
= Rational
Peak Flow
= 31.27 cfs
Storm Frequency
= 10 -yr
Time to Peak
= 0.17 hrs
Time Interval
= 2 min
Runoff Volume
= 18,764 cuft
Drainage Area
= 18.09 ac
Runoff Coeff.
= 0.28
Tc Method
= TR55
Time of Conc. (Tc)
= 10.0 min
IDF Curve
= Tryon. idf
Intensity
= 6.1740 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
QP = 31.27 ds
5
35-
34
34-
33-
3332313029
32-
31-
30-
29-
28-
2827
27
-
26
I
I
—i--
25
—
24
23
-
22
21
20
- —
19
U 18
0 17-
16
5
15-
14-
141312
13-
12
-- -
1
11-
10-
108
8-
7-
6-
6
5
5
4
3
2-
-1
--i
1
0
0 1 2
3 4 5
6 7 8 9 10 11
12 13 14 15 16
17 18 19 20
Time (min)
-36-

Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Predevelop 2
06-08-2018
Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 46.50 cfs
Storm Frequency = 10 -yr Time to Peak = 0.17 hrs
Time Interval = 2 min Runoff Volume = 27,902 cuft
Drainage Area = 26.9 ac Runoff Coeff. = 0.28
Tc Method = TR55 Time of Conc. (Tc) = 10.0 min
OF Curve = Tryon. idf Intensity = 6.1740 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
QP = 46.50 cfs
52- 1 1 1 1 1 -
50 - -
48 1_ I
l
46 -
44
42 --
40 --I
38 - - 1
36 — - 1
34-
32-
30-
28-
/-b
4 32 3028 26
24-
22-
20-
18-
16-
14-
12-
10-
8-
6--
4-
2-
0-
4 22 201816 14 12 10 8 6 4 20- —�— --tom i
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (min)
-37-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Post - System A Hyd. No. 3
Hydrograph Type
= Rational
Peak Flow
= 97.73 cfs
Storm Frequency
= 10 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 23,454 cuft
Drainage Area
= 13.6 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon. idf
Intensity
= 7.5639 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
110
100
90
80
70
60
V
50
40
30
20
10
0
0
QP = 97.73 ds
1 2 3 4 5 6 7
Time (min)
-38-
8

Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Post - System B
06-08-2018
Hyd. No. 4
Hydrograph Type = Rational Peak Flow = 77.82 cfs
Storm Frequency = 10 -yr Time to Peak = 0.07 hrs
Time Interval = 2 min Runoff Volume = 18,676 cuft
Drainage Area = 12.86 ac Runoff Coeff. = 0.8
Tc Method = User Time of Conc. (Tc) = 4.0 min
OF Curare = Tryon.idf Intensity = 7.5639 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
QP = 77.82 cfs
85-
80-
75-
70-
65-
60-
55-
50-
45-
Cr
5 80 75 70 6560 50 45C7
40-
35-
25-
20-
is-
10 -
5
035 252015 105
01/
0 1 2 3 4 5 6 7 8
Time (min)
-39-

Hyd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Post - System C
06-08-2018
Hyd. No. 5
Hydrograph Type
Storm Frequency
Time Interval
Drainage Area
Tc Method
IDF Curve
Freq. Corr. Factor
= Rational
= 10 -yr
= 2 min
= 7.74 ac
= User
= Tryon. idf
= 1.00
Peak Flow = 55.62 cfs
Time to Peak = 0.07 hrs
Runoff Volume = 13,348 cuft
Runoff Coeff. = 0.95
Time of Conc. (Tc) = 4.0 min
Intensity = 7.5639 in/hr
Asc/Rec Limb Factors = 1/1
QP = 55.62 cfs
60
58-
856
56-
54-
54
52-
52
SO-
SO
48-
4846
46 -
44
44
-
�
42-
2
40-
40
38
38-
36-
3634
34
-
�—
v 32
d 30
28-
26-
824
24-
22-
22
20
20-
18-
1816
i
16
14-
4 12
12-
10-
10
8-
8
6-
642
4-
2--
-
0
0
0
1 2
3 4 5 6
7 8
Time (min)
-40-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Post - System D-1 Hyd. No. 6
Hydrograph Type
= Rational
Peak Flow
= 11.35 cfs
Storm Frequency
= 10 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 2,725 cuft
Drainage Area
= 1.58 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon. idf
Intensity
= 7.5639 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
QP = 11.35 cfs
13
12
11
10
9
8
CY
j
6
�
5-
2-
2
0
0 1
2
3 4 S 6
7 8
Time (min)
-41-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Post System D-2 Hyd. No. 7
Hydrograph Type = Rational Peak Flow = 13.08 cfs
Storm Frequency = 10 -yr Time to Peak = 0.07 hrs
Time Interval = 2 min Runoff Volume = 3,139 cuft
Drainage Area = 1.82 ac Runoff Coeff. = 0.95
Tc Method = User Time of Conc. (Tc) = 4.0 min
OF Curve = Tryon. idf Intensity = 7.5639 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
QP = 13.08 cfs
is-
14-
13-
12-
11-
10-
9-
8-
7-
6-
5-
4-
3 -
2]
51413121110987654 3 2
1
0 1 2 3 4 5 6
Time (min)
-42-
7 8

H yd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Post - System E
06-08-2018
Hyd. No. 8
Hydrograph Type = Rational Peak Flow = 49.26 cfs
Storm Frequency = 10 -yr Time to Peak = 0.07 hrs
Time Interval = 2 min Runoff Volume = 11,822 cuft
Drainage Area = 8.14 ac Runoff Coeff. = 0.8
Tc Method = User Time of Conc. (Tc) = 4.0 min
IDF Curve = Tryon.idf Intensity = 7.5639 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
QP = 49.26 cfs
56 _
54 � -
52 _
50 -
48 - —
46 - -
44
42
I
40-
38-
36-
34-
0 383634 ----------
32-
30-
28-
26-
24-
22-
20-
18-
16-
14-
12-
10-
8-
6-
4-
2-
0
32 30 26 24 222018 16 14 12 10 g 6420
0 1 2 3 4 5 6 7 8
Time (min)
-43-

Hydrograph Report
Hydrology Studio v 2.0.0.52
ADS System B
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 9
Hydrograph Type
= Pond Route
Peak Flow
= 10.67 cfs
Storm Frequency
= 10 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 18,673 cuft
Inflow Hydrograph
= 4 - Post - System B
Max. Elevation
= 889.60 ft
Pond Name
= System B
Max. Storage
= 16,007 cuft
Pond Routing 6y Storage Indication Method
Center of mass detention time = 23 min
85
80
75
70
65
60
55
50
u 45
CY
40
35
30
25
20
15
10
S
0
0
QP = 10.67 cfs
10 20 30 40 50 60 70 80
Time (min)
® Req'd Stor — Post - System B — ADS System B
-44-

Hydrograph Report
Hydrology Studio v 2.0.0.52
ADS System C
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 10
Hydrograph Type
= Pond Route
Peak Flow
= 5.787 cfs
Storm Frequency
= 10 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 13,342 cuft
Inflow Hydrograph
= 5 - Post - System C
Max. Elevation
= 886.57 ft
Pond Name
=ADS System C
Max. Storage
= 11,565 cuft
Pond Routing by Storage Indication Method
Center of mass detention time = 23 min
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
0
QP = 5.79 cfs
10 20 30 40 50 60 70 80 90
Time (min)
Req'd Stor — Post - System C — ADS System C
-45-

Hydrograph Report
Hydrology Studio v 2.0.0.52
ADS System E
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 11
Hydrograph Type
= Pond Route
Peak Flow
= 5.806 cfs
Storm Frequency
= 10 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 11,821 cuft
Inflow Hydrograph
= 8 - Post - System E
Max. Elevation
= 882.36 ft
Pond Name
= ADS System E
Max. Storage
= 10,006 cuft
Pond Routing 6y Storage Indication Method
Center of mass detention time = 19 min
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
a
26
24
22
20
18
16
14
12
10
8
6
4
2
0
0
QP = 5.81 cfs
10 20 30 40 50 60 70 80
Time (min)
— Req'd Stor — Post - System E — ADS System E
-46-
10
46-

Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
60" Bypass Line Hyd. No. 12
Hydrograph Type
= Junction
Peak Flow = 11.59 cfs
Storm Frequency
= 10 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 25,163 cuft
Inflow Hydrographs
= 10, 11
Total Contrib. Area
= 0.0 ac
13
12
11
10
9
8
7
a
6
5
4
3
2
1
0
0
QP = 11.59 cfs
10 20 30 40 50 60 70 80
Time (min)
— ADS System C — ADS System E — 60" Bypass Line
-47-

Hydrograph Report
Hydrology Studio v 2.0.0.52
Pond A
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 13
Hydrograph Type
= Pond Route
Peak Flow
= 7.201 cfs
Storm Frequency
= 10 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 22,815 cuft
Inflow Hydrograph
= 3 - Post - System A
Max. Elevation
= 879.52 ft
Pond Name
= Pond -A
Max. Storage
= 21,331 cuft
Pond Routing by Storage Indication Method
Center of mass detention time= 32 min
110
100
90
80
70
r 60
50
40
30
20
Qp=7.20 ds
0
1 2 3 4
Time (hrs)
Req'd Stor — Post - System A — Pond A
-48-

Hydrograph 25 -yr Summary
Hydrology Studio v 2.0.0.52
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cfs)
Time to
Peak
(hrs)
Hydrograph
Volume
(cuft)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cuft)
1
Rational
Predevelop 1
35.80
0.17
21,481
---
2
Rational
Predevelop 2
53.24
0.17
31,942
----
3
Rational
Post - System A
111.6
0.07
26,787
----
4
Rational
Post - System B
88.87
0.07
21,330
----
5
Rational
Post - System C
63.52
0.07
15,245
----
6
Rational
Post - System D-1
12.97
0.07
3,112
----
7
Rational
Post System D-2
14.94
0.07
3,585
----
8
Rational
Post - System E
56.25
0.07
13,501
----
9
Pond Route
ADS System B
17.10
0.13
21,326
4
890.32
17,552
10
Pond Route
ADS System C
6.690
0.13
15,238
5
887.53
13,299
11
Pond Route
ADS System E
6.328
0.13
13,501
8
882.89
11,549
12
Junction
60" Bypass Line
13.02
0.13
28,739
10, 11
13
Pond Route
Pond
7.608
0.13
26,147
3
879.97
24,503
-49-

Hyd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Predevelop 1
06-08-2018
Hyd. No. 1
Hydrograph Type = Rational Peak Flow = 35.80 cfs
Storm Frequency = 25 -yr Time to Peak = 0.17 hrs
Time Interval = 2 min Runoff Volume = 21,481 cuft
Drainage Area = 18.09 ac Runoff Coeff. = 0.28
Tc Method = TR55 Time of Conc. (Tc) = 10.0 min
IDF Curve = Tryon. idf Intensity = 7.0681 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
Qp = 35.80 ds
40-
36-
34-
32-
30-
28-
26-
24-
0 3634 323028 2624 I
1117
22-
0
2 0 20 !
18
i
16-
14-
12-
10-
8-
6-
4-
2-
0
6 14 121086420
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (min)
-50-

Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Predevelop 2
06-08-2018
Hyd. No. 2
Hydrograph Type = Rational Peak Flow = 53.24 cfs
Storm Frequency = 25 -yr Time to Peak = 0.17 hrs
Time Interval = 2 min Runoff Volume = 31,942 cuft
Drainage Area = 26.9 ac Runoff Coeff. = 0.28
Tc Method = TR55 Time of Conc. (Tc) = 10.0 min
IDF Curve = Tryon. idf Intensity = 7.0681 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
Qp = 53.24 cfs
S8- +4L
56 _
-i
S4-
S2-
50-
48-
46-
44-
42-
40 -
38
4 5250 48 46 44 4240 38
36
_.�
34
32 I
Cr30
28 _
26
24-
22
4 22 - — - -�
20-
18-
16-
14-
0 -
18 -
16 -
14 I -
12-
10-
8
210 8
6-
42 4-
2-
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 .17 18 19 20
Time (min)
-51-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Post - System A Hyd. No. 3
Hydrograph Type
= Rational
Peak Flow
= 111.6 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 26,787 cuft
Drainage Area
= 13.6 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon. idf
Intensity
= 8.6387 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
12
11
10
9
8
7
N
U
6
5
4
3
2
1
QP = 111.61 cfs
0 1 2 3 4 5 6 7 8
Time (min)
-52-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Post - System B Hyd. No. 4
Hydrograph Type
= Rational
Peak Flow
= 88.87 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 21,330 cuft
Drainage Area
= 12.86 ac
Runoff Coeff.
= 0.8
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
OF Curve
= Tryon. idf
Intensity
= 8.6387 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
QP = 88.87 cfs
100-
009080706050403020100
90-
80-
70-
60-
So-
40-
30-
20-
10-
0 -
0
1 2 3 4
5 6
7 8
Time (min)
-53-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Post - System C Hyd. No. 5
Hydrograph Type
= Rational
Peak Flow
= 63.52 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 15,245 cuft
Drainage Area
= 7.74 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon. idf
Intensity
= 8.6387 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
70
65
60
55
50
45
40
C7 35-
30-
25-
20-
is-
10-
5-
0 -
0
53025201510500
QP = 63.52 cfs
1 2 3 4 5 6 7 8
Time (min)
-54-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
Post - System D-1 Hyd. No. 6
Hydrograph Type
= Rational
Peak Flow
= 12.97 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 3,112 cuft
Drainage Area
= 1.58 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon.idf
Intensity
= 8.6387 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
14
13
12
11
10
7
0
i
Ui
0
QP = 12.97 cfs
i 2 3 4
Time (min)
-55-
--1 I —1 __..... i --- ---- e ---- —m
5 6 7
-"1
8

Hydrograph Report
Hydrology Studio v 2.0.0.52
Post System D-2
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 7
Hydrograph Type
= Rational
Peak Flow
= 14.94 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.07 hrs
Time Interval
= 2 min
Runoff Volume
= 3,585 cuft
Drainage Area
= 1.82 ac
Runoff Coeff.
= 0.95
Tc Method
= User
Time of Conc. (Tc)
= 4.0 min
IDF Curve
= Tryon. idf
Intensity
= 8.6387 in/hr
Freq. Corr. Factor
= 1.00
Asc/Rec Limb Factors = 1/1
0
QP = 14.94 cfs
0 1 2 3 4 5 6 7 8
Time (min)
-56-

Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52
Post - System E
06-08-2018
Hyd. No. 8
Hydrograph Type = Rational Peak Flow = 56.25 cfs
Storm Frequency = 25 -yr Time to Peak = 0.07 hrs
Time Interval = 2 min Runoff Volume = 13,501 cuft
Drainage Area = 8.14 ac Runoff Coeff. = 0.8
Tc Method = User Time of Conc. (Tc) = 4.0 min
OF Curve = Tryon.idf Intensity = 8.6387 in/hr
Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1
Qp = 56.25 cfs
64-
62
4 62 -- I --- - - 60-
58-
56-
54-
52-
50-
0 58 56 5450 --
48-
46-
44-
42-
40-
38-
36
8 464442403836
34-
32-
30-
28-
26-
24-
22-
20-
18-
16-
14-
12-
10-
8-
432 3028 26 2422 20 18 16 14 12 108 --
6-
4--
2-
0.1 4 -
20
0 1 2 3 4 5 6 7 8
Time (min)
-57-

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
ADS System B Hyd. No. 9
Hydrograph Type
= Pond Route
Peak Flow
= 17.10 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 21,326 cuft
Inflow Hydrograph
= 4 - Post - System B
Max. Elevation
= 890.32 ft
Pond Name
= System B
Max. Storage
= 17,552 cuft
Pond Routing by Storage Indication Method
Center of mass detention time = 22 min
100
90
80
70
60
Cr
40
30
20
10
0
0
QP = 17.10 cfs
10 20 30 40 50 60
Time (min)
--Req'd Stor — Post - System B — ADS System B
-58-
70 80

Hydrograph Report
Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
ADS System C Hyd. No. 10
Hydrograph Type
= Pond Route
Peak Flow
= 6.690 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 15,238 cuft
Inflow Hydrograph
= 5 - Post - System C
Max. Elevation
= 887.53 ft
Pond Name
= ADS System C
Max. Storage
= 13,299 cuft
Pond Routing by Storage Indication Method
Center of mass detention time = 24 min
70
65
60
55
50
45
40
C7 35
30
25
20
15
10
QP = 6.69 cfs
C
10 20 30 40 50 60 70 80 90
Time (min)
Req'd Stor — Post - System C — ADS System C
-59-

Hydrograph Report
Hydrology Studio v 2.0.0.52
ADS System E
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 11
Hydrograph Type
= Pond Route
Peak Flow
= 6.328 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 13,501 cuft
Inflow Hydrograph
= 8 - Post - System E
Max. Elevation
= 882.89 ft
Pond Name
=ADS System E
Max. Storage
= 11,549 cuft
Pond Routing by Storage Indication Method
Center of mass detention time = 21 min
Cr
QP = 6.33 cfs
0 10 20 30 40 50 60 70 80
Time (min)
—Req'd Stor — Post - System E — ADS System E
-60-

Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION
Hydrology Studio v 2.0.0.52 06-08-2018
60" Bypass Line Hyd. No. 12
Hydrograph Type
Storm Frequency
Time Interval
Inflow Hydrographs
= Junction
= 25 -yr
= 2 min
= 10, 11
Peak Flow
Time to Peak
Hydrograph Volume
Total Contrib. Area
= 13.02 cfs
= 0.13 hrs
= 28,739 cuft
= 0.0 ac
QP = 13.02 cfs
14-
413121110987
13-
12-
11-
10-
9-
8-
7
0
6-
5-
54321
4-
3-
2-
1
0
. . .
... I . . . . W. .
0 10
20
30 40
SO 60
70 80
Time (min)
—
ADS System C — ADS System E —
60" Bypass Line

Hydrograph Report
Hydrology Studio v 2.0.0.52
Pond A
Project Name: TIEC-COVERED ARENA EXPANSION
06-08-2018
Hyd. No. 13
Hydrograph Type
= Pond Route
Peak Flow
= 7.608 cfs
Storm Frequency
= 25 -yr
Time to Peak
= 0.13 hrs
Time Interval
= 2 min
Hydrograph Volume
= 26,147 cuft
Inflow Hydrograph
= 3 - Post - System A
Max. Elevation
= 879.97 ft
Pond Name
= Pond -A
Max. Storage
= 24,503 cuft
Pond Routing by Storage Indication Method
Center of mass detention time = 34 min
QP = 7.61 ds
120
I
- --
---
-- -
110 -
j
100
--
{
—
90
—
- —i
80
i
-----
70
C7 60-
05040
50-
40-
30
30-
20
20-
10-
0
0
0
1 2
3
I'1'I�TI'!�
4
Time (hrs)
— Req'd Stor — Post - System A
— Pond A
-62-

OF Report
Hvdroloqv Studio v 2.0.0.52
OF filename: Tryon.idf
06-08-2018
Equation
Intensity = B / (Tc + D)^E (in/hr)
Coefficients
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
Cf
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
B
58.8876
76.3385
0.0000
72.7538
73.9435
67.8898
62.8701
57.9421
D
12.3000
13.3000
0.0000
12.5000
12.3000
11.1000
10.2000
9.0000
E
0.8802
0.8929
0.0000
0.8298
0.7998
0.7419
0.6975
0.6549
Minimum IC = b minutes
Tc
Intensity Values (in/hr)
(min)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
Cf
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
5
4.79
5.70
0
6.77
7.56
8.64
9.42
10.29
10
3.83
4.59
0
5.49
6.17
7.07
7.73
8.42
15
3.21
3.86
0
4.65
5.25
6.04
6.62
7.23
20
2.76
3.34
0
4.05
4.59
5.30
5.84
6.39
25
2.44
2.95
0
3.59
4.09
4.75
5.24
5.75
30
2.18
2.64
0
3.24
3.70
4.31
4.78
5.26
35
1.98
2.39
0
2.95
3.38
3.96
4.40
4.86
40
1.81
2.19
0
2.72
3.12
3.67
4.09
4.53
45
1.67
2.02
0
2.52
2.90
3.42
3.83
4.25
50
1.55
1.88
0
2.35
2.71
3.21
3.61
4.01
55
1.45
1.76
0
2.21
2.55
3.03
3.41
3.80
60
1.36
1.65
0
2.08
2.41
2.87
3.24
3.62
Cf = Correction Factor applied to Rational Method runoff coefficient
10-
9-
8--
7
0 98 -7 _
C
Y
6
C
v
5-
4-
3-
2-
1
4321 i r r--0 5 10
15 20 25 30 35 40 45 50 S5 60
Time (min)
-63-
- 1 00y
- 50yr
- 25yr
- 10yr
- 5yr
2yr
1yr

Precipitation Report
Hydrology Studio v 2.0.0.52
Precipitation filename: Tryon CA Precip.pcp
Active 1 -yr 2 -yr
3 -yr
Active
V
5 -yr
NRCS Storms
> NRCS Dimensionless Storms
50 -yr
SCS 6hr
1.20 1.50
0
Type I, 24 -hr
0 0
0
Type IA, 24 -hr
0 0
0
Type II, 24 -hr
1.82 2.28
0
Type II FL, 24 -hr
i
0 0
0
Type III, 24 -hr
0 0
0
Synthetic Storms
> IDF-Based Synthetic Storms
0
1 -hr
1.36 1.65
0
2-hr1.60
1.93
0
3 -hr
1.72 2.08
0
6 -hr
V 1.93 2.31
0
12 -hr
2.13 2.53
0
24 -hr
I
2.33 2.75
0
Huff Distribution
> 1st Quartile (0 to 6 hrs)
2.52
j 1 -hr
0.76 0.98
0
2 -hr
0.89 1.14
0
3 -hr
0.98 1.24
0
j 6 -hr
1.20 1.50
0
Huff Distribution
i
> 2nd Quartile (>6 to 12 hrs)
3.66
8 -hr
0 0
0
I
j 12 -hr
0 0
0
I
Huff Distribution
> 3rd Quartile (>12 to 24 hrs)
11.83
18 -hr
i
0 0
0
24 -hr
0 0
0
Custom Storms
> Custom Storm Distributions
2.60
My Custom Storm 1
0 0
0
My Custom Storm 2
0 0
0
My Custom Storm 3
0 0
0
My Custom Storm 4
0 0
0
My Custom Storm 5
0 0
0
My Custom Storm 6
0 0
0
My Custom Storm 7
0 0
0
i
My Custom Storm 8
0 0
0
My Custom Storm 9
0 0
0
My Custom Storm 10
0 0
0
0
0
-64-
Precipitation filename: Tryon CA Precip.pcp
06-08-2018
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
V
V
1.86
2.18
2.64
3.01
3.41
0
0
0
0
0
0
0
0
0
0
2.85
3.31
3.94
4.43
4.94
0
0
0
0
0
0
0
0
0
0
2.08
2.41
2.87
3.24
3.62
2.52
2.97
3.65
4.21
4.81
2.77
3.31
4.13
4.85
5.61
3.21
3.90
5.05
6.10
7.24
3.66
4.54
6.11
7.59
9.28
4.15
5.25
7.35
9.41
11.83
1.33
1.61
2.01
2.34
2.69
1.50
1.80
2.24
2.60
2.99
1.59
1.90
2.33
2.68
3.07
1.86
2.18
2.64
3.01
3.41
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0