SW1240701_Design Calculations_20240913

STORM WATER MANAGEMENT REPORT FOR:
New Sheetz Store
Asheville Airport
New Airport Road
Fletcher, NC 28732
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July 9, 2024
LE&D PROFESSIONALS, PC
River Run Executive Offices
Suite B
110 Exchange Street
Danville,VA 24541
Office: [phone]
Fax: [phone]
LE&D Project No.23-034-Boll

Table of Contents
Discussion .3
Calculations:
Runoff Summary .4
Pre- &Post Hydrology 5
BMP & Underground Detention System 6-10
Storm Pipe System ..11-12
Appendix
Quad Map A
Drainage Area Maps B
Rainfall Data C
SWM Calculations (HydroCAD) D
Soil Map and Report E
NC DEQ Storm-EZ Form F

NEW SHEETZ STORE 7/9/2024
ASHEVILLE AIRPORT
FLETCHER,NC 28732
PURPOSE: Analyze the storm water runoff for the proposed Sheetz store and associated airport
parking lot at the Asheville Airport in Fletcher,NC. The project consists of erosion
control measures, grading,utility installation,building/canopy construction,BMP
construction,paving, and re-stabilization of all disturbed areas.
SITE DATA: The 11.49-acre site(9.63 acre disturbed) is located at the southeast side of the
intersection of New Airport Road(Route 280) and Airport Park Road. The site has
flat to moderate slopes and drains generally to the south to an existing storm sewer
system and an existing creek to the southeast and to an existing pond to the west.The
pre-developed site consists of mostly wooded areas and an existing parking lot.
Properties adjacent to the site are existing hotel and industrial facility to the east.
Airport Park Road is adjacent to the north,New Airport Road to the west,and Fanning
Bridge Road to the south.
PROCEDURE: Stormwater runoff was determined for pre-and post-development conditions for the
site by the Curve Number Method(TR-55). Channel protection will be met per
North Carolina Erosion and Sediment Control Planning and Design Manual. The
NCDEQ Storm-EZ Form was used to determine required water quality treatment
volume for the developed conditions runoff. An underground manufactured device
will provide stormwater quality treatment for the proposed development.
An underground detention system will be designed using the rational method and
inlet/outlet control hydraulics for water quantity requirements.
PROPOSED DEVELOPMENT&FINAL SITE CONDITIONS: The proposed development will
consist of the construction of a new gas station/convenience store, canopy,
underground storage tanks, drive-thru, dumpster enclosure, corresponding airport
parking lot expansion and underground fueling tank with new utilities and paved
access. Stormwater management will include construction of an underground
detention system to treat the stormwater runoff. The stormwater management
facilities will be maintained according to a proposed long-term maintenance
agreement which includes operation,maintenance& inspection procedures.

1.13&11 Professionals,PC
RUNOFF SUMMARY CALCULATIONS
Designer: Ryan Gatewood,PE Date: 7/9/2024 Project Number: 23-034-B011
Project Title: NEW SHEETZ STORE-ASHEVILLE AIRPORT
Pre-Developed
SWALE EX. POND 24"CULVERT
Storm Flowrate Flowrate Flowrate
1 YR 0.28 cfs 12.17 cfs 0.09 cfs
2 YR 0.99 cfs 16.42 cfs 0.38 cfs
10 YR 4.02 cfs 27.46 cfs 1.70 cfs
Post-Developed
SWALE EX.POND 24"CULVERT
Storm Inflow Detention Outflow Elevations Total Drainage Area Outflow Flowrate Flowrate
1 YR 13.06 cfs 0.10 cfs 2102.90 feet 0.26 cfs 11.30 cfs 0.12 cfs
2 YR 16.08 cfs 0.40 cfs 2103.11 feet 0.57 cfs 14.39 cfs 0.25 cfs
10 YR 23.57 cfs 2.56 cfs 2103.761feet 3.88 cfs 26.96 cfs 0.65 cfs
100 YR 35.51 cfs 20.27 cfs 2105.23 feet 24.48 cfs 45.31 cfs 1.46 cfs
Refer to Appendix"C"for NDAA Rainfall Data.
Refer to Appendix"D"for peak flow rates,elevations,and ponding stage/storage/discharge.

1.E&11 Professionals,PC
HYDROLOGY CALCULATIONS
Designer: Ryan Gatewood,PE Date: 4/26/2024 Project Number: 23-034-B011
Project Title: NEW SHEETZ STORE-ASHEVILLE AIRPORT
Pre-Developed
DISTURBED AREA SWALE EX.POND 24"CULVERT
Drainage Area[acres] Drainage Area [acres] Drainage Area [acres] Drainage Area [acres]
Forest 5.20 Forest 3.15 Forest 0.16 Forest 1.55
Grass 1.54 Grass 0.36 Grass 1.95 Grass 0.14
Impervious 2.89 Impervious 0.00 Impervious 2.89 Impervious 0.00
Post-Developed
DISTURBED AREA SWALE EX.POND 24"CULVERT
Drainage Area[acres] Drainage Area [acres] Drainage Area [acres] Drainage Area [acres]
Forest 0 Forest 0.79 Forest 0.04 Forest 0.00
Grass 3.88 Grass 1.14 Grass 2.22 Grass 0.27
Impervious 5.75 Impervious 3.45 Impervious 2.80 Impervious 0.00
Note: Underground Storage System includes additional impervious capacity(0.59 acres)for future development.
Refer to Appendix"D"for Tc,Runoff Curve Numbers,Hydrographs,and Peak Flows.

PROJECT INFORMATION
•
ENGINEERED PRODUCT //ADS
El .•5r • ❑
MANAGER _ •
SiteAssist
ADS SALES REP FOR STORMTECH .•• �. 0
//ADS/ INSTALLATION INSTRUCTIONS in
Advanced Drainage Systems, Inc. VISIT OUR APP •
PROJECT NO. gY
N EW SHEETZ STORE - AVL
FLETCHER, NC, USA
MC-3500 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM
1. CHAMBERS SHALL BE STORMTECH MC-3500. 1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A
PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN,IMPACT-MODIFIED POLYPROPYLENE 2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
COPOLYMERS.
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.
3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED STORMTECH RECOMMENDS 3 BACKFILL METHODS:
WALL STORMWATER COLLECTION CHAMBERS"CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. • STONESHOOTER LOCATED OFF THE CHAMBER BED.
• BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.
IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.
4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. THE STRUCTURAL DESIGN OF THE CHAMBERS,THE STRUCTURAL BACKFILL,AND THE INSTALLATION REQUIREMENTS SHALL ENSURE
THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR: 1) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.
LONG-DURATION DEAD LOADS AND 2)SHORT-DURATION LIVE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION
FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. MAINTAIN MINIMUM-6"(150 mm)SPACING BETWEEN THE CHAMBER ROWS.
6. CHAMBERS SHALL BE DESIGNED,TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12"(300 mm)INTO CHAMBER END CAPS.
"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN,CRUSHED,ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF#3
LOAD CONFIGURATIONS SHALL INCLUDE:1)INSTANTANEOUS(<1 MIN)AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) OR#4.
MAXIMUM PERMANENT(75-YR)COVER LOAD AND 3)ALLOWABLE COVER WITH PARKED(1-WEEK) AASHTO DESIGN TRUCK.
7. REQUIREMENTS FOR HANDLING AND INSTALLATION: 9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING 10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN
STACKING LUGS. ENGINEER.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL,THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS
THAN 3". 11. ADS RECOMMENDS THE USE OF"FLEXSTORM CATCH IT"INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE
• TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL BE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
GREATER THAN OR EQUAL TO 450 LBS/FT/%.THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418.AND b)TO RESIST CHAMBER
DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73°F/23°C),CHAMBERS SHALL BE PRODUCED NOTES FOR CONSTRUCTION EQUIPMENT
FROM REFLECTIVE GOLD OR YELLOW COLORS.
1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED.UPON REQUEST BY THE SITE DESIGN
ENGINEER OR OWNER,THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE 2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:
DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.
• THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE
• THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR WITH THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
DEAD LOAD AND 1.75 FOR LIVE LOAD,THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE"STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.
• THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN 3. FULL 36"(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.
EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE
9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. BACKFILL METHOD.ANY CHAMBERS DAMAGED BY USING THE"DUMP AND PUSH"METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD
WARRANTY.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.
©2024 ADS,INC.

PROPOSED LAYOUT PROPOSED ELEVATIONS: *INVERT ABOVE BASE OF CHAMBER I ITEM ON 2
267 STORMTECH MC-3500 CHAMBERS MAXIMUM ALLOWABLE GRADE(TOP OF PAVEMENT/UNPAVED): 2112.73 PART TYPE LAYOUT DESCRIPTION INVERT* MAX FLOW J
12 STORMTECH MC-3500 END CAPS MINIMUM ALLOWABLE GRADE(UNPAVED WITH TRAFFIC): 2106.73
12 STONE ABOVE(in) MINIMUM ALLOWABLE GRADE(UNPAVED NO TRAFFIC): 2106.23 PREFABRICATED END CAP A 24"BOTTOM CORED END CAP,PART#:MC3500IEPP24BC/TYP OF ALL 24"BOTTOM 2.06" Q Q H
CONNECTIONS AND ISOLATOR PLUS ROWS , ",
9 STONE BELOW(in) MINIMUM ALLOWABLE GRADE(TOP OF RIGID CONCRETE PAVEMENT): 2106.23 0 Z r
18"BOTTOM CORED END CAP,PART#:MC3500IEPP18BC/TYP OF ALL 18"BOTTOM
40 STONE VOID MINIMUM ALLOWABLE GRADE(BASE OF FLEXIBLE PAVEMENT): 2106.23 PREFABRICATED END CAP B 1.77" W < I a
INSTALLED SYSTEM VOLUME(CF) TOP OF STONE: _ 2105.73 CONNECTIONS z w o
(PERIMETER STONE INCLUDED) TOP OF MC-3500 CHAMBER: 21045.73 PREFABRICATED END CAP C 24"TOP CORED END CAP,PART#:MC3500IEPP24TC/TYP OF ALL 24"TOP CONNECTIONS 14.48" Q ? U s
49642 (COVER STONE INCLUDED) 24"x 24"TOP MANIFOLD INVERT: 2102.19 FLAMP D INSTALL FLAMP ON 24"ACCESS PIPE/PART#:MCFLAMP(TYP 2 PLACES) I— - a w
(BASE STONE INCLUDED) 24"x 24"BOTTOM MANIFOLD INVERT: 2101.15 MANIFOLD E 24"x 24"BOTTOM MANIFOLD,ADS N-12 2.06" v o 0 o
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14509 SYSTEM AREA(SF) 24"ISOLATOR ROW PLUS INVERT: 2101.15 MANIFOLD F 18"x 18"BOTTOM MANIFOLD,ADS N-12 1.77" N w
769.9 SYSTEM PERIMETER(ft) 24"ISOLATOR ROW PLUS INVERT: 2101.15 MANIFOLD G 24"x 24"TOP MANIFOLD,ADS N-12 14.48" F— = H
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18"x 18"BOTTOM MANIFOLD INVERT: 2101.13 PIPE CONNECTION H 18"BOTTOM CONNECTION 1.77" W w a
18"BOTTOM CONNECTION INVERT: 2101.13 CONCRETE STRUCTURE I OCS(DESIGN BY ENGINEER/PROVIDED BY OTHERS) 8.0 CFS OUT I
BOTTOM OF MC-3500 CHAMBER: _ 2100.98 CONCRETE STRUCTURE J (DESIGN BY ENGINEER/PROVIDED BY OTHERS) 17.0 CFS IN _ U) Z
UNDERDRAIN INVERT: _ 2100.23 CONCRETE STRUCTURE > #t o
BOTTOM OF STONE: 2100.23 WEIR K (DESIGN BY ENGINEER/PROVIDED BY OTHERS) 35.8 CFS IN > F
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PLACE MINIMUM 17.50'OF ADSPLUS125 WOVEN GEOTEXTILE OVER BEDDING MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER.SEE TECH NOTE#6.32 FOR MANIFOLD SIZING GUIDANCE. z J
STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS,IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD a
COMPONENTS IN THE FIELD. of cc z
CHAMBER INLET ROWS • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. o
• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR I S
DETERMINING BED LIMITS SHEET
THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS.THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS
PROVIDED.
• NOT FOR CONSTRUCTION:THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT&THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2 OF 5

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ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS >
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AASHTO MATERIAL I Z
MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT w Q i o z
CLASSIFICATIONS co z W
FINAL FILL:FILL MATERIAL FOR LAYER'D'STARTS FROM THE TOP OF THE'C' H
LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIL/ROCK MATERIALS,NATIVE SOILS,OR PER ENGINEER'S PLANS. PREPARE PER SITE DESIGN ENGINEER'S PLANS.PAVED z < U o
D GRADE ABOVE.NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND N w
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PREPARATION REQUIREMENTS. F- = au
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AASHTO M1451 _ E2
INITIAL FILL:FILL MATERIAL FOR LAYER'C'STARTS FROM THE TOP OF THE GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES,<35%FINES OR A-1,A-2-4,A-3 BEGIN COMPACTIONS AFTER 24"(600 mm)OF MATERIAL OVER U Z
EMBEDMENT STONE('B'LAYER)TO 24"(600 mm)ABOVE THE TOP OF THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED.COMPACT ADDITIONAL LAYERS IN #t g
C OR 12"(300 mm)MAX LIFTS TO A MIN.95%PROCTOR DENSITY FOR > H °
CHAMBER.NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE'C' MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95%RELATIVE DENSITY FOR W w 1
LAYER. LAYER. AASHTO M431 PROCESSED AGGREGATE MATERIALS. Z r di p w
3,357,4,467,5,56,57,6,67,68,7,78,8,89,9, 10 a a 5
B EMBEDMENT STONE:FILL SURROUNDING THE CHAMBERS FROM THE CLEAN,CRUSHED,ANGULAR STONE AASHTO M431 g
FOUNDATION STONE('A'LAYER)TO THE'C'LAYER ABOVE. OR RECYCLED CONCRETES 3,357,4,467,5,56,57 NO COMPACTION REQUIRED.
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THE FOOT(BOTTOM)OF THE CHAMBER. OR RECYCLED CONCRETES 3,357,4,467,5,56,57 a a-
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1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED,ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR#4 STONE WOULD STATE:"CLEAN,CRUSHED,ANGULAR NO.4(AASHTO M43)STONE". o =3
2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR'A'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9"(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 1-ce
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3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT.FOR SPECIAL LOAD DESIGNS,CONTACT STORMTECH FOR a
COMPACTION REQUIREMENTS. Z z
4. ONCE LAYER'C'IS PLACED,ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D'UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C'OR'D'AT THE SITE DESIGN ENGINEER'S DISCRETION. S o
5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A'OR'B'THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20"RECYCLED CONCRETE STRUCTURAL BACKFILL". Y U a
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END CAP SUBGRADE SOILS (150 mm)MIN 77"(1950 mm) 12"(300 mm)MIN a
(SEE NOTE 3) >N o s
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1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS"CHAMBER CLASSIFICATION 45x76 ix 5 5
DESIGNATION SS. v o a a
2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". v=- a o
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3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION a c)
FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 5 5
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4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. a o
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5. REQUIREMENTS FOR HANDLING AND INSTALLATION: z
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• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING,CHAMBERS SHALL HAVE INTEGRAL,INTERLOCKING STACKING LUGS.
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• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL,THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". =5
• TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION,a)THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%.THE ASC IS DEFINED IN SECTION 6.2.8 OF
ASTM F2418.AND b)TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES(ABOVE 73°F/23°C),CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW SHEET
COLORS. 3 OF 5

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INSTALL FLAMP ON 24"(600 mm)ACCESS PIPE —IF
PART#:MCFLAMP > j
COVER PIPE CONNECTION TO END CAP WITH ADS Q Q Lu
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8.25'(2.51 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 2 w 8
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STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT = .(79A
A. INSPECTION PORTS(IF PRESENT) w w 2
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN 5 N o
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED ® p o
A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG = Z a
A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) v E • O
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CD 2B. ALL ISOLATOR PLUS ROWS n o a
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i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY L -0 cN.'I z o
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE 0 E S
B.3. IF SEDIMENT IS AT,OR ABOVE,3"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. 40 a5 28 0 0
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STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS _ W
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B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN a
C. VACUUM STRUCTURE SUMP AS REQUIRED o(0 z w
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UNDERDRAIN DETAIL MC-3500 TECHNICAL SPECIFICATION _1 1
NTS NTS
STORMTECH STORMTECH VALLEY 86.0"(2184 mm) Q Q H
CHAMBERS STORMTECH CHAMBER .�0��� 0211P� CREST r
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NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER SIZE(W X H X INSTALLED LENGTH) 77.0"X 45.0"X 86.0" (1956 mm X 1143 mm X 2184 mm) �� '' a
4"(100 mm)TYP FOR SC-310&SC-160LP SYSTEMS SECTION B-B CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m') It
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6"(150 mm)TYP FOR SC-740,SC-800,DC-780,MC-3500,MC-4500&MC-7200 SYSTEMS MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m') 1 Q o
WEIGHT 134 lbs. (60.8 kg) O I o a
NOMINAL END CAP SPECIFICATIONS E
MC-SERIES END CAP INSERTION DETAIL SIZE(W X H X INSTALLED LENGTH) 75.0"X 45.0"X 22.2" (1905 mm X 1143 mm X 564 mm) (653 mm) o w Ed
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NTS END CAP STORAGE 14.9 CUBIC FEET (0.42 m') v
MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m') o o W
WEIGHT 49 lbs. (22.2 kg) F o o
STORMTECH END CAP g N L
*ASSUMES 12"(305 mm)STONE ABOVE,9"(229 mm)STONE FOUNDATION,6"SPACING BETWEEN �I' ® 0 H 8
12"(300 mm) CHAMBERS,6"(152 mm)STONE PERIMETER IN FRONT OF END CAPS AND 40%STONE POROSITY 1111111111111y
= (%. Zoli v E oMIN SEPARATION N Iw oSTUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH"B" `� o a
12"(300 mm)MIN INSERTION STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH"T" B I F (n v
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MC3500IEPPO8T 31.16"(791 mm) o
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z MANIFOLD HEADERMC3500IEPP15T 23.39"(594 mm) CUSTOM PRECOREDINVERTSARE 0I15"(375 mm) d a7
I MANIFOLD STUB MC3500IEPP15B 1.50"(38 mm) AVAILABLE UPON REQUEST. v J o o��I INVENTORIEDMANIFOLDSINCLUDE —CO MC35001EPP18TC v= w1 1 ��� MC3500IEPP18TW
20.03"(509 mm) 12-24"(300-600 mm)SIZE ON SIZE w°
18"(450 mm) AND 15-48"(375-1200 mm) z
MC3500IEPP18BC 1.77"(45 mm) ECCENTRIC MANIFOLDS.CUSTOM 8 8
12"(300 mm MC3500IEPP18BW INVERT LOCATIONS ON THE MC-3500 I-
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MIN SEPARATION MC3500IEPP24TC END CAP CUT IN THE FIELD ARE NOT
MIN INSERTION 14.48"(368 mm) --- 0
MC3500IEPP24TW RECOMMENDED FOR PIPE SIZES 8 m
24"(600 mm) GREATER THAN 10"(250 mm).THE 0
MC3500IEPP24BC o 0
MC3500IEPP24BW --- 2.06"(52 mm) INVERT LOCATION IN COLUMN'B' 0,8
ARE THE HIGHEST POSSIBLE FOR 1 0
NOTE:MANIFOLD STUB MUST BE LAID HORIZONTAL MC3500IEPP3OBC 30"(750 mm) --- 2.75"(70 mm) THE PIPE SIZE. SHEET
FOR A PROPER FIT IN END CAP OPENING.
NOTE:ALL DIMENSIONS ARE NOMINAL
5OF5

NEW SHEETZ STORE-ASHEVILLE,NC(AIRPORT) DATE: 7/9/24
C=0.25 LANDSCAPED STORM DRAINAGE PIPE DESIGN WORKSHEET MANNINGS n= 0.013
C=0.95 IMPERVIOUS 10 YEAR STORM RAINFALL INTENSITY= 7.04 IN/FIR
PIPE OR T INLET PIPE/RD THEO. V PART SEG-
FROM TO INLET ROOF TOTAL INLET PIPE PIPE-TIME RUNOFF RUNOFF INLET PIPE TOTAL INLET PIPE TOTAL PIPE PIPE ACTUAL FULL LENGTH MENT UPPER LOWER
DRAIN D.A COEF. COEF. CxA CxA CxA FLOW FLOW FLOW DIA. PIPE DIA. PIPE TIME
POINT POINT D.A. D.A. TIME TIME OF CONC. SLOPEOF PIPE INVERT INVERT
AC. AC. AC. (MIN) (MIN) (MIN) (CFS) (CFS) (CFS) (FT/FT) (IN) (IN) (FT/SEC) (FT) (MIN) (FT) (FT)
CB-1 CB-2 0.14 0.08 0.22 5.0 0.0 5.0 0.95 0.98 0.133 0.078 0.211 0.94 0.55 1.49 0.0100 8.6 15 3.65 97.00 0.4 2159.85 2158.88
CB-2 CB-3 0.22 0.22 0.44 5.0 0.0 5.0 0.95 0.98 0.209 0.216 0.425 1.47 1.52 2.99 0.0100 11.2 15 4.35 72.00 0.3 2158.78 2158.06
CB-3 CB-4 0.11 0.44 0.55 5.0 0.0 5.0 0.95 0.98 0.105 0.431 0.536 0.74 3.04 3.77 0.0200 10.8 15 5.98 109.00 0.3 2157.96 2155.78
CB-4 YI-5 0.14 0.55 0.69 5.0 0.0 5.0 0.95 0.98 0.133 0.539 0.672 0.94 3.79 4.73 0.1798 7.8 18 14.42 30.36 0.0 2152.84 2147.38
YI-5 MH-7 0.12 0.69 0.81 5.0 0.0 5.0 0.95 0.98 0.114 0.676 0.790 0.80 4.76 5.56 0.1068 9.1 18 12.35 29.30 0.0 2146.38 2143.25
EX.YI-6 MH-7 0.85 0.00 0.85 5.0 0.0 5.0 0.95 0.98 0.808 0.000 0.808 5.68 0.00 5.68 0.0046 16.5 18 3.83 105.53 0.5 2141.84 2141.35
MH-7 EW-8 0.00 1.66 1.66 5.0 0.0 5.0 0.95 0.98 0.000 1.627 1.627 0.00 11.45 11.45 0.0013 27.0 30 2.87 51.88 0.3 2141.25 2141.18
CB-9 CB-10 0.07 0.16 0.23 5.0 0.0 5.0 0.95 0.98 0.067 0.157 0.223 0.47 1.10 1.57 0.0241 7.5 15 5.15 163.00 0.5 2158.77 2154.84
CB-10 MH-11 0.23 0.23 0.46 5.0 0.0 5.0 0.95 0.98 0.219 0.225 0.444 1.54 1.59 3.13 0.0100 11.4 15 4.40 50.00 0.2 2154.74 2154.24
CB-12 EX.MH-14 0.31 0.00 0.31 5.0 0.0 5.0 0.95 0.98 0.295 0.000 0.295 2.07 0.00 2.07 0.0100 9.8 15 3.97 55.00 0.2 2154.91 2154.36
CB-13 EX.MH-14 0.20 0.00 0.20 5.0 0.0 5.0 0.95 0.98 0.190 0.000 0.190 1.34 0.00 1.34 0.0100 8.3 15 3.56 15.00 0.1 2154.35 2154.20
CB-15 ES-16 0.39 0.00 0.39 5.0 0.0 5.0 0.95 0.98 0.371 0.000 0.371 2.61 0.00 2.61 0.0178 9.6 15 5.21 174.00 0.6 2140.59 2137.50
CB-17 EX.DI'0' 0.38 0.00 0.38 5.0 0.0 5.0 0.95 0.98 0.361 0.000 0.361 2.54 0.00 2.54 0.1444 6.4 15 11.37 9.00 0.0 2128.68 2127.38
CB-18 EX.DI 0.19 0.00 0.19 5.0 0.0 5.0 0.95 0.98 0.181 0.000 0.181 1.27 0.00 1.27 0.3556 4.2 15 13.40 9.00 0.0 2126.35 2123.15
CB-19 CB-20 1.68 0.00 1.68 5.0 0.0 5.0 0.95 0.98 1.596 0.000 1.596 11.24 0.00 11.24 0.0584 13.2 15 11.74 43.00 0.1 2123.00 2120.49
CB-20 CB-21 0.05 1.68 1.73 5.0 0.0 5.0 0.95 0.98 0.048 1.646 1.694 0.33 11.59 11.93 0.0347 14.9 18 9.80 34.00 0.1 2120.39 2119.21
CB-21 CB-22 0.05 1.73 1.78 5.0 0.0 5.0 0.95 0.98 0.048 1.695 1.743 0.33 11.94 12.27 0.0232 16.3 18 8.49 276.00 0.5 2119.11 2112.71
CB-22 MH-23 0.83 1.78 2.61 5.0 0.0 5.0 0.95 0.98 0.789 1.744 2.533 5.55 12.28 17.83 0.0472 16.4 18 12.16 124.00 0.2 2112.61 2106.76
CB-24 MH-25 0.67 0.00 0.67 5.0 0.0 5.0 0.95 0.98 0.637 0.000 0.637 4.48 0.00 4.48 0.0050 14.9 15 3.71 60.00 0.3 2101.90 2101.60
BF-27 ES-28 FROM HYDROCAD 20.27 0.0050 26.2 30 5.41 86.00 0.3 2098.43 2098.00

PREPARED BY:LE and D PROFESSIONALS,PC
Project: NEW SHEETZ STORE-ASHEVILLE AIRPORT Project No.23-034-B011
Date: 7/9/24
Design Storm: 10 Years Hydraulic Grade Line Calculations
Manning n= 0.013 JUNCTION LOSS
Inlet
Outlet Water
Water Surface Rim
Line#. Elev. Do Qo Lo Sfo(ft/ft) Hf Vo Ho Qi Vi Qi Vi Vi^2/2g Hi H HI 0.5 HI Final H Elev. Elev.
ES-28-BF-27 2098.00 30.00 20.27 86.00 0.0050 0.43 5.41 0.11 20.27 5.41 109.66 0.45 0.16 0.32 0.59 0.30 0.73 2098.73 2106.50
MH-25-CB-24 2103.76 15.00 4.48 60.00 0.0050 0.30 3.71 0.05 4.48 3.71 16.62 0.21 0.07 0.15 0.28 0.14 0.44 2104.20 2104.90
MH-23-CB-22 2106.76 18.00 17.83 124.00 0.0472 5.85 12.16 0.57 17.83 12.16 216.81 2.30 0.80 1.61 2.98 1.49 7.35 2114.11 2115.96
CB-22-CB-21 2114.11 18.00 12.27 276.00 0.0232 6.40 8.49 0.28 12.27 8.49 104.17 1.12 0.39 0.78 1.46 0.73 7.13 2121.24 2122.46
CB-21-CB-20 2121.24 18.00 11.93 34.00 0.0347 1.18 9.80 0.37 11.93 9.80 116.91 1.49 0.52 1.04 1.94 0.97 2.15 2123.39 2123.49
CB-20-CB-19 2123.39 15.00 11.24 43.00 0.0584 2.51 11.74 0.54 11.24 11.74 131.96 2.14 0.75 1.50 2.78 1.39 3.90 2127.29 2128.00
EX.DI'P'-CB-18 2123.15 15.00 1.27 9.00 0.3556 3.20 13.40 0.70 1.27 13.40 17.02 2.79 0.98 1.95 3.62 1.81 5.01 2128.16 2129.35
EX.DI'0'-CB-17 2127.38 15.00 2.54 9.00 0.1444 1.30 11.37 0.50 2.54 11.37 28.88 2.01 0.70 1.41 2.61 1.30 2.60 2129.98 2131.68
ES-16-CB-15 2137.50 15.00 2.61 174.00 0.0178 3.10 5.21 0.11 2.61 5.21 13.60 0.42 0.15 0.30 0.55 0.27 3.37 2140.87 2143.59
EX.MH-14-CB-13 2132.39 15.00 1.34 15.00 0.0100 0.15 3.56 0.05 1.34 3.56 4.77 0.20 0.07 0.14 0.26 0.13 0.28 2132.67 2158.35
EX.MH-14-CB-12 2132.39 15.00 2.07 55.00 0.0100 0.55 3.97 0.06 2.07 3.97 8.22 0.24 0.09 0.17 0.32 0.16 0.71 2133.10 2158.91
MH-11-CB-10 2135.82 15.00 3.13 50.00 0.0100 0.50 4.40 0.08 3.13 4.40 13.77 0.30 0.11 0.21 0.39 0.20 0.70 2136.52 2158.84
CB-10-CB-9 2136.52 15.00 1.57 163.00 0.0241 3.93 5.15 0.10 1.57 5.15 8.09 0.41 0.14 0.29 0.54 0.27 4.20 2140.71 2163.31
EW-8-MH-7 2141.18 30.00 11.45 51.88 0.0013 0.07 2.87 0.03 11.45 2.87 32.86 0.13 0.04 0.09 0.17 0.08 0.15 2141.33 2154.90
MH-7-EX.YI-6 2141.33 18.00 5.68 105.53 0.0046 0.49 3.83 0.06 5.68 3.83 21.75 0.23 0.08 0.16 0.30 0.15 0.63 2141.96 2144.04
MH-7-YI-5 2141.33 18.00 5.56 29.30 0.1068 3.13 12.35 0.59 5.56 12.35 68.67 2.37 0.83 1.66 3.08 1.54 4.67 2146.00 2156.90
YI-5-CB-4 2146.00 18.00 4.73 30.36 0.1798 5.46 14.42 0.81 4.73 14.42 68.21 3.23 1.13 2.26 4.20 2.10 7.56 2153.56 2161.91
CB-4-CB-3 2153.56 15.00 3.77 109.00 0.0200 2.18 5.98 0.14 3.77 5.98 22.54 0.56 0.19 0.39 0.72 0.36 2.54 2156.10 2163.71
CB-3-CB-2 2156.10 15.00 2.99 72.00 0.0100 0.72 4.35 0.07 2.99 4.35 13.01 0.29 0.10 0.21 0.38 0.19 0.91 2157.01 2163.52
CB-2-CB-1 2157.01 15.00 1.49 97.00 0.0100 0.97 3.65 0.05 1.49 3.65 5.44 0.21 0.07 0.14 0.27 0.13 1.10 2158.11 2163.85
POST-DEVELOPED Q10
23-034-B011 HGL_REV-1.xlsx

Appendix A
Quad Map

Buncombe County
1 11111.4
'a ` 1. _ 1 4: 4117;
Via
_ :, 4.` $ \
\ ....: -----41:,3tit't fr ' tclAml ; .. ..•
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•
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April 26, 2024 1:9,028
o 0.075 0.15 0.3 mi
1 I i 1 1 I
I
0 0.1 0.2 0.4 km

Appendix B
Drainage Area Maps

1/13&1/
PROFESSIONALS,P.C.
RIVER RUN EXECUTIVE OFFICES
SUITE-B
110 EXCHANGE STREET
DANVILLE,VA.24541
N.E.LICENSE:#C-2577
V.A.LICENSE:#0404-00 1 40 1
PHONE NO.[phone]
FAX NO.[phone]
www.landeng.corn
•
rigg, ,i747:,:„.. 7,,,a1EL _-- )_.=; ;•=7.7-;:-%?"-->-------- ''/',''',- -'--- g
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il
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Pow .. W .m , \'`• __-_ \��/N � l i ` !� �II �— I' 1 ICI
aq
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It
8 rr a o � = \` __ _{'\��\�\\ _35 AC FOREST �\r' `\ �1 \ 1. i 1 ;ng \ fj \ ` \ \ �\ Ci) CA
l 31 • i 0.00 AC IMPERVIOUS \ 1 R 0 E
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. _ / ,-4,,.` I 1 �;.i% rr AurNORiry \c• - , t \\ \ \' 24°CULVERT DRAINAGE AREA` .\".,�. - f / - r- -]]_� :1-
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\$ /4 1 z+•t€ I71.. �Gi �� -964/-5232]3 rK� 1 I �' / � / / \... \• \�� Z" ri '%%'r g- U; I 0.00 AC IMPERVIOUS \ -� / r ,rlw s
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/T / r r��
LEGEND
s• ,„''.,1 m i F# f101' EXISTING POND DRAINAGE AREA' r ' ] /,]] ' r �'..
' r - ] RF O REBAR FOUND
s r f<' '� / • •1` 1 0.16 AC FOREST + E/r' �� 'Ti ]A MNFOO MAG NAIL FOUND
' g q r'i r]] y+ `� IRON FOUND AS NOTED
\• I + 4-i+_#//� -€ ' „1N I\ '4 1.95 AC GRASS G� F] xJ MONO HIGHWAY MONUMENT FOUND
lu�l '3•�,- .4.a Y n °,,• A1. I r�_ 2.89 AC IMPERVIOUS , o / / , : ''a 0 COMPUTED POINT
YY rm ,�'
x+ + s r I 5.00 AC TOTAL m o\,.• paED P,9+ •-
N.9aa 'I1 4°a " / 1 I / e' d4' / / oRr 0P. F G REBAR SET
_..� Y ?i Il 1 1 •z e " .. _z ,� re sao claw CONTROL POINT ...............
��,
'� _1p �� ;9 tr3i �� �,. ;vRaE" 0 UTILITY POLE CAO
r•- i �. I a Qarz1, r. s -. r w a__ �- v?.-,03 YAK`
\ II a . OH OVERHEAD UTILITY c°�,e� Ess1 °°°.
1 \ +1\ "' Gf`r �® ee * g\ j1 •1 1A �i r4- ''> t °" MANHOLE
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r� 1 ti
A 3 / .1•; >' III. _ v �,��rS5O r + DIG GRATED STORM INLET ;ram 043527 a
§ I mI„ '. / O �i + •� -.:,.r,;,�;I-, COUNDERGROUND
SANITARY SEWER � NAM���``',
IJ �1 1 >- 1 G UNDERGROUND GAS LINE •.,�<�1 GP.�+
1/� .1 r i �-W +' lei; r a er \� I W UNDERGROUND WATERLINE •••M
o. .o
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7 l v 0 < ;s' �` + UT UNDERGROUND TELEPHONE
u t'Ii --7. "' '-- - ► UG CTVUNDERGROUND CAN
1�A\ f �1=r�\ \ UG�mA UNDERGROUND ANOMALY
�+. FIRE HYDRANT
--\C \ - oc 'ae.hi -8 ARFOR,,,Pooeoaisw) - -
+r WATER VALVE
rou- pIao✓Ecr a'6a �-,,,,✓,Y„,,,,,. O ELECTRIC 0 WATER E METER
/// \- ,�'�Via,ts`.Si\�, Ncoor E r" ssx �� ® ELECTRIC CABINET
© ELECTRIC PEDESTAL
- + ssx EDGE OF PAVEMENT
'� `• '` ` -, ,RIMS• — — FENCE
` W, _ y o CHAIN LINK
AIRPORT ROAD _��`�� o , TAR GUARD RAIL
__ _ �n THIS TOPOGRAPHIC MAP HAS BEEN PREPARED FROM AN ACTUAL FIELD SURVEY AND THERE � z
ARE NO READILY APPARENT EASEMENTS OR ENCROACHMENTS EXCEPT AS SHOWN. CMP CORRUGATED METAL PIPE 0
•Ca CPP CORRUGATED PLASTIC PIPE
THIS TOPOGRAPHIC MAP HAS BEEN PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT HDPE HIGH DENSITY POLYETHYLENE z o-
'
i AND THEREFORE, DOES NOT NECESSARILY SHOW ALL ENCUMBRANCES ON THE PROPERTY. PVC POLYVINYL CHLORIDE o
w �'
ll RCP REINFORCED CONCRETE PIPE THE AREA SHOWN HEREON IS NOT LOCATED IN A 100 YEAR FLOOD HAZARD $ PEDESTRIAN CROSSWALK LIGHT 0
ZONE PER FEMA FLOOD MAP 3700964300K EFFECTIVE 1-6-2010. UMP UTILITY MARKING POST a,
FANNING BRIDGE ROAD IS SHOWN AS HAVING BOTH A 100' RIGHT OF WAY JBOX UTILITY JUNCTION BOX
BOLLARD
PER NCDOT PROJECT #8.1950205 AND A 60' RIGHT OF WAY PER NCDOT ® BOLLARD
PROJECT #14400C. -� SIGN -
UNDERGROUND UTILITIES WERE MARKED BY THE FOLLOWING MISS UTILITY TICKETS. 0 SHRUB
a TREE ad
TICKET#A232261635 CONCRETE I a
UTILITY RESPONSE rn RIP RAP
ATT/D NO CONFLICT VA LANDSCAPED AREA z
LINE BEARING DISTANCE CITY OF ASHEVILLE WATER MARKED
L1 N 04'39'50"E 19.99' CITY OF HENDERSONVILLE WATER & SEWER NO CONFLICT Steel No.
L2 S 88°0523"E 23.58' DUKE ENERGY NO CONFLICT
NCDOT TRAFFIC AND FIBER OPTICS NO RESPONSE GRAPHIC SCALE 1 -, 2
CURVE DELTA ANGLE RADIUS ARC LENGTH CHORD BEARING CHORD LENGTH ERC BROADBAND MARKED 1
METI
Cl 60'35'07" 47.54' 50.27' S 58'04'42"E 47.96' METROPOLITAN
USA CABLE N NO CONFLICT 80 0 40 80 160
ONLITAN SEWERAGE DISTRICT SEWER MARKED M MDote:
C2 17°11'04' 1577.89' 473.25' N 09'42'01" W 471.48' DOMINION ENERGY GAS MARKED M M M � 4/29/24
C3 11'42'47" 7996.28' 408.70' N 12°26'10" W 407.39' CHARTER COMMUNICATIONS CABLE N NO CONFLICT ( IN FEET I Scale: 1" = 80'
i inch= 80 ft. Project No.
23-034-B011\eng\dwg\
F-23034-PLAN-2-REV-1.dwg

1/13&1/
_' v PROFESSIONALS,P.C.
RIVER RUN EXECUTIVE OFFICES
SUITE-B
1 10 EXCHANGE STREET
DANVILLE,VA.24541
N.C.LICENSE:#C-2577
V.A.LICENSE:#0404-00 1 40 1
PHONE NO.[phone]
' FAX NO.[phone]
www.landeng.corn
♦ 0
0
/dam!, . t - -k W
1 CA
p """"'�"gcfa�j ii";��%G" \ c\ I,,L, , \�\\ \� ¢ "'FFF'''111
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I - \ \ :;iv- 3.45 AC IMPERVIOUS
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_ /
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r 1 •_•-tr ,r �4', ii rio!" �� Ir 111I �i%I i-! -�.f.y
' �I I 'E ♦ ?11 /% %/EXISTING POND DRAINAGE AREA ,r 7�,• Q ) " COf
'•, - "' i/ r , , ' I
i i 'g d r i � 0 04 AC FOREST �,�' '� �4f. '' �� + � %r r
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0
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o �I
16 ` r��ii///r�� 280 AC IMPERVIOUS �', °/�� • r %
' 1 /„r' ~I /j��I I III _ 506 AC TOTAL it .` �� �l��,r' e �� � >'A- id
". 1 ' /4Ar� .� i� ��- % .,� 024.0 CULVERT DRAINAGE AREAa i iiii � -Ai� q%/iiiiilr �1�� . /�% �0.00 AC FOREST
® I rl11111' + OD �.. 0.27 AC GRA55
a ict
6 A. i 11 hi I., i. `` r' / .� >/jl 0.00 AC IMPERVIOUS „�
�`� iI 53 • I ' %� -1 "\ �i"�� Alt r 0.27 ACRES .°a�C'31?0 :
1 111n g'� � �11� � r 1a : i i. RP"Rpa, ° c gS`4pesS10,14s �Oi's
J •I `��� �� e II p 043527 o e
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I,I ) iI k ,. �!� ® iiPlii it br ,% ,
I.RIB' * cA— ) %
n a
fa,.e��y40111110 e I
Lu
� o in
AIRPORT ROAD
GRAPHIC SCALE I o
80 0 40 80 160
O
Z
S neet No.
( IN FEET)
1 inch= 80 ft,
2 2
Dote, 10/16/23
Scale: 1" = 80'
Project No.
23-034-B011\eng\dwg\
F-23034-PLAN-2-REV-1.dwg

Appendix C
Rainfall Data

NOAA Atlas 14,Volume 2,Version 3
Of OF Location name: Fletcher,North Carolina,USA* '�� '�
I Latitude:35.4365°, Longitude:-82.5359° i nonn
`: Elevation:2155 ft** i i
�OATES* '"U *source:ESRI Maps "a,*M^rc�r'�
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 I 2 5 10 25 50 100 200 500 1000
0.365 I 0.435 0.521 I 0.587 0.673 I 0.738 0.804 0.870 0.955 1.02
5-min (0.329-0.406) (0.393-0.483) (0.470-0.579)I(0.527-0.651) (0.600-0.745)i(0.655-0.816) (0.710-0.891) (0.763-0.966) (0.827-1.07) (0.878-1.15)
-
0.584 0.695 0.835 0.939 1.07 I 1.18 1.28 1.38 1.51 1.61
10-min (0.526-0.649) (0.628-0.772) (0.752-0.928) (0.843-1.04) (0.956-1.19) (1.04-1.30) (1.13-1.42) (1.21-1.53) (1.31-1.69) (1.38-1.81)
0.729 0.874 1.06 1.19 1.36 1.49 1.62 1.74 1.90 2.02
15-min (0.657-0.811)1(0.789-0.971) (0.951-1.17) (1.07-1.32) (1.21-1.50) (1.32-1.65) (1.42-1.79) (1.52-1.93) (1.65-2.13) (1.74-2.28)
30-min 1.00 1.21 1.50 1.72 2.01 2.24 2.47 2.71 3.03 3.28
(0.901-1.11) (1.09-1.34) (1.35-1.67) (1.55-1.91) (1.80-2.23) (1.99-2.48) (2.18-2.74) (2.37-3.01) (2.62-3.38) (2.81-3.68)
60-min 1.25 I 1.51 1.92 2.24 2.68 3.04 3.41 3.80 4.34 4.78
(1.12-1.39) I (1.37-1.68) (1.73-2.14) (2.01-2.48) (2.39-2.97) (2.69-3.36) (3.01-3.78) (3.33-4.22) (3.76-4.85) (4.10-5.38)
2-hr 1.46 1.77 2.24 2.60 3.12 3.55 3.99 I 4.46 5.13 5.66
(1.31-1.62) (1.59-1.96) (2.00-2.47) (2.33-2.88) (2.77-3.46) (3.13-3.93) (3.49-4.43) (3.88-4.96) (4.39-5.73) (4.81-6.36)
3-hr 1.56 1.88 2.36 2.75 3.32 3.80 4.31 4.86 5.65 6.30
(1.41-1.74) (1.70-2.10) (2.12-2.62) (2.46-3.06) (2.95-3.70) (3.35-4.23) (3.76-4.79) (4.19-5.41) (4.80-6.34) (5.29-7.11)
6-hr 1.94 2.32 2.86 3.32 3.99 4.56 I 5.18 5.84 6.82 7.64
(1.78-2.14) (2.11-2.54) (2.60-3.14) (3.01-3.64) (3.59-4.38) (4.07-5.00) (4.57-5.69) (5.11-6.44) (5.86-7.56) (6.48-8.52)
12-hr 2.46 2.93 3.59 4.12 4.86 5.47 6.09 6.74 7.65 8.36
(2.26-2.68) (2.69-3.20) (3.30-3.92) (3.78-4.50) (4.44-5.31) (4.97-5.97) (5.50-6.66) (6.04-7.40) (6.78-8.45) (7.34-9.31)
24-hr 2.91 3.49 4.29 4.94 5.82 6.54 7.28 8.05 9.12 9.97
(2.69-3.15) (3.24-3.78) (3.97-4.66) (4.56-5.34) (5.36-6.30) (6.00-7.07) (6.64-7.86) i (7.31-8.70) (8.21-9.86) (8.90-10.8)
2-day 3.46 4.12 5.03 5.75 6.74 7.54 8.36 r 9.20 10.4 11.3
(3.22-3.72) (3.84-4.45) (4.67-5.42) (5.33-6.19) (6.23-7.25) (6.94-8.11) (7.67-9.00) (8.40-9.93) (9.39-11.2) (10.2-12.2)
3-day 3.69 4.40 5.32 6.04 7.03 7.82 8.62 9.44 10.6 11.4
(3.44-3.96) (4.10-4.72) (4.95-5.71) (5.62-6.48) (6.52-7.54) (7.22-8.39) (7.93-9.26) (8.65-10.2) (9.60-11.4) (10.3-12.4)
4-day 3.92 4.67 5.60 6.34 7.32 8.10 8.89 9.68 10.7 11.6
(3.66-4.19) (4.35-5.00) (5.22-5.99) (5.90-6.78) (6.80-7.84) (7.50-8.67) (8.20-9.53) (8.90-10.4) (9.81-11.6) (10.5-12.5)
7-day 4.56 5.42 6.50 7.36 8.52 I 9.44 10.4 11.3 12.6 I 13.7
(4.27-4.89) (5.07-5.82) (6.07-6.97) (6.86-7.88) (7.92-9.11) 1 (8.75-10.1) (9.59-11.1) (10.4-12.1) (11.5-13.6)1 (12.4-14.7)
[10-day I 5.23 6.19 7.34 8.25 9.49 10.5 11.4 12.4 I 13.8 14.8
(4.93-5.56) (5.83-6.58) (6.92-7.81) (7.77-8.77) (8.90-10.1) (9.79-11.1) (10.7-12.2) (11.6-13.2) (12.7-14.7) (13.6-15.9)
7.10 8.36 9.71 10.8 12.1 13.2 14.2 15.1 16.4 17.4
20-day (6.72-7.51) (7.91-8.84) (9.18-10.3) (10.2-11.4) (11.4-12.8) (12.4-13.9) (13.3-15.0) (14.2-16.0) (15.3-17.4) (16.1-18.5)
30-day 8.72 10.2 11.7 12.8 14.2 15.3 16.2 17.2 18.3 19.1
(8.28-9.20) (9.72-10.8) (11.1-12.3) (12.2-13.5) (13.5-15.0) (14.4-16.1) (15.3-17.1) (16.2-18.1) (17.2-19.4) (17.9-20.3)
45-day 11.1 13.0 14.6 15.8 17.3 18.3 19.2 20.1 21.1 21.8
(10.6-11.6) (12.3-13.6) (13.9-15.3) (15.0-16.6) (16.4-18.1) (17.4-19.2) (18.2-20.2) (19.0-21.1) (20.0-22.2) (20.6-23.0)
-
60-day 13.3 15.5 17.3 18.6 20.2 21.3 22.3 23.2 24.2 24.9
(12.7-14.0) (14.8-16.3) (16.5-18.2) (17.8-19.6) (19.2-21.3) 1 (20.2-22.4) l (21.2-23.5) 1 (22.0-24.4) 1 (22.9-25.6) (23.5-26.3)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.

NOAA Atlas 14,Volume 2,Version 3
""°``\ Location name: Fletcher,North Carolina,USA* '�� '�
I Latitude:35.4365°, Longitude:-82.5359° non'
`•: Elevation:2155 ft** i i?
\,, U *source:ESRI Maps "a,*M^rc�r'�
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
4.38 5.22 6.25 7.04 8.08 8.86 9.65 10.4 11.5 12.3
5-min (3.95-4.87) (4.72-5.80) (5.64-6.95) (6.32-7.81) (7.20-8.94) (7.86-9.79) (8.52-10.7) (9.16-11.6) (9.92-12.8) (10.5-13.8)
3.50 4.17 5.01 5.63 6.43 7.06 7.67 8.27 9.07 I 9.68
10-min (3.16-3.89) (3.77-4.63) (4.51-5.57) (5.06-6.24) (5.74-7.12) (6.26-7.80) (6.77-8.50) (7.25-9.19) (7.85-10.1) (8.30-10.9)
2.92 3.50 4.22 4.75 5.44 5.96 6.46 6.96 7.61 8.10
15-min (2.63-3.24) (3.16-3.88) (3.80-4.70) (4.27-5.26) (4.85-6.02) (5.28-6.58) (5.70-7.16) (6.10-7.73) (6.59-8.50) 1 (6.94-9.10)
30-min 2.00 2.41 3.00 3.44 4.03 4.48 4.95 5.42 6.05 6.56
(1.80-2.22) (2.18-2.68) (2.70-3.34) (3.09-3.81) (3.59-4.46) (3.98-4.96) (4.37-5.48) (4.75-6.02) (5.24-6.77) (5.62-7.37)
60-min 1.25 1.51 1.92 2.24 2.68 3.04 3.41 3.80 4.34 4.78
(1.12-1.39) (1.37-1.68) (1.73-2.14) (2.01-2.48) (2.39-2.97) (2.69-3.36) (3.01-3.78) (3.33-4.22) (3.76-4.85) (4.10-5.38)
0.729 0.885 1.12 1.30 1.56 1.77 2.00 2.23 2.56 2.83
2-hr (0.655-0.809) (0.795-0.980) (1.00-1.24) (1.16-1.44) (1.39-1.73) (1.56-1.97) (1.75-2.22) (1.94-2.48) (2.20-2.86) (2.40-3.18)
3-hr 0.520 0.626 0.785 0.916 1.11 1.26 1.43 1.62 1.88 2.10
(0.468-0.581) (0.564-0.697) (0.705-0.873) (0.820-1.02) (0.982-1.23) (1.11-1.41) (1.25-1.60) (1.40-1.80) (1.60-2.11) (1.76-2.37)
6-hr 0.324 0.386 0.476 0.554 0.666 0.761 0.864 0.976 1.14 I 1.28
(0.296-0.358) (0.352-0.425) (0.434-0.523) (0.502-0.608) (0.599-0.731) (0.679-0.835) (0.763-0.950) (0.852-1.08) (0.978-1.26) (1.08-1.42)
12-hr 0.203 0.243 0.297 0.342 0.403 0.454 0.505 0.559 0.634 0.694
(0.187-0.222) (0.223-0.265) (0.273-0.325) (0.313-0.373) (0.368-0.440) (0.412-0.495) (0.456-0.552) (0.501-0.614) (0.562-0.701) (0.609-0.772)
24-hr 0.121 0.145 0.178 0.205 0.242 0.272 0.303 0.335 0.379 0.415
(0.112-0.131) (0.134-0.157)1(0.165-0.194) (0.190-0.222) (0.223-0.262) (0.249-0.294) (0.276-0.327) (0.304-0.362) (0.341-0.411)1(0.370-0.450)
2-day 0.071 0.085 0.104 0.119 0.140 0.156 0.174 0.191 0.215 0.235
(0.067-0.077) (0.079-0.092) (0.097-0.112) (0.111-0.128) (0.129-0.151) (0.144-0.168) (0.159-0.187) (0.174-0.206) (0.195-0.233) (0.211-0.254)
3-day 0.051 0.061 0.073 0.083 0.097 0.108 0.119 0.131 0.146 0.158
(0.047-0.054) (0.056-0.065) (0.068-0.079) (0.078-0.090) (0.090-0.104) (0.100-0.116) (0.110-0.128) (0.120-0.141) (0.133-0.158) (0.143-0.171)
4-day 0.040 0.048 0.058 0.066 0.076 0.084 0.092 0.100 0.111 0.120
(0.038-0.043) (0.045-0.052) (0.054-0.062) (0.061-0.070) (0.070-0.081) (0.078-0.090) (0.085-0.099) (0.092-0.108) (0.102-0.120) (0.109-0.130)
7-day 0.027 0.032 0.038 0.043 0.050 0.056 0.061 0.067 0.075 I 0.081
(0.025-0.029) (0.030-0.034) (0.036-0.041) (0.040-0.046) (0.047-0.054) (0.052-0.060) (0.057-0.066) (0.062-0.072) (0.068-0.080) (0.073-0.087)
10-day 0.021 0.025 0.030 0.034 0.039 0.043 0.047 0.051 0.057 0.061
(0.020-0.023) (0.024-0.027) (0.028-0.032) (0.032-0.036) (0.037-0.042) (0.040-0.046) (0.044-0.050) (0.048-0.055) (0.052-0.061) (0.056-0.066)
20-day 0.014 0.017 0.020 I' 0.022 0.025 I 0.027 0.029 0.031 0.034 0.036
(0.014-0.015) (0.016-0.018) (0.019-0.021)1(0.021-0.023)1(0.023-0.026)I(0.025-0.028) (0.027-0.031) (0.029-0.033) (0.031-0.036) (0.033-0.038)
30-day 0.012 0.014 0.016 0.017 0.019 0.021 I 0.022 0.023 0.025 0.026
(0.011-0.012) (0.013-0.014) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.020-0.022) (0.021-0.023) (0.022-0.025) (0.023-0.026) (0.024-0.028)
45-day 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019 0.020
(0.009-0.010) (0.011-0.012) (0.012-0.014) (0.013-0.015) (0.015-0.016) (0.016-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.019-0.021)
60-day 0.009 0.010 0.012 0.012 0.014 0.014 0.015 0.016 0.016 0.017
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.014-0.016) (0.015-0.016) (0.015-0.017)i(0.016-0.018)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.

Appendix D
SWM Calculations (HydroCAD)

K -1 s )
SWAL E
EX .
SubCat Reach 'On. MI Routing Diagram for PRE_SWALE
Prepared by LE&D Professionals, PC, Printed 4/26/2024
HydroCAD®10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC

PRE_SWALE
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1 YR Type II 24-hr Default 24.00 1 2.91 2
2 2 YR Type II 24-hr Default 24.00 1 3.49 2
3 10 YR Type II 24-hr Default 24.00 1 4.94 2
4 100 YR Type II 24-hr Default 24.00 1 7.28 2

PRE_SWALE
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.360 61 >75% Grass cover, Good, HSG B (1S)
3.150 55 Woods, Good, HSG B (1S)
3.510 56 TOTAL AREA

PRE_SWALE
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
3.510 HSG B 1S
0.000 HSG C
0.000 HSG D
0.000 Other
3.510 TOTAL AREA

PRE_SWALE
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.360 0.000 0.000 0.000 0.360 >75% Grass cover, Good 1 S
0.000 3.150 0.000 0.000 0.000 3.150 Woods, Good 1S
0.000 3.510 0.000 0.000 0.000 3.510 TOTAL AREA

PRE SWALE Type II 24-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 6
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. SWALE Runoff Area=3.510 ac 0.00% Impervious Runoff Depth=0.19"
Flow Length=1,021' Tc=14.3 min CN=56 Runoff=0.28 cfs 0.057 af
Total Runoff Area = 3.510 ac Runoff Volume = 0.057 af Average Runoff Depth = 0.19"
100.00% Pervious = 3.510 ac 0.00% Impervious = 0.000 ac

PRE SWALE Type II 24-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1 S: EX. SWALE
Runoff = 0.28 cfs @ 12.15 hrs, Volume= 0.057 af, Depth= 0.19"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 YR Rainfall=2.91"
Area (ac) CN Description
3.150 55 Woods, Good, HSG B
0.360 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
3.510 56 Weighted Average
3.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
1.1 91 0.0789 1.40 Shallow Concentrated Flow, 91' -SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' -CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
14.3 1,021 Total
Subcatchment 1 S: EX. SWALE
Hydrograph iiiiiiiiiiii
iiiiiii
■Runoff
0.3
lo.
z
'TYPO. r..
0.241'� `
I.....YR Rainfall=2.91
: A --�.....-�-......._�.-.....-i-..__ _ ----...-- ....---...... i....... gu nc�f Area...=3.510..ac.........
Runoff-;Vol u me=0-.057..._af........
0.1s I % _ Runoff DepfhO19".........
: A I
FI w L n' h � �21
0.12
1 I
0.04 /
0.020,„
I
/l//,/f(/
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
Time (hours)

PRE SWALE Type II 24-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 8
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. SWALE Runoff Area=3.510 ac 0.00% Impervious Runoff Depth=0.38"
Flow Length=1,021' Tc=14.3 min CN=56 Runoff=0.99 cfs 0.110 af
Total Runoff Area = 3.510 ac Runoff Volume = 0.110 af Average Runoff Depth = 0.38"
100.00% Pervious = 3.510 ac 0.00% Impervious = 0.000 ac

PRE SWALE Type II 24-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1 S: EX. SWALE
Runoff = 0.99 cfs @ 12.11 hrs, Volume= 0.110 af, Depth= 0.38"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2 YR Rainfall=3.49"
Area (ac) CN Description
3.150 55 Woods, Good, HSG B
0.360 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
3.510 56 Weighted Average
3.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
1.1 91 0.0789 1.40 Shallow Concentrated Flow, 91' -SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' -CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
14.3 1,021 Total
Subcatchment 1 S: EX. SWALE
Hydrograph
I II
❑Runoff
...... _ ..... .... --- 0.99 cfs ..... ..... .... ..... ..... .... ..... ..... .... ..... .... ..... .... ..... ..... ..... ..........
'Type II 24-h,r
// 2 YR Rainfall3.49"
- :Runoff Area=3 510 ac
Runoff Volume=0 11Q af
- VIHH11 Runoff Depth=0.38"
Flow Length=1,021'
Tc=14 3 min
N=
, 5;
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
Time (hours)

PRE SWALE Type II 24-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 10
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. SWALE Runoff Area=3.510 ac 0.00% Impervious Runoff Depth=1.01"
Flow Length=1,021' Tc=14.3 min CN=56 Runoff=4.02 cfs 0.296 af
Total Runoff Area = 3.510 ac Runoff Volume = 0.296 af Average Runoff Depth = 1.01"
100.00% Pervious = 3.510 ac 0.00% Impervious = 0.000 ac

PRE SWALE Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 1 S: EX. SWALE
Runoff = 4.02 cfs @ 12.09 hrs, Volume= 0.296 af, Depth= 1.01"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 YR Rainfall=4.94"
Area (ac) CN Description
3.150 55 Woods, Good, HSG B
0.360 61 >75°/0 Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
3.510 56 Weighted Average
3.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' - SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
1.1 91 0.0789 1.40 Shallow Concentrated Flow, 91' -SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' - CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
14.3 1,021 Total
Subcatchment IS: EX. SWALE
Hydrograph
- ❑Runoff
.........._j..........._.,,_ 1402cfs .... ..... ..... .... ..... ..... .... ..... .... .__ __. ..... ..._ .... ...__...
4- 1 1 1
i
Type II 24-hr
- 1 1 1 M119YR Rainfall 4.947
� -Runoff Area=3 510 ac-
3 ✓ ,
1 1 1 / HIIIIROnOff Volume=0.296 of
w11 11II 11 11 11 11 Runoff,Depth=1 .01 '
I Flow Length 1,021'
Tc=14.3 min
1
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
Time (hours)

PRE SWALE Type II 24-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 12
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. SWALE Runoff Area=3.510 ac 0.00% Impervious Runoff Depth=2.40"
Flow Length=1,021' Tc=14.3 min CN=56 Runoff=10.80 cfs 0.703 af
Total Runoff Area = 3.510 ac Runoff Volume = 0.703 af Average Runoff Depth = 2.40"
100.00% Pervious = 3.510 ac 0.00% Impervious = 0.000 ac

PRE SWALE Type II 24-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1 S: EX. SWALE
Runoff = 10.80 cfs @ 12.07 hrs, Volume= 0.703 af, Depth= 2.40"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 YR Rainfall=7.28"
Area (ac) CN Description
3.150 55 Woods, Good, HSG B
0.360 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
3.510 56 Weighted Average
3.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
1.1 91 0.0789 1.40 Shallow Concentrated Flow, 91' -SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' -CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
14.3 1,021 Total
Subcatchment 1 S: EX. SWALE
Hydrograph
12 1' 1 ■Runoff
11-' l 1o.ao s l
Yp
a
i
........................_.--..-..-.. ..-..-.. Runo## Aree=351.-0..-. c..-..-..
a./
.. ✓. _. me=O.70$ af.......
,/
f V#Iu
-.. ..- .. ...................... ........ ........ ...... ...... =2.-.. .. . "..-..-..
3 6= � Runpth 2.�4�}
LL5- . ...._............._................. / -____...........,..............:......_............._.._........._._i FIotw.....Length 102.1'........
-
3
i
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
Time (hours)

< Is >
ç2s
AREA 0 ADS AREA N T IN ADS
U
3P
UNDERGROUND ,
STORAGE
4L
COMBINED FLOW
(Subca) Reach 'OngMI Routing Diagram for UNDERGROUND STORAGE(PLUS FUTURE)_REV-1
Prepared by LE&D Professionals, PC, Printed 7/9/2024
HydroCAD®10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1 YR Type II 24-hr Default 24.00 1 2.91 2
2 2 YR Type II 24-hr Default 24.00 1 3.49 2
3 10 YR Type II 24-hr Default 24.00 1 4.94 2
4 100 YR Type II 24-hr Default 24.00 1 7.28 2
5 WQV Type II 24-hr Default 24.00 1 1.33 2

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.140 61 >75% Grass cover, Good, HSG B (1 S, 2S)
3.450 98 Paved parking, HSG C (1S)
0.790 55 Woods, Good, HSG B (2S)
5.380 84 TOTAL AREA

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
1.930 HSG B 1 S, 2S
3.450 HSG C 1 S
0.000 HSG D
0.000 Other
5.380 TOTAL AREA

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 1.140 0.000 0.000 0.000 1.140 >75% Grass cover, Good 1 S, 2S
0.000 0.000 3.450 0.000 0.000 3.450 Paved parking 1 S
0.000 0.790 0.000 0.000 0.000 0.790 Woods, Good 2S
0.000 1.930 3.450 0.000 0.000 5.380 TOTAL AREA

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 6
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name
1 1 S 0.00 0.00 438.0 0.0100 0.012 0.0 18.0 0.0
2 1 S 0.00 0.00 68.0 0.0100 0.012 0.0 24.0 0.0
3 3P 2,098.43 2,098.00 86.0 0.0050 0.012 0.0 30.0 0.0

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type II 24-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 7
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: AREA TO ADS Runoff Area=3.870 ac 89.15% Impervious Runoff Depth=2.26"
Flow Length=1,506' Tc=9.3 min CN=94 Runoff=13.06 cfs 0.730 af
Subcatchment 2S: AREA NOT IN ADS Runoff Area=1.510 ac 0.00% Impervious Runoff Depth=0.25"
Flow Length=1,459' Tc=19.4 min CN=58 Runoff=0.17 cfs 0.031 af
Pond 3P: UNDERGROUND STORAGE Peak Elev=2,102.90' Storage=0.618 af Inflow=13.06 cfs 0.730 af
Primary=0.10 cfs 0.291 af Secondary=0.00 cfs 0.000 af Outflow=0.10 cfs 0.291 af
Link 4L: COMBINED FLOW Inflow=0.26 cfs 0.322 af
Primary=0.26 cfs 0.322 af
Total Runoff Area = 5.380 ac Runoff Volume = 0.761 af Average Runoff Depth = 1.70"
35.87% Pervious = 1.930 ac 64.13% Impervious = 3.450 ac

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type II 24-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: AREA TO ADS
[47] Hint: Peak is 201% of capacity of segment#3
[47] Hint: Peak is 115% of capacity of segment#4
Runoff = 13.06 cfs @ 12.00 hrs, Volume= 0.730 af, Depth= 2.26"
Routed to Pond 3P : UNDERGROUND STORAGE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 YR Rainfall=2.91"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.420 61 >75% Grass cover, Good, HSG B
3.450 98 Paved parking, HSG C
3.870 94 Weighted Average
0.420 10.85% Pervious Area
3.450 89.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 44 0.0847 0.18 Sheet Flow, 44' -SHEET
Grass: Dense n= 0.240 P2= 3.49"
0.6 154 0.0500 4.54 Shallow Concentrated Flow, 154' -SHALLOW
Paved Kv= 20.3 fps
2.7 423 0.0330 2.59 6.48 Channel Flow, 423' -CHANNEL
Area= 2.5 sf Perim= 10.5' r= 0.24'
n= 0.040 Winding stream, pools & shoals
1.1 438 0.0100 6.44 11.38 Pipe Channel, 438' - PIPE
18.0" Round Area= 1.8 sf Perim=4.7' r= 0.38'
n= 0.012 Corrugated PP, smooth interior
0.8 379 8.02 Lake or Reservoir, 379' - LAKE
Mean Depth= 2.00'
0.1 68 0.0100 7.80 24.51 Pipe Channel, 68' - PIPE
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Corrugated PP, smooth interior
9.3 1,506 Total

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 9
Subcatchment IS: AREA TO ADS
Hydrograph
14=' _ ■Runoff
_ ............?------.....;-----..... ---..._---- 13A6 cfs --...........---_.......---_i......... ..... .... --- -- ---- --- -- --. ..... .... ..... ..... ..... .........
13-
�pe
12
{1 YR Ratilf1142.9-1-`1
.... ....:....
11111
11
Runoff Area=3.87 flit ac._._..
Runoff Volume=0 730 af
h:.2
LL V11 11 11f-pv Len th=-1," 0 '........
6= 1 1 1 1 /
/
5=" / ,
i
i
- i
CN#94
/
3-
1-'
0 2 4 6 8 10 12 14 16 18 20 22 2'4 26 28 30 32 34 36 38 40 42 44 46 4'8
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: AREA NOT IN ADS
Runoff = 0.17 cfs @ 12.21 hrs, Volume= 0.031 af, Depth= 0.25"
Routed to Link 4L : COMBINED FLOW
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 YR Rainfall=2.91"
Area (ac) CN Description
0.790 55 Woods, Good, HSG B
0.720 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.510 58 Weighted Average
1.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
6.2 529 0.0800 1.41 Shallow Concentrated Flow, 529' - SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' -CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
19.4 1,459 Total
Subcatchment 2S: AREA NOT IN ADS
Hydrograph
1 = ❑Runoff
/i I
0.18
= 0.l7 cfs
0.17— % 'T. E.....11...24.-hr.......
0.16=' i
0
1
un ## A e 51_a...ae...
0.11_' ......................... I% 1 Runoff
LL o.09= / Fk*w...L000h=1.,45.g'........
Ii
0.07=' I...... I� : -T� 19 4. rC.l. l1........
= i
0.02='
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type II 24-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Pond 3P: UNDERGROUND STORAGE
[44] Hint: Outlet device#2 is below defined storage
Inflow Area = 3.870 ac, 89.15% Impervious, Inflow Depth = 2.26" for 1 YR event
Inflow = 13.06 cfs @ 12.00 hrs, Volume= 0.730 af
Outflow = 0.10 cfs @ 24.09 hrs, Volume= 0.291 af, Atten= 99%, Lag= 724.9 min
Primary = 0.10 cfs @ 24.09 hrs, Volume= 0.291 af
Routed to Link 4L : COMBINED FLOW
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 4L : COMBINED FLOW
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,102.90' @ 24.09 hrs Surf.Area= 0.326 ac Storage= 0.618 af
Plug-Flow detention time= 1,049.4 min calculated for 0.291 af(40% of inflow)
Center-of-Mass det. time= 924.3 min ( 1,714.4 - 790.1 )
Volume Invert Avail.Storage Storage Description
#1A 2,100.23' 0.450 af 44.25'W x 321.18'L x 5.50'H Field A
1.794 af Overall - 0.670 af Embedded = 1.124 af x 40.0% Voids
#2A 2,100.98' 0.670 af ADS_StormTech MC-3500 d +Cap x 264 Inside #1
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
264 Chambers in 6 Rows
_ Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
1.120 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 2,098.43' 30.0" Round Culvert
L= 86.0' CPP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,098.43' /2,098.00' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf
#2 Device 1 2,100.10' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,102.90' 8.0"Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,104.07' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.10 cfs @ 24.09 hrs HW=2,102.90' (Free Discharge)
4-1=Culvert (Passes 0.10 cfs of 41.37 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.10 cfs @ 7.97 fps)
3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.17 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,100.23' (Free Discharge)
4-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 12
Pond 3P: UNDERGROUND STORAGE - Chamber Wizard Field A
Chamber Model =ADS_StormTech MC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03/14 with Cap
volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
44 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 319.18' Row Length +12.0" End Stone x 2 =
321.18' Base Length
6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height
264 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 29,206.1 cf Chamber Storage
78,167.2 cf Field - 29,206.1 cf Chambers = 48,961.1 cf Stone x 40.0% Voids = 19,584.4 cf Stone Storage
Chamber Storage + Stone Storage = 48,790.5 cf= 1.120 of
Overall Storage Efficiency = 62.4%
Overall System Size = 321.18' x 44.25' x 5.50'
264 Chambers
2,895.1 cy Field
1,813.4 cy Stone
•• ■■■
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•• •••
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i000000i

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 13
Pond 3P: UNDERGROUND STORAGE
Hydrograph
■Inflow
___..,.........._i...........,...........,..-{13.06 cfs i __-,_....................._;............,..................... ... ... ... .... _ ... -- .. .. -_...... ■Outflow
i .............. 4 ........In 3 ■Primary
Secondary
I - a
E
14 ` :.
12=' / ....<........ S o rage=0.16.1..8.....a f
11-
10=
w
I iiiiiiiiiiiiiiiii
3 7
LL 6- i........._i......
5=" : i
4 i
Z_. ////// / 0.10 cfs ��������� ����
1';" 0.10 cfs //� //
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
Time (hours)
Pond 3P: UNDERGROUND STORAGE
Stage-Discharge
�p /r� Total
'�' :Primary
''
''—,��'''` ..... r ■Secondary
2,105 . ���� •
r
Sharp-Crested Rectangular Weir
2,104 %
ai
d
.- 0 Orifice/Grate
a 2,103 ;, % •
•
w
2,102 % •
2,101
7
0 5 10 15 20 25 30
Discharge (cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type II 24-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 14
Pond 3P: UNDERGROUND STORAGE
Stage-Area-Storage
0 Storage
2,105-
2,104-
d _
0 2,103-'
//Z
2,102-
//
��ADS StormTech MC-3500 d+Cap
2,101-'
Field A /
0 1
Storage(acre-feet)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type II 24-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 15
Summary for Link 4L: COMBINED FLOW
Inflow Area = 5.380 ac, 64.13% Impervious, Inflow Depth > 0.72" for 1 YR event
Inflow = 0.26 cfs @ 12.22 hrs, Volume= 0.322 af
Primary = 0.26 cfs @ 12.22 hrs, Volume= 0.322 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 4L: COMBINED FLOW
Hydrograph
Zrn rnMIHIMHM ❑Inflow
. ----------------i-------- ---------..... -----i--------r------i----'s--- - - - -- - - - - -- - - - - - - -- Primary
1 o.zscfsf
_..--. ----.---- ._. Io.zsds
0.26 + 1'1 l�QW O C� ._..
0.24- I
2
0.22="
.�
0.18 I
3 0.14=
0.08
0.02=
0 „
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 16
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: AREA TO ADS Runoff Area=3.870 ac 89.15% Impervious Runoff Depth=2.83"
Flow Length=1,506' Tc=9.3 min CN=94 Runoff=16.08 cfs 0.911 af
Subcatchment 2S: AREA NOT IN ADS Runoff Area=1.510 ac 0.00% Impervious Runoff Depth=0.45"
Flow Length=1,459' Tc=19.4 min CN=58 Runoff=0.48 cfs 0.057 af
Pond 3P: UNDERGROUND STORAGE Peak Elev=2,103.11' Storage=0.670 af Inflow=16.08 cfs 0.911 af
Primary=0.40 cfs 0.456 af Secondary=0.00 cfs 0.000 af Outflow=0.40 cfs 0.456 af
Link 4L: COMBINED FLOW Inflow=0.57 cfs 0.513 af
Primary=0.57 cfs 0.513 af
Total Runoff Area = 5.380 ac Runoff Volume = 0.968 af Average Runoff Depth = 2.16"
35.87% Pervious = 1.930 ac 64.13% Impervious = 3.450 ac

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: AREA TO ADS
[47] Hint: Peak is 248% of capacity of segment#3
[47] Hint: Peak is 141% of capacity of segment#4
Runoff = 16.08 cfs @ 12.00 hrs, Volume= 0.911 af, Depth= 2.83"
Routed to Pond 3P : UNDERGROUND STORAGE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2 YR Rainfall=3.49"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.420 61 >75% Grass cover, Good, HSG B
3.450 98 Paved parking, HSG C
3.870 94 Weighted Average
0.420 10.85% Pervious Area
3.450 89.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 44 0.0847 0.18 Sheet Flow, 44' -SHEET
Grass: Dense n= 0.240 P2= 3.49"
0.6 154 0.0500 4.54 Shallow Concentrated Flow, 154' -SHALLOW
Paved Kv= 20.3 fps
2.7 423 0.0330 2.59 6.48 Channel Flow, 423' -CHANNEL
Area= 2.5 sf Perim= 10.5' r= 0.24'
n= 0.040 Winding stream, pools & shoals
1.1 438 0.0100 6.44 11.38 Pipe Channel, 438' - PIPE
18.0" Round Area= 1.8 sf Perim=4.7' r= 0.38'
n= 0.012 Corrugated PP, smooth interior
0.8 379 8.02 Lake or Reservoir, 379' - LAKE
Mean Depth= 2.00'
0.1 68 0.0100 7.80 24.51 Pipe Channel, 68' - PIPE
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Corrugated PP, smooth interior
9.3 1,506 Total

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 18
Subcatchment IS: AREA TO ADS
Hydrograph
187Z
- - - ■Runoff
17_ ..
r
It
2 YR Rainfall_3:49
13='
12
R 11= , unhh:....ft.V_... Ium �---�
e=011..af.....
42 10=
- - : _i.- - - --- --�- -�- ..._i.... ..-Ru�pff= pth*283'�. De
9
LL 8 i. I 1 i........... ......... 0144....Length 1,506.'........
7 .
6=
Tc : 9..3....�.i.h.....
........ ........
3 :
2=
1-
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: AREA NOT IN ADS
Runoff = 0.48 cfs @ 12.18 hrs, Volume= 0.057 af, Depth= 0.45"
Routed to Link 4L : COMBINED FLOW
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2 YR Rainfall=3.49"
Area (ac) CN Description
0.790 55 Woods, Good, HSG B
0.720 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.510 58 Weighted Average
1.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
6.2 529 0.0800 1.41 Shallow Concentrated Flow, 529' - SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' -CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
19.4 1,459 Total
Subcatchment 2S: AREA NOT IN ADS
Hydrograph
........ ❑Runoff
0.5- .. 10.48 cfs I
i j
Type II 24—hr
0.45
i ; ... 2YR' Rainfall=349".......
0.4
.510 ao Runoff Ate0=1
0.35
= of
Runoff Volume 0 05�
0.3- O 5"
h�
RunoffDept
LL 0.25 / Flow Length=1,459'
0.2_'
Tc=19.4 rnih
0.15� I CN=58
0.11' 1111111111111111
0:114fr
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: UNDERGROUND STORAGE
[44] Hint: Outlet device#2 is below defined storage
Inflow Area = 3.870 ac, 89.15% Impervious, Inflow Depth = 2.83" for 2 YR event
Inflow = 16.08 cfs @ 12.00 hrs, Volume= 0.911 af
Outflow = 0.40 cfs @ 15.10 hrs, Volume= 0.456 af, Atten= 98%, Lag= 185.8 min
Primary = 0.40 cfs @ 15.10 hrs, Volume= 0.456 af
Routed to Link 4L : COMBINED FLOW
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 4L : COMBINED FLOW
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,103.11' @ 15.10 hrs Surf.Area= 0.326 ac Storage= 0.670 af
Plug-Flow detention time= 808.0 min calculated for 0.456 af(50% of inflow)
Center-of-Mass det. time= 693.5 min ( 1,477.5 - 784.0 )
Volume Invert Avail.Storage Storage Description
#1A 2,100.23' 0.450 af 44.25'W x 321.18'L x 5.50'H Field A
1.794 af Overall - 0.670 af Embedded = 1.124 af x 40.0% Voids
#2A 2,100.98' 0.670 af ADS_StormTech MC-3500 d +Cap x 264 Inside #1
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
264 Chambers in 6 Rows
_ Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
1.120 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 2,098.43' 30.0" Round Culvert
L= 86.0' CPP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,098.43' /2,098.00' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf
#2 Device 1 2,100.10' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,102.90' 8.0"Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,104.07' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.40 cfs @ 15.10 hrs HW=2,103.11' (Free Discharge)
4-1=Culvert (Passes 0.40 cfs of 43.12 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.10 cfs @ 8.27 fps)
3=Orifice/Grate (Orifice Controls 0.29 cfs @ 1.56 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,100.23' (Free Discharge)
4-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 21
Pond 3P: UNDERGROUND STORAGE - Chamber Wizard Field A
Chamber Model =ADS_StormTech MC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03/14 with Cap
volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
44 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 319.18' Row Length +12.0" End Stone x 2 =
321.18' Base Length
6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height
264 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 29,206.1 cf Chamber Storage
78,167.2 cf Field - 29,206.1 cf Chambers = 48,961.1 cf Stone x 40.0% Voids = 19,584.4 cf Stone Storage
Chamber Storage + Stone Storage = 48,790.5 cf= 1.120 of
Overall Storage Efficiency = 62.4%
Overall System Size = 321.18' x 44.25' x 5.50'
264 Chambers
2,895.1 cy Field
1,813.4 cy Stone
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i000000i

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 22
Pond 3P: UNDERGROUND STORAGE
Hydrograph
Inflow
El
Z
......................._...............)16.08 cfs I _....................._;........................_......................__...........- ,:-_-_ .,... ,._.-____-___ ............ Outflow
18_ _i InficAW,Are�� =3.870 a- ......... ElPrimary
❑Secondary
-
_ 11HPeak Elev=2,103 11'
16=
............._..._............._. -/ ..._ ... .... _. _...
�t01"�� �s��--1f
13_
t /
t lilt lilt -lilt Illf
_ 1...........:......................................____. _._- ........._i.........._i...... ... .... .... ... ... ... .... .. ... i .... i i ... _ ........
3 9
7= :
.-. .--_..-
f /
5
34' //,���� - 0.40 cfs
10.00 cfs �/
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
Time (hours)
Pond 3P: UNDERGROUND STORAGE
Stage-Discharge
• ��/���A Total
0 Primary
��5���� �� ❑Se ondary
•
•
Sharp-Crested Rectangular Weir •
2,104 %
w Orifice/Grate •
a 2,103 OO
•
•
•
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d
w •
2,102
i
•
•
2,101
•
0 5 10 15 20 25 30
Discharge (cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 23
Pond 3P: UNDERGROUND STORAGE
Stage-Area-Storage
0 Storage
2,105-
2,104-
d _
0 2,103-'
//Z
2,102-
//
��ADS StormTech MC-3500 d+Cap
2,101-'
Field A /
0 1
Storage(acre-feet)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Link 4L: COMBINED FLOW
Inflow Area = 5.380 ac, 64.13% Impervious, Inflow Depth > 1.14" for 2 YR event
Inflow = 0.57 cfs @ 12.18 hrs, Volume= 0.513 of
Primary = 0.57 cfs @ 12.18 hrs, Volume= 0.513 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 4L: COMBINED FLOW
Hydrograph
i Primary
I057cfs� '•: � Inflow
t
0.6-' I Os7cfs r ❑ .
I inflow Area=:5380 ac
0.55-' i..
i
0.45�
i
0.25_ I i i ,!;140;*04
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{
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:,.. ,,,i,://:,, .,, ., , . ,. . ., , , ., ' , , ., ,i , ) .r.://)
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 25
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: AREA TO ADS Runoff Area=3.870 ac 89.15% Impervious Runoff Depth=4.25"
Flow Length=1,506' Tc=9.3 min CN=94 Runoff=23.57 cfs 1.370 af
Subcatchment 2S: AREA NOT IN ADS Runoff Area=1.510 ac 0.00% Impervious Runoff Depth=1.14"
Flow Length=1,459' Tc=19.4 min CN=58 Runoff=1.68 cfs 0.143 af
Pond 3P: UNDERGROUND STORAGE Peak Elev=2,103.76' Storage=0.821 af Inflow=23.57 cfs 1.370 af
Primary=2.56 cfs 0.911 af Secondary=0.00 cfs 0.000 af Outflow=2.56 cfs 0.911 af
Link 4L: COMBINED FLOW Inflow=3.88 cfs 1.054 af
Primary=3.88 cfs 1.054 af
Total Runoff Area = 5.380 ac Runoff Volume = 1.513 af Average Runoff Depth = 3.38"
35.87% Pervious = 1.930 ac 64.13% Impervious = 3.450 ac

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 1S: AREA TO ADS
[47] Hint: Peak is 364% of capacity of segment#3
[47] Hint: Peak is 207% of capacity of segment#4
Runoff = 23.57 cfs @ 12.00 hrs, Volume= 1.370 af, Depth= 4.25"
Routed to Pond 3P : UNDERGROUND STORAGE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 YR Rainfall=4.94"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.420 61 >75% Grass cover, Good, HSG B
3.450 98 Paved parking, HSG C
3.870 94 Weighted Average
0.420 10.85% Pervious Area
3.450 89.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 44 0.0847 0.18 Sheet Flow, 44' -SHEET
Grass: Dense n= 0.240 P2= 3.49"
0.6 154 0.0500 4.54 Shallow Concentrated Flow, 154' -SHALLOW
Paved Kv= 20.3 fps
2.7 423 0.0330 2.59 6.48 Channel Flow, 423' -CHANNEL
Area= 2.5 sf Perim= 10.5' r= 0.24'
n= 0.040 Winding stream, pools & shoals
1.1 438 0.0100 6.44 11.38 Pipe Channel, 438' - PIPE
18.0" Round Area= 1.8 sf Perim=4.7' r= 0.38'
n= 0.012 Corrugated PP, smooth interior
0.8 379 8.02 Lake or Reservoir, 379' - LAKE
Mean Depth= 2.00'
0.1 68 0.0100 7.80 24.51 Pipe Channel, 68' - PIPE
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Corrugated PP, smooth interior
9.3 1,506 Total

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 27
Subcatchment IS: AREA TO ADS
Hydrograph
......................................i......................................_........................
■Runoff
5: 2357 cfs I
22 /...
e.
flitl / f1111111 '1=0 (R....RainfaH= "........
1 = / 1 ::_ :RunoffA r0=3.870 ac:.:....
161 :..; 7/ 11M ....................._:ROnOff-V�l�me�'1 �7�1 af.......
w 15
14= a... / 1 ..- ......- .....- u"
.._ _ 5"........
Len'. #h 9--5
..... . _3...rn..i.>r>i...
9
81'..• 1 10 I I I cNt. 94
3_:
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 2S: AREA NOT IN ADS
Runoff = 1.68 cfs @ 12.14 hrs, Volume= 0.143 af, Depth= 1.14"
Routed to Link 4L : COMBINED FLOW
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 YR Rainfall=4.94"
Area (ac) CN Description
0.790 55 Woods, Good, HSG B
0.720 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.510 58 Weighted Average
1.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
6.2 529 0.0800 1.41 Shallow Concentrated Flow, 529' - SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' -CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
19.4 1,459 Total
Subcatchment 2S: AREA NOT IN ADS
Hydrograph
❑Runoff
11.68 cfs I
Type II 24-hr
10 YR Rainfall 4.947
lllll :Runoff Area=1 .510 ac
Runoff Volume=0 143 af
Runoff Depth=1.14"
LL Flow Length=1,459'
Tc=19 4 min
j • GN=58
!0 ,///l/��ll/��l/��l/, �� /%�/l//,/��/ll���
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 29
Summary for Pond 3P: UNDERGROUND STORAGE
[44] Hint: Outlet device#2 is below defined storage
Inflow Area = 3.870 ac, 89.15% Impervious, Inflow Depth = 4.25" for 10 YR event
Inflow = 23.57 cfs @ 12.00 hrs, Volume= 1.370 af
Outflow = 2.56 cfs @ 12.43 hrs, Volume= 0.911 af, Atten= 89%, Lag= 25.9 min
Primary = 2.56 cfs @ 12.43 hrs, Volume= 0.911 af
Routed to Link 4L : COMBINED FLOW
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 4L : COMBINED FLOW
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,103.76' @ 12.43 hrs Surf.Area= 0.326 ac Storage= 0.821 af
Plug-Flow detention time= 491.7 min calculated for 0.911 af(66% of inflow)
Center-of-Mass det. time= 392.9 min ( 1,166.2 - 773.4 )
Volume Invert Avail.Storage Storage Description
#1A 2,100.23' 0.450 af 44.25'W x 321.18'L x 5.50'H Field A
1.794 af Overall - 0.670 af Embedded = 1.124 af x 40.0% Voids
#2A 2,100.98' 0.670 af ADS_StormTech MC-3500 d +Cap x 264 Inside #1
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
264 Chambers in 6 Rows
_ Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
1.120 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 2,098.43' 30.0" Round Culvert
L= 86.0' CPP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,098.43' /2,098.00' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf
#2 Device 1 2,100.10' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,102.90' 8.0"Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,104.07' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=2.56 cfs @ 12.43 hrs HW=2,103.76' (Free Discharge)
4-1=Culvert (Passes 2.56 cfs of 47.75 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.11 cfs @ 9.13 fps)
3=Orifice/Grate (Orifice Controls 2.44 cfs @ 3.50 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,100.23' (Free Discharge)
4-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 30
Pond 3P: UNDERGROUND STORAGE - Chamber Wizard Field A
Chamber Model =ADS_StormTech MC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03/14 with Cap
volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
44 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 319.18' Row Length +12.0" End Stone x 2 =
321.18' Base Length
6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height
264 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 29,206.1 cf Chamber Storage
78,167.2 cf Field - 29,206.1 cf Chambers = 48,961.1 cf Stone x 40.0% Voids = 19,584.4 cf Stone Storage
Chamber Storage + Stone Storage = 48,790.5 cf= 1.120 of
Overall Storage Efficiency = 62.4%
Overall System Size = 321.18' x 44.25' x 5.50'
264 Chambers
2,895.1 cy Field
1,813.4 cy Stone
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i000000i

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 31
Pond 3P: UNDERGROUND STORAGE
Hydrograph
M Inflow
;'',
2357 cfs`.......:.... ■Outflow
i......... ......... .... ... ... ■Primary
26=' ea= ■Secondary
e v= ,103.76
20
18_ zi. ;' ,,
16_'
en
V - .
14
3 =
0 12
8
6-' 2.56 cfs
4-' Z���Z ��® ��� �/
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
Time (hours)
Pond 3P: UNDERGROUND STORAGE
Stage-Discharge
��/r�lradrldr ■Total
'�' ■Primary
� ''—���'''` ..... r ■Secondary
2,105 ����
r
•
Sharp-Crested Rectangular Weir •
2,104 •
•
• •
w Orifice/Grate •
a 2,103 O% •
m
• •
2,102 •
•
0' •
2,101
7
0 5 10 15 20 25 30
Discharge (cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 32
Pond 3P: UNDERGROUND STORAGE
Stage-Area-Storage
0 Storage
2,105-
2,104-
_
0 2,103-'
//Z
/z /,
2,102-
z/ADS StormTech MC-3500 d+Cap
2,101- -
Field A /
0 1
Storage(acre-feet)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 33
Summary for Link 4L: COMBINED FLOW
Inflow Area = 5.380 ac, 64.13% Impervious, Inflow Depth > 2.35" for 10 YR event
Inflow = 3.88 cfs @ 12.19 hrs, Volume= 1.054 of
Primary = 3.88 cfs @ 12.19 hrs, Volume= 1.054 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 4L: COMBINED FLOW
Hydrograph
❑Inflow
3.88 cfs I -0 Primary
4_' 3.88 / 1 1 1 1
1 1 Inflow Area=5.380 ac
G
l
I
i
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i i i I._.._.. % i i i
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1
``
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 34
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: AREA TO ADS Runoff Area=3.870 ac 89.15% Impervious Runoff Depth=6.57"
Flow Length=1,506' Tc=9.3 min CN=94 Runoff=35.51 cfs 2.118 af
Subcatchment 2S: AREA NOT IN ADS Runoff Area=1.510 ac 0.00% Impervious Runoff Depth=2.60"
Flow Length=1,459' Tc=19.4 min CN=58 Runoff=4.30 cfs 0.327 af
Pond 3P: UNDERGROUND STORAGE Peak Elev=2,105.23' Storage=1.055 af Inflow=35.51 cfs 2.118 af
Primary=4.88 cfs 1.333 af Secondary=15.39 cfs 0.322 af Outflow=20.27 cfs 1.654 af
Link 4L: COMBINED FLOW Inflow=24.48 cfs 1.982 af
Primary=24.48 cfs 1.982 af
Total Runoff Area = 5.380 ac Runoff Volume = 2.445 af Average Runoff Depth = 5.45"
35.87% Pervious = 1.930 ac 64.13% Impervious = 3.450 ac

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 1S: AREA TO ADS
[47] Hint: Peak is 548% of capacity of segment#3
[47] Hint: Peak is 312% of capacity of segment#4
[47] Hint: Peak is 145% of capacity of segment#6
Runoff = 35.51 cfs @ 12.00 hrs, Volume= 2.118 af, Depth= 6.57"
Routed to Pond 3P : UNDERGROUND STORAGE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 YR Rainfall=7.28"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.420 61 >75% Grass cover, Good, HSG B
3.450 98 Paved parking, HSG C
3.870 94 Weighted Average
0.420 10.85% Pervious Area
3.450 89.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 44 0.0847 0.18 Sheet Flow, 44' -SHEET
Grass: Dense n= 0.240 P2= 3.49"
0.6 154 0.0500 4.54 Shallow Concentrated Flow, 154' -SHALLOW
Paved Kv= 20.3 fps
2.7 423 0.0330 2.59 6.48 Channel Flow, 423' -CHANNEL
Area= 2.5 sf Perim= 10.5' r= 0.24'
n= 0.040 Winding stream, pools & shoals
1.1 438 0.0100 6.44 11.38 Pipe Channel, 438' - PIPE
18.0" Round Area= 1.8 sf Perim=4.7' r= 0.38'
n= 0.012 Corrugated PP, smooth interior
0.8 379 8.02 Lake or Reservoir, 379' - LAKE
Mean Depth= 2.00'
0.1 68 0.0100 7.80 24.51 Pipe Channel, 68' - PIPE
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Corrugated PP, smooth interior
9.3 1,506 Total

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 36
Subcatchment IS: AREA TO ADS
/ Hydrograph
...........' .......1 ......_
■Runoff
38= ._._..-+----+--- 1 1
1 I 1 35.51 cfs 1 --
36=' + i -i-
34 .........................._�Ype 11 2 h.r__....
32
140 YR. Rarnfall 7:28
28 :.
24='
Ru n_.....ff..V_1 u me=2..118.of..
22= i........................ .........._..........._..........._........................_............_.........................._..........._Runoff._.De th.*6. 5.7"._....
LL18=. 1 1 ;..........._..........................._..........._............_.........................................-PIO ....Length 1,506 ..
12_
i
_ / C.N-g4...
4 i
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 2S: AREA NOT IN ADS
Runoff = 4.30 cfs @ 12.13 hrs, Volume= 0.327 af, Depth= 2.60"
Routed to Link 4L : COMBINED FLOW
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 YR Rainfall=7.28"
Area (ac) CN Description
0.790 55 Woods, Good, HSG B
0.720 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.510 58 Weighted Average
1.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
6.2 529 0.0800 1.41 Shallow Concentrated Flow, 529' - SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' -CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
19.4 1,459 Total
Subcatchment 2S: AREA NOT IN ADS
Hydrograph
, 111
❑Runoff
_ '',, 1 4.30 cfs I
_
..........._............._...................... Type ..1.124-hr.......
4 100 YR Rainfall 7.28"
Runoff Area=1 .510 ac
............
3 1 Runoff Volume0.327 of
j1 1 1 Runoff Depth=2.60"
LL 2_
Flov� Length �1,459'
% Tc=19.4 min
GN=58
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 38
Summary for Pond 3P: UNDERGROUND STORAGE
[44] Hint: Outlet device#2 is below defined storage
Inflow Area = 3.870 ac, 89.15% Impervious, Inflow Depth = 6.57" for 100 YR event
Inflow = 35.51 cfs @ 12.00 hrs, Volume= 2.118 af
Outflow = 20.27 cfs @ 12.10 hrs, Volume= 1.654 af, Atten= 43%, Lag= 6.0 min
Primary = 4.88 cfs @ 12.10 hrs, Volume= 1.333 af
Routed to Link 4L : COMBINED FLOW
Secondary= 15.39 cfs @ 12.10 hrs, Volume= 0.322 af
Routed to Link 4L : COMBINED FLOW
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,105.23' @ 12.10 hrs Surf.Area= 0.326 ac Storage= 1.055 af
Plug-Flow detention time= 332.1 min calculated for 1.654 af(78% of inflow)
Center-of-Mass det. time= 248.4 min ( 1,011.3 - 762.9 )
Volume Invert Avail.Storage Storage Description
#1A 2,100.23' 0.450 af 44.25'W x 321.18'L x 5.50'H Field A
1.794 af Overall - 0.670 af Embedded = 1.124 af x 40.0% Voids
#2A 2,100.98' 0.670 af ADS_StormTech MC-3500 d +Cap x 264 Inside #1
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
264 Chambers in 6 Rows
_ Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
1.120 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 2,098.43' 30.0" Round Culvert
L= 86.0' CPP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,098.43' /2,098.00' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf
#2 Device 1 2,100.10' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,102.90' 8.0"Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,104.07' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=4.88 cfs @ 12.10 hrs HW=2,105.23' (Free Discharge)
4-1=Culvert (Passes 4.88 cfs of 55.67 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.13 cfs @ 10.84 fps)
3=Orifice/Grate (Orifice Controls 4.75 cfs @ 6.80 fps)
Secondary OutFlow Max=15.36 cfs @ 12.10 hrs HW=2,105.23' (Free Discharge)
4-4=Sharp-Crested Rectangular Weir (Weir Controls 15.36 cfs @ 3.52 fps)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 39
Pond 3P: UNDERGROUND STORAGE - Chamber Wizard Field A
Chamber Model =ADS_StormTech MC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03/14 with Cap
volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
44 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 319.18' Row Length +12.0" End Stone x 2 =
321.18' Base Length
6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height
264 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 29,206.1 cf Chamber Storage
78,167.2 cf Field - 29,206.1 cf Chambers = 48,961.1 cf Stone x 40.0% Voids = 19,584.4 cf Stone Storage
Chamber Storage + Stone Storage = 48,790.5 cf= 1.120 of
Overall Storage Efficiency = 62.4%
Overall System Size = 321.18' x 44.25' x 5.50'
264 Chambers
2,895.1 cy Field
1,813.4 cy Stone
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i000000i

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 40
Pond 3P: UNDERGROUND STORAGE
Hydrograph
Oinflutorlow
t
,;' .:..................... - _.._.= _._ ry
inflow Area......3. 0_ac ■■SecondaryPrima
38 p Q`'
324 i Pi+-.1-.
30'_''
28 :-
26-' j' : i-..... '..................2 27 cfs
24 ' '' I
w 22-
20-' 7
18=
�y 1 __ 115 39 cfs i
•
8 / is //
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
Time (hours)
Pond 3P: UNDERGROUND STORAGE
Stage-Discharge
l!r
• ��/rrrrr� ■Total
'�' •
■Primary
''
''—���'''` ..... r ■Secondary
•
2,105 ���� •
r
Sharp-Crested Rectangular Weir
2,104 %
d
w Orifice/Grate
a 2,103 �% •• •
I
w
2,102 % j
2,101
7
0 5 10 15 20 25 30
Discharge (cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 41
Pond 3P: UNDERGROUND STORAGE
Stage-Area-Storage
0 Storage
2,105-
2,104-
_
0 2,103-'
//Z
2,102-
//
./7ADS StormTech MC-3500 d+Cap
2,101- -
Field A /
0 1
Storage(acre-feet)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 42
Summary for Link 4L: COMBINED FLOW
Inflow Area = 5.380 ac, 64.13% Impervious, Inflow Depth > 4.42" for 100 YR event
Inflow = 24.48 cfs @ 12.10 hrs, Volume= 1.982 af
Primary = 24.48 cfs @ 12.10 hrs, Volume= 1.982 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 4L: COMBINED FLOW
Hydrograph
Primary
flow
za.aa cfs L............ ._-..- ..-..-..-..-._. ..-..
........ ...
26 1 za.48 cfs Y I _..
❑ n
= nf ow I ree.-5-3.3.0_ec...._
24_ 1 1
20-"
......... ........ ......... ......... ......... ....
18= i
i
3
0
10
g_ , 11111111
2
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 43
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: AREA TO ADS Runoff Area=3.870 ac 89.15% Impervious Runoff Depth=0.79"
Flow Length=1,506' Tc=9.3 min CN=94 Runoff=4.76 cfs 0.253 af
Subcatchment 2S: AREA NOT IN ADS Runoff Area=1.510 ac 0.00% Impervious Runoff Depth=0.00"
Flow Length=1,459' Tc=19.4 min CN=58 Runoff=0.00 cfs 0.000 af
Pond 3P: UNDERGROUND STORAGE Peak Elev=2,101.30' Storage=0.189 af Inflow=4.76 cfs 0.253 af
Primary=0.06 cfs 0.178 af Secondary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.178 af
Link 4L: COMBINED FLOW Inflow=0.06 cfs 0.178 af
Primary=0.06 cfs 0.178 af
Total Runoff Area = 5.380 ac Runoff Volume = 0.253 af Average Runoff Depth = 0.56"
35.87% Pervious = 1.930 ac 64.13% Impervious = 3.450 ac

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 1S: AREA TO ADS
Runoff = 4.76 cfs @ 12.01 hrs, Volume= 0.253 af, Depth= 0.79"
Routed to Pond 3P : UNDERGROUND STORAGE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr WQV Rainfall=1.33"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.420 61 >75% Grass cover, Good, HSG B
3.450 98 Paved parking, HSG C
3.870 94 Weighted Average
0.420 10.85% Pervious Area
3.450 89.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.0 44 0.0847 0.18 Sheet Flow, 44' -SHEET
Grass: Dense n= 0.240 P2= 3.49"
0.6 154 0.0500 4.54 Shallow Concentrated Flow, 154' -SHALLOW
Paved Kv= 20.3 fps
2.7 423 0.0330 2.59 6.48 Channel Flow, 423' -CHANNEL
Area= 2.5 sf Perim= 10.5' r= 0.24'
n= 0.040 Winding stream, pools & shoals
1.1 438 0.0100 6.44 11.38 Pipe Channel, 438' - PIPE
18.0" Round Area= 1.8 sf Perim=4.7' r= 0.38'
n= 0.012 Corrugated PP, smooth interior
0.8 379 8.02 Lake or Reservoir, 379' - LAKE
Mean Depth= 2.00'
0.1 68 0.0100 7.80 24.51 Pipe Channel, 68' - PIPE
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Corrugated PP, smooth interior
9.3 1,506 Total

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 45
Subcatchment IS: AREA TO ADS
Hydrograph
........ _ ..... •Runoff
5- 14.76 cts l
Typo II 24-hr
-IWQV Raktf011*-1.33ri
4-'
Runoff Area=3.$70 ac
- Ru.n.of..f.-Volu.me0.2.53..-.af.-..-..
w 3-
Ronoff'Depthrr0.79"
Flow Len: th=1,506'
Tc=9.3 min
GN=94
1 I H I I I
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 2S: AREA NOT IN ADS
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Routed to Link 4L : COMBINED FLOW
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr WQV Rainfall=1.33"
Area (ac) CN Description
0.790 55 Woods, Good, HSG B
0.720 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.510 58 Weighted Average
1.510 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0847 0.14 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
6.2 529 0.0800 1.41 Shallow Concentrated Flow, 529' -SHALLOW
Woodland Kv= 5.0 fps
1.7 830 0.0289 8.30 103.72 Channel Flow, 830' -CHANNEL
Area= 12.5 sf Perim= 8.3' r= 1.51'
n= 0.040 Winding stream, pools & shoals
19.4 1,459 Total

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 47
Subcatchment 2S: AREA NOT IN ADS
Hydrograph
1 < D Runoff
Type I I'24 h r
WQV Rainfalll.33"
:Runoff Area=1.510 ac
lll
Runoff Volum0.000 o e� f
Runoff'Depth40.00"
LL Flow Length 1,459'
Tc=19.4 min
lllllllllllllll GN=50
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
Time (hours)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 48
Summary for Pond 3P: UNDERGROUND STORAGE
[44] Hint: Outlet device#2 is below defined storage
Inflow Area = 3.870 ac, 89.15% Impervious, Inflow Depth = 0.79" for WQV event
Inflow = 4.76 cfs @ 12.01 hrs, Volume= 0.253 af
Outflow = 0.06 cfs @ 19.75 hrs, Volume= 0.178 af, Atten= 99%, Lag= 464.7 min
Primary = 0.06 cfs @ 19.75 hrs, Volume= 0.178 af
Routed to Link 4L : COMBINED FLOW
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 4L : COMBINED FLOW
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,101.30' @ 19.75 hrs Surf.Area= 0.326 ac Storage= 0.189 af
Plug-Flow detention time= 1,010.1 min calculated for 0.178 of(70% of inflow)
Center-of-Mass det. time= 909.7 min ( 1,729.7 - 820.0 )
Volume Invert Avail.Storage Storage Description
#1A 2,100.23' 0.450 af 44.25'W x 321.18'L x 5.50'H Field A
1.794 af Overall - 0.670 af Embedded = 1.124 af x 40.0% Voids
#2A 2,100.98' 0.670 af ADS_StormTech MC-3500 d +Cap x 264 Inside #1
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
264 Chambers in 6 Rows
_ Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
1.120 af Total Available Storage
Storage Group A created with Chamber Wizard
Device Routing Invert Outlet Devices
#1 Primary 2,098.43' 30.0" Round Culvert
L= 86.0' CPP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,098.43' /2,098.00' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 4.91 sf
#2 Device 1 2,100.10' 1.5"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,102.90' 8.0"Vert. Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,104.07' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=0.06 cfs @ 19.75 hrs HW=2,101.30' (Free Discharge)
4-1=Culvert (Passes 0.06 cfs of 27.18 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.06 cfs @ 5.14 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,100.23' (Free Discharge)
4-4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 49
Pond 3P: UNDERGROUND STORAGE - Chamber Wizard Field A
Chamber Model =ADS_StormTech MC-3500 d +Cap (ADS StormTech®MC-3500 d rev 03/14 with Cap
volume)
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
Cap Storage= 14.9 cf x 2 x 6 rows = 178.8 cf
77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing
44 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 319.18' Row Length +12.0" End Stone x 2 =
321.18' Base Length
6 Rows x 77.0" Wide + 9.0" Spacing x 5 + 12.0" Side Stone x 2 = 44.25' Base Width
9.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.50' Field Height
264 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 6 Rows = 29,206.1 cf Chamber Storage
78,167.2 cf Field - 29,206.1 cf Chambers = 48,961.1 cf Stone x 40.0% Voids = 19,584.4 cf Stone Storage
Chamber Storage + Stone Storage = 48,790.5 cf= 1.120 of
Overall Storage Efficiency = 62.4%
Overall System Size = 321.18' x 44.25' x 5.50'
264 Chambers
2,895.1 cy Field
1,813.4 cy Stone
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i000000i

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 50
Pond 3P: UNDERGROUND STORAGE
Hydrograph
;' �4.76 cfs� •Outflow
Inflow Area=3.87"0 lad .Inflow
■.Prima
Se ondary
PeakI'ev...._ ,,�0.� 30
storage=0*189 of
4- i.
. 3—`'
_
o
.
0;06 cfs r
I
0.00 cfs 0
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
Time (hours)
Pond 3P: UNDERGROUND STORAGE
Stage-Discharge
lrAdirArr
��/r� ■Total
'r' ■Primary
� ' ���'''` ..... r ■Secondary
oiarsiii
2,105 ���� •
r
Sharp-Crested Rectangular Weir
2,104 %
w Orifice/Grate
•
a 2,103 O% •
m •
w
2,102 •
•
2,101
7
0 5 10 15 20 25 30
Discharge (cfs)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 51
Pond 3P: UNDERGROUND STORAGE
Stage-Area-Storage
0 Storage
2,105-
2,104-
d _
0 2,103-'
//Z
2,102-
//
��ADS StormTech MC-3500 d+Cap
2,101-'
Field A /
0 1
Storage(acre-feet)

UNDERGROUND STORAGE (PLUS FUTURE)_REV-1 Type 1124-hr WQV Rainfall=1.33"
Prepared by LE&D Professionals, PC Printed 7/9/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 52
Summary for Link 4L: COMBINED FLOW
Inflow Area = 5.380 ac, 64.13% Impervious, Inflow Depth > 0.40" for WQV event
Inflow = 0.06 cfs @ 19.75 hrs, Volume= 0.178 af
Primary = 0.06 cfs @ 19.75 hrs, Volume= 0.178 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 4L: COMBINED FLOW
Hydrograph
❑Inflow
0.07 Pn
006ci ❑ mary
0.0657 ,' I
o os crs O ac
0.067
0.055
. ,
0.05 .............................................
0.045- :"
......_;.....
w 0.04_
U
0.035-'
o -
IL 0.03=
0.025=
0.02
0.015
0.01-
0.005-'
0
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
Time (hours)

1111
EX. POND RAINAGE
AEA
2P
EX. POND
(Subcat Reach on Routing Diagram for PRE EX. POND
Prepared by LE&D Professionals, PC, Printed 4/26/2024
HydroCAD®10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC

PRE EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1 YR Type II 24-hr Default 24.00 1 2.91 2
2 2 YR Type II 24-hr Default 24.00 1 3.49 2
3 10 YR Type II 24-hr Default 24.00 1 4.94 2
4 100 YR Type II 24-hr Default 24.00 1 7.28 2

PRE EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.950 61 >75% Grass cover, Good, HSG B (1S)
2.890 98 Paved parking, HSG C (1S)
0.160 55 Woods, Good, HSG B (1S)
5.000 82 TOTAL AREA

PRE EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
2.110 HSG B 1S
2.890 HSG C 1 S
0.000 HSG D
0.000 Other
5.000 TOTAL AREA

PRE EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 1.950 0.000 0.000 0.000 1.950 >75% Grass cover, Good 1 S
0.000 0.000 2.890 0.000 0.000 2.890 Paved parking 1 S
0.000 0.160 0.000 0.000 0.000 0.160 Woods, Good 1S
0.000 2.110 2.890 0.000 0.000 5.000 TOTAL AREA

PRE EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 6
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name
1 2P 2,129.43 2,124.65 158.2 0.0302 0.025 0.0 36.0 0.0

PRE EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 7
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. POND DRAINAGE Runoff Area=5.000 ac 57.80% Impervious Runoff Depth=1.31"
Tc=5.0 min CN=82 Runoff=12.18 cfs 0.545 af
Pond 2P: EX. POND Peak Elev=2,130.78' Storage=37 cf Inflow=12.18 cfs 0.545 af
36.0" Round Culvert n=0.025 L=158.2' S=0.0302 '/' Outflow=12.17 cfs 0.545 af
Total Runoff Area = 5.000 ac Runoff Volume = 0.545 af Average Runoff Depth = 1.31"
42.20% Pervious = 2.110 ac 57.80% Impervious = 2.890 ac

PRE EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1 S: EX. POND DRAINAGE AREA
Runoff = 12.18 cfs @ 11.96 hrs, Volume= 0.545 af, Depth= 1.31"
Routed to Pond 2P : EX. POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 YR Rainfall=2.91"
Area (ac) CN Description
0.160 55 Woods, Good, HSG B
1.950 61 >75% Grass cover, Good, HSG B
2.890 98 Paved parking, HSG C
5.000 82 Weighted Average
2.110 42.20% Pervious Area
2.890 57.80% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. POND DRAINAGE AREA
Hydrograph
7
■Runoff
13
12.18 cfs .........
i I
12
- i
r
e
gip._.:
11-'
... ......... .... ..... ............_............_........................_........... ........ ......._.-...........1......YR....Rainfall2..0'1_1..............
10
....................................._i......... ..... _....... ..... .... ..... ..... .... ...... .... boo .....
9_:
/
R
Qtu me=0. 54
f .... f_._...
unof
Runoff-Dapth4 -1- .....
6- III I III IT Yc*520.....m i D
5_ 11111 CN=82
3-:-
2
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
Time (hours)

PRE EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Pond 2P: EX. POND
[44] Hint: Outlet device#1 is below defined storage
Inflow Area = 5.000 ac, 57.80% Impervious, Inflow Depth = 1.31" for 1 YR event
Inflow = 12.18 cfs @ 11.96 hrs, Volume= 0.545 of
Outflow = 12.17 cfs @ 11.97 hrs, Volume= 0.545 af, Atten= 0%, Lag= 0.1 min
Primary = 12.17 cfs @ 11.97 hrs, Volume= 0.545 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,130.78' @ 11.97 hrs Surf.Area= 89 sf Storage= 37 cf
Plug-Flow detention time= 0.0 min calculated for 0.545 af(100% of inflow)
Center-of-Mass det. time= 0.0 min ( 836.8 - 836.8 )
Volume Invert Avail.Storage Storage Description
#1 2,130.00' 20,149 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
2,130.00 16 28.1 0 0 16
2,131.00 121 72.3 60 60 373
2,132.00 313 109.4 210 270 917
2,133.00 598 146.9 448 718 1,692
2,134.00 1,024 178.6 802 1,519 2,529
2,135.00 1,816 220.7 1,401 2,920 3,882
2,136.00 2,663 253.8 2,226 5,147 5,154
2,137.00 3,443 274.5 3,045 8,191 6,064
2,138.00 5,977 588.6 4,652 12,843 27,641
2,139.00 8,721 716.0 7,306 20,149 40,884
Device Routing Invert Outlet Devices
#1 Primary 2,129.43' 36.0" Round Culvert
L= 158.2' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,129.43' /2,124.65' S= 0.0302 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 7.07 sf
Primary OutFlow Max=12.14 cfs @ 11.97 hrs HW=2,130.78' (Free Discharge)
4-1=Culvert (Inlet Controls 12.14 cfs @ 3.95 fps)

PRE EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 10
Pond 2P: EX. POND
Hydrograph
/........................................................................................................................................................................................................ •
11
: iiiiii
IPrim Inflow
_._._..------........-----.....-----...._..._. 72.18 cfs� _....._........--._'.............'._........_'.----- -- --- --- --_ ._. .... .... ..... ...- -- --- --- ....._.. Primary
I I -� 1
13_ z n t 11 cfs
In ow rea-5 0 _0 a0.
11 Pak... �e�=2 130 7 '
10�`
_ i .
3
r a
i
i
7_ .
3 =
o -
-i-
LL 6=
. ........ .... ... ...... ....... ........ ........ .......... .
-158.21
'
I
//
1�
o: ///////////////// ////�yaii,///ice
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
Time (hours)
Pond 2P: EX. POND
Stage-Discharge
2,139J/' •Pr
imary
2,138
•
•
2,137-.
•
•
2,136-.
•
2,135-' •
c -
•
rts
2,134
w
2,133-'
2,132 �
7 '
2,131 / •
•
2,130 . . i'. . . . i'. . . . i . . . : i'. . . . i . . . : i . . . : i", . . : , . . : : i . . . : , . . . : i": . . : . . . . : . . . . : i", . . : , . . . :
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Discharge (cfs)

PRE EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 11
Pond 2P: EX. POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 0 Surface
..' 0 Storage
2,139 •
•
'' _
2,137- i 1
•
2,136
cu -
d ;
c
0
-
m •
•
•
•
•
•
•
21347.
a -
Lu -
2,133
2,132-,j
2,131] •
•
•
•
•
�� •
•
•
•
Custom Stage Data,
2,130 ,' -r
0 5,000 10,000 15,000 20,000
Storage(cubic-feet)

PRE EX. POND Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 12
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. POND DRAINAGE Runoff Area=5.000 ac 57.80% Impervious Runoff Depth=1.77"
Tc=5.0 min CN=82 Runoff=16.43 cfs 0.739 af
Pond 2P: EX. POND Peak Elev=2,131.02' Storage=63 cf Inflow=16.43 cfs 0.739 af
36.0" Round Culvert n=0.025 L=158.2' S=0.0302 '/' Outflow=16.42 cfs 0.739 af
Total Runoff Area = 5.000 ac Runoff Volume = 0.739 af Average Runoff Depth = 1.77"
42.20% Pervious = 2.110 ac 57.80% Impervious = 2.890 ac

PRE EX. POND Type II 24-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1 S: EX. POND DRAINAGE AREA
Runoff = 16.43 cfs @ 11.96 hrs, Volume= 0.739 af, Depth= 1.77"
Routed to Pond 2P : EX. POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2 YR Rainfall=3.49"
Area (ac) CN Description
0.160 55 Woods, Good, HSG B
1.950 61 >75% Grass cover, Good, HSG B
2.890 98 Paved parking, HSG C
5.000 82 Weighted Average
2.110 42.20% Pervious Area
2.890 57.80% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. POND DRAINAGE AREA
Hydrograph
18 ■Runoff
17- I i 106.439r_s]
r.
I / t R'ai-nfaN43:43
....... .....:."RI. .n.of Ai ....... . O.O.O....ac...
me=0739..._af........
11= " ...... RunOff...VQ1u....... : ..... . .........:.... .
11ungf#Dept .17 '
o iinih
8 : c ..... _ .....
6z
r 1-
3 i
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
Time (hours)

PRE EX. POND Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Pond 2P: EX. POND
[44] Hint: Outlet device#1 is below defined storage
Inflow Area = 5.000 ac, 57.80% Impervious, Inflow Depth = 1.77" for 2 YR event
Inflow = 16.43 cfs @ 11.96 hrs, Volume= 0.739 af
Outflow = 16.42 cfs @ 11.96 hrs, Volume= 0.739 af, Atten= 0%, Lag= 0.1 min
Primary = 16.42 cfs @ 11.96 hrs, Volume= 0.739 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,131.02' @ 11.96 hrs Surf.Area= 125 sf Storage= 63 cf
Plug-Flow detention time= 0.0 min calculated for 0.739 af(100% of inflow)
Center-of-Mass det. time= 0.0 min ( 828.0 - 828.0 )
Volume Invert Avail.Storage Storage Description
#1 2,130.00' 20,149 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
2,130.00 16 28.1 0 0 16
2,131.00 121 72.3 60 60 373
2,132.00 313 109.4 210 270 917
2,133.00 598 146.9 448 718 1,692
2,134.00 1,024 178.6 802 1,519 2,529
2,135.00 1,816 220.7 1,401 2,920 3,882
2,136.00 2,663 253.8 2,226 5,147 5,154
2,137.00 3,443 274.5 3,045 8,191 6,064
2,138.00 5,977 588.6 4,652 12,843 27,641
2,139.00 8,721 716.0 7,306 20,149 40,884
Device Routing Invert Outlet Devices
#1 Primary 2,129.43' 36.0" Round Culvert
L= 158.2' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,129.43' /2,124.65' S= 0.0302 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 7.07 sf
Primary OutFlow Max=16.37 cfs @ 11.96 hrs HW=2,131.02' (Free Discharge)
4-1=Culvert (Inlet Controls 16.37 cfs @ 4.30 fps)

PRE EX. POND Type II 24-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 15
Pond 2P: EX. POND
Hydrograph
e Inflow
18=' 1643cfs I 0 Primary
17= I16.42 cfs'>' _.. - rea=5.000..ac
--. -- lnfio�r-�►-
16
15=' ev 2 131....02.t.......
14= `
Sttirage 63
12 36 1i
, `
i i i i i '
i i i i i i i i
10- i._
,
tL 8 ,' .... ....n..�0.025
r
6='
5 / ...._;.........._............:..........._;. ..... .... ... ...... ........................ 0.030f .._� �......_
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
Time (hours)
Pond 2P: EX. POND
/'
2,139J Stage-Discharge
•
•Pr
•
imary
2,138-' •
2,137-.
2,136-.
•
2,135-' •
0 c _
d
2,134
w •
-
2,133-'
•
2,132 �
7
•
2,131 /
2,130 , : ,'. . , : ,'. . . , ,'. , , : ,'. , , : ,'. , , : ,', , , ; , , , ; , , ; ; ,', , , : , , , : , , , : , , , : , , , : , , , : , , , :�
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Discharge (cfs)

PRE EX. POND Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 16
Pond 2P: EX. POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 0 Surface
Storage
���'�
2,138-' Jr:"' /'..... ..........._....
•• i
2,137-
2,136 s
w -
d ;
2,135-" ..-.. i--i--..-.-
t
c
o -
tc:
•
•
2134-'
a - i -.
Lu •
-
•
•
2,133
2,132-,j
2,131] •
Custom Stage Data
2,130 ,' f,
0 5,000 10,000 15,000 20,000
Storage(cubic-feet)

PRE EX. POND Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 17
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. POND DRAINAGE Runoff Area=5.000 ac 57.80% Impervious Runoff Depth=3.03"
Tc=5.0 min CN=82 Runoff=27.48 cfs 1.261 af
Pond 2P: EX. POND Peak Elev=2,131.60' Storage=163 cf Inflow=27.48 cfs 1.261 af
36.0" Round Culvert n=0.025 L=158.2' S=0.0302 '/' Outflow=27.46 cfs 1.261 af
Total Runoff Area = 5.000 ac Runoff Volume = 1.261 af Average Runoff Depth = 3.03"
42.20% Pervious = 2.110 ac 57.80% Impervious = 2.890 ac

PRE EX. POND Type II 24-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1 S: EX. POND DRAINAGE AREA
Runoff = 27.48 cfs @ 11.96 hrs, Volume= 1.261 af, Depth= 3.03"
Routed to Pond 2P : EX. POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 YR Rainfall=4.94"
Area (ac) CN Description
0.160 55 Woods, Good, HSG B
1.950 61 >75% Grass cover, Good, HSG B
2.890 98 Paved parking, HSG C
5.000 82 Weighted Average
2.110 42.20% Pervious Area
2.890 57.80% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. POND DRAINAGE AREA
Hydrograph
----..............................._i..........._........................._.............._.......................
30 ■Runoff
iiiiI27.48cfsilliii ! ! ! ! ! ! ! illii
28 i 26='
24 i yR
Ranfall44`
22= 1 =
: .
...... ..._R.wn.off...A�e0.......5. 1)00....ac...
20=. i
RunoffVolume-1 61 Of
18 i
es. kUiri6ffDepth
- 1 } 1 C
14 C�J
i
T10
12 HHHH w'i
10
8
6
4 -'
2 %I///
o
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
Time (hours)

PRE EX. POND Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Pond 2P: EX. POND
[44] Hint: Outlet device#1 is below defined storage
Inflow Area = 5.000 ac, 57.80% Impervious, Inflow Depth = 3.03" for 10 YR event
Inflow = 27.48 cfs @ 11.96 hrs, Volume= 1.261 af
Outflow = 27.46 cfs @ 11.96 hrs, Volume= 1.261 af, Atten= 0%, Lag= 0.2 min
Primary = 27.46 cfs @ 11.96 hrs, Volume= 1.261 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,131.60' @ 11.96 hrs Surf.Area= 225 sf Storage= 163 cf
Plug-Flow detention time= 0.0 min calculated for 1.260 af(100% of inflow)
Center-of-Mass det. time= 0.0 min ( 812.8 - 812.8 )
Volume Invert Avail.Storage Storage Description
#1 2,130.00' 20,149 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
2,130.00 16 28.1 0 0 16
2,131.00 121 72.3 60 60 373
2,132.00 313 109.4 210 270 917
2,133.00 598 146.9 448 718 1,692
2,134.00 1,024 178.6 802 1,519 2,529
2,135.00 1,816 220.7 1,401 2,920 3,882
2,136.00 2,663 253.8 2,226 5,147 5,154
2,137.00 3,443 274.5 3,045 8,191 6,064
2,138.00 5,977 588.6 4,652 12,843 27,641
2,139.00 8,721 716.0 7,306 20,149 40,884
Device Routing Invert Outlet Devices
#1 Primary 2,129.43' 36.0" Round Culvert
L= 158.2' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,129.43' /2,124.65' S= 0.0302 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 7.07 sf
Primary OutFlow Max=27.39 cfs @ 11.96 hrs HW=2,131.60' (Free Discharge)
4-1=Culvert (Inlet Controls 27.39 cfs @ 5.01 fps)

PRE EX. POND Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 20
Pond 2P: EX. POND
Hydrograph
I ❑Inflow
__....1 1
H
307 127 as c(s I i Primary
28- : j ,27.4 f{� 1 1 tnfl oW Area-5.00 V i ad
❑
26_' I // 1 ,Peak Elev=2,131.60'...._
24�
22= '
i /✓ Storage=163 -Of
3C0
., 18
i
- 16= / Lfrid Culwert
c 14-
12=".
10=
58...2'..
8 4 S 0 0302.._Tii....
6 "
2 / r
/ /// //////////////////////////////////////////////////////////////////////
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
Time (hours)
Pond 2P: EX. POND
/' •
Stage-Discharge
2,139- •Pr
imary
2,138-.
2,137-"
2,136-"
m •
2,135
c -
O2,134_ ..............._............._............_...........__.............._............._..... ._........ ........... ......._.. .._........ _..........._ ......._.. ............ ..........._ ......._.. .._........ _............_
d
2,133-'
•
•
•
2,132]' ,,,4 •
2,131
2,130
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Discharge (cfs)

PRE EX. POND Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 21
Pond 2P: EX. POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 0 Surface
•
..' 0 Storage
2,139 •
'' _
2,137- i 1
•
2,136
w -
;
2,135-'. ..... - -....-
t
c
o -
•
•
•
•
•
•
•
m 2134-'
a -
Lu -
2,133
2,132-,j
2,131] , •
•
•
•
•
•
•
•
•
•
Custom Stage Data,
2,130 ,' -r
0 5,000 10,000 15,000 20,000
Storage(cubic-feet)

PRE EX. POND Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 22
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. POND DRAINAGE Runoff Area=5.000 ac 57.80% Impervious Runoff Depth=5.18"
Tc=5.0 min CN=82 Runoff=45.70 cfs 2.158 af
Pond 2P: EX. POND Peak Elev=2,132.70' Storage=553 cf Inflow=45.70 cfs 2.158 af
36.0" Round Culvert n=0.025 L=158.2' S=0.0302 '/' Outflow=45.28 cfs 2.158 af
Total Runoff Area = 5.000 ac Runoff Volume = 2.158 af Average Runoff Depth = 5.18"
42.20% Pervious = 2.110 ac 57.80% Impervious = 2.890 ac

PRE EX. POND Type II 24-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1 S: EX. POND DRAINAGE AREA
Runoff = 45.70 cfs @ 11.96 hrs, Volume= 2.158 af, Depth= 5.18"
Routed to Pond 2P : EX. POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 YR Rainfall=7.28"
Area (ac) CN Description
0.160 55 Woods, Good, HSG B
1.950 61 >75% Grass cover, Good, HSG B
2.890 98 Paved parking, HSG C
5.000 82 Weighted Average
2.110 42.20% Pervious Area
2.890 57.80% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. POND DRAINAGE AREA
Hydrograph
--........ --..._+-----i---.._..-.._.._..--.
50- ........._:.............;........................._1........................_�..........._......_............_.. ...._ ......_ ....._ ..... .... .... _..... _..... _.... _... _.. .._ ■Runoff
48fi-
44= pe.....11 LThr....
T
42'_
0f� pp 11 7
40= lf0i�i Rinfa11. 7. g �....
R
32;
i
Runoff
V©lume-2 15 Of
:
28= flit 1p 11. 1111 IRunoff.D h=518"._._..
3 26=
t -I
TC 34Q....01.1.1 ......-
.......
i
+ i
12 t / If 1111111111111
10
6
_0
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
Time (hours)

PRE EX. POND Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Pond 2P: EX. POND
[44] Hint: Outlet device#1 is below defined storage
Inflow Area = 5.000 ac, 57.80% Impervious, Inflow Depth = 5.18" for 100 YR event
Inflow = 45.70 cfs @ 11.96 hrs, Volume= 2.158 af
Outflow = 45.28 cfs @ 11.97 hrs, Volume= 2.158 af, Atten= 1%, Lag= 0.6 min
Primary = 45.28 cfs @ 11.97 hrs, Volume= 2.158 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,132.70' @ 11.97 hrs Surf.Area= 503 sf Storage= 553 cf
Plug-Flow detention time= 0.1 min calculated for 2.158 of(100% of inflow)
Center-of-Mass det. time= 0.1 min ( 797.6 - 797.5 )
Volume Invert Avail.Storage Storage Description
#1 2,130.00' 20,149 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
2,130.00 16 28.1 0 0 16
2,131.00 121 72.3 60 60 373
2,132.00 313 109.4 210 270 917
2,133.00 598 146.9 448 718 1,692
2,134.00 1,024 178.6 802 1,519 2,529
2,135.00 1,816 220.7 1,401 2,920 3,882
2,136.00 2,663 253.8 2,226 5,147 5,154
2,137.00 3,443 274.5 3,045 8,191 6,064
2,138.00 5,977 588.6 4,652 12,843 27,641
2,139.00 8,721 716.0 7,306 20,149 40,884
Device Routing Invert Outlet Devices
#1 Primary 2,129.43' 36.0" Round Culvert
L= 158.2' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,129.43' /2,124.65' S= 0.0302 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 7.07 sf
Primary OutFlow Max=45.21 cfs @ 11.97 hrs HW=2,132.69' (Free Discharge)
4-1=Culvert (Inlet Controls 45.21 cfs @ 6.40 fps)

PRE EX. POND Type II 24-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 25
Pond 2P: EX. POND
Hydrograph
50/..,
j..... Pnm
as.7ocfs ' arY
nflow
i45.28cts Inflow Area- .000'ac l
45-"
/i 1 I 1 I I 1 i IPeak Elev=2132 70'
40
S#ora9 a 5�53 cf
35-"""
30
w
I�ou d_� , Ivert
r� u
3 25—•
o —
LL 1"1-0.Q2 _..
: 0
`
15
i
i Tit-
10-'
'��
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
Time (hours)
Pond 2P: EX. POND
/' Stage-Discharge
2,139J •
•
•
•
•
•
•
•
•Pr
imary
•
2,138-:
2,137-"
2,136-"
• •
2,135-" •
•
c _
0
2,134
d
w •
2,133-' •
2,132 �
7 .
2,131 • ••
2,130 . : , . . : , . . . , ,'. . . : . . . . : . . . . : . . . : . . . : . . : : . . . . : . . . : . . . : . . . : . . . : . . . : . . . :
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Discharge (cfs)

PRE EX. POND Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 26
Pond 2P: EX. POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 0 Surface
... 0 Storage
2,139
'' _ •
i
2,137- i 1
•
2,136 s
-
d ;
C
0 -
tr,
•
•
•
•
•
•
•
2134-'
a - i i !
Lu -
•
2,133
2,132-,j
2,131]�� •
Custom Stage Data, •
2,130 ,' -r
0 5,000 10,000 15,000 20,000
Storage(cubic-feet)

EX. POND RAINAGE
A EA
2P
EX. POND
(Subcat Reach on Routing Diagram for POST EX.POND
Prepared by LE&D Professionals, PC, Printed 4/26/2024
HydroCAD®10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC

POST EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1 YR Type II 24-hr Default 24.00 1 2.91 2
2 2 YR Type II 24-hr Default 24.00 1 3.49 2
3 10 YR Type II 24-hr Default 24.00 1 4.94 2
4 100 YR Type II 24-hr Default 24.00 1 7.28 2

POST EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
2.220 61 >75% Grass cover, Good, HSG B (1S)
2.800 98 Paved parking, HSG C (1S)
0.040 55 Woods, Good, HSG B (1S)
5.060 81 TOTAL AREA

POST EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
2.260 HSG B 1 S
2.800 HSG C 1 S
0.000 HSG D
0.000 Other
5.060 TOTAL AREA

POST EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 2.220 0.000 0.000 0.000 2.220 >75% Grass cover, Good 1 S
0.000 0.000 2.800 0.000 0.000 2.800 Paved parking 1 S
0.000 0.040 0.000 0.000 0.000 0.040 Woods, Good 1S
0.000 2.260 2.800 0.000 0.000 5.060 TOTAL AREA

POST EX. POND
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 6
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name
1 2P 2,129.43 2,124.65 158.2 0.0302 0.025 0.0 36.0 0.0

POST EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 7
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. POND DRAINAGE Runoff Area=5.060 ac 55.34% Impervious Runoff Depth=1.24"
Tc=5.0 min CN=81 Runoff=11.73 cfs 0.525 af
Pond 2P: EX. POND Peak Elev=2,132.04' Storage=284 cf Inflow=11.73 cfs 0.525 af
Outflow=11.30 cfs 0.525 af
Total Runoff Area = 5.060 ac Runoff Volume = 0.525 af Average Runoff Depth = 1.24"
44.66% Pervious = 2.260 ac 55.34% Impervious = 2.800 ac

POST EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1 S: EX. POND DRAINAGE AREA
Runoff = 11.73 cfs @ 11.96 hrs, Volume= 0.525 af, Depth= 1.24"
Routed to Pond 2P : EX. POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 YR Rainfall=2.91"
Area (ac) CN Description
0.040 55 Woods, Good, HSG B
2.220 61 >75% Grass cover, Good, HSG B
2.800 98 Paved parking, HSG C
5.060 81 Weighted Average
2.260 44.66% Pervious Area
2.800 55.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. POND DRAINAGE AREA
Hydrograph
13 ■Runoff
12 '
3cs
:
11=
_ ...........-.......... / ,........_..._......_...._.............._............_.._........._._.........._..i............_............. .....YR.._Ra.nfalll -2:'0.1"....--
10 '
9
Runoff Ares S.OGO ac
8_ IRunofff Volume=0525 of
Runoff;Depth=124"....
6_ , Tc*5.0 m I n
5 ✓4-`
3
0 /lf//C(//�lf/�<f(��lf
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
Time (hours)

POST EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Pond 2P: EX. POND
[44] Hint: Outlet device #2 is below defined storage
Inflow Area = 5.060 ac, 55.34% Impervious, Inflow Depth = 1.24" for 1 YR event
Inflow = 11.73 cfs @ 11.96 hrs, Volume= 0.525 af
Outflow = 11.30 cfs @ 11.98 hrs, Volume= 0.525 af, Atten= 4%, Lag= 1.1 min
Primary = 11.30 cfs @ 11.98 hrs, Volume= 0.525 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,132.04' @ 11.98 hrs Surf.Area= 323 sf Storage= 284 cf
Plug-Flow detention time= 0.1 min calculated for 0.525 af(100°/0 of inflow)
Center-of-Mass det. time= 0.1 min ( 840.3 - 840.2 )
Volume Invert Avail.Storage Storage Description
#1 2,130.00' 20,149 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
2,130.00 16 28.1 0 0 16
2,131.00 121 72.3 60 60 373
2,132.00 313 109.4 210 270 917
2,133.00 598 146.9 448 718 1,692
2,134.00 1,024 178.6 802 1,519 2,529
2,135.00 1,816 220.7 1,401 2,920 3,882
2,136.00 2,663 253.8 2,226 5,147 5,154
2,137.00 3,443 274.5 3,045 8,191 6,064
2,138.00 5,977 588.6 4,652 12,843 27,641
2,139.00 8,721 716.0 7,306 20,149 40,884
Device Routing Invert Outlet Devices
#1 Primary 2,129.43' 36.0" Round Culvert
L= 158.2' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,129.43' /2,124.65' S= 0.0302 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 7.07 sf
#2 Device 1 2,129.53' 18.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,133.50' 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=11.28 cfs @ 11.98 hrs HW=2,132.04' (Free Discharge)
4-1=Culvert (Passes 11.28 cfs of 35.88 cfs potential flow)
12=Orifice/Grate (Orifice Controls 11.28 cfs @ 6.38 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

POST EX. POND Type II 24-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 10
Pond 2P: EX. POND
Hydrograph
I i I 1 1 I I 1 I I 1
.. ..
, ! 0 inflow
137' /' iiiilit.73cfs'I i I 1 i i i i . . i i 0 Primary
_ ,•.••• . . . .. .. ..
12
! ! Inflow-1Atea-#5.0 I i 1 11.30 cfs_ /.., .. .. . .
/
Peak lElev=2 132 041".
. .... , ,
_.„..
_ .....
Stragep28
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8.
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. . . .
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. . : .
0 !
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
Time (hours)
Pond 2P: EX. POND
Stage-Discharge
. . , .
. .
_ •Primary
2,138-'
. . . . . . •
! !
, !
_ ..••••
2,137-' . . . . . . . .
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. . 1 .. 1 1! 1 1
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• !
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_ •••••• i 1 i i Air—arlall- ! , r i t i i
113 2 134 '
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,
• :• . orifice/Grate.
w " !
t i t r 1 t
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. 7/
i 1 1 1 ,
1 ,
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. . . . .
1 i
2,131 . .
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. ./ ../ •••••' / ./' ./' /
2,130
. . . (. . , , (. . , , , . . , , ". , , , . . „ . . , , ". „ , . . , , . . , , , . . , , (. . , , . . , , , . . , I, , . , , , . . , ,
0 5 10 15 201 251 60 65 40 45 50 55 60 65 70 75
Discharge (cfs)

POST EX. POND Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 11
Pond 2P: EX. POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 0 Surface
..' 0 Storage
2,139 •
•
'' _
2,137- i 1
•
2,136
-
d ;
c
0
-
m •
•
•
•
•
•
•
21347.
a -
Lit -
2,133
2,132-,j
2,131] •
•
•
•
•
�� •
•
Custom Stage Data,
2,130 ,' -r
0 5,000 10,000 15,000 20,000
Storage(cubic-feet)

POST EX. POND Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 12
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. POND DRAINAGE Runoff Area=5.060 ac 55.34% Impervious Runoff Depth=1.70"
Tc=5.0 min CN=81 Runoff=15.97 cfs 0.717 af
Pond 2P: EX. POND Peak Elev=2,133.14' Storage=805 cf Inflow=15.97 cfs 0.717 af
Outflow=14.39 cfs 0.717 af
Total Runoff Area = 5.060 ac Runoff Volume = 0.717 af Average Runoff Depth = 1.70"
44.66% Pervious = 2.260 ac 55.34% Impervious = 2.800 ac

POST EX. POND Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1 S: EX. POND DRAINAGE AREA
Runoff = 15.97 cfs @ 11.96 hrs, Volume= 0.717 af, Depth= 1.70"
Routed to Pond 2P : EX. POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2 YR Rainfall=3.49"
Area (ac) CN Description
0.040 55 Woods, Good, HSG B
2.220 61 >75% Grass cover, Good, HSG B
2.800 98 Paved parking, HSG C
5.060 81 Weighted Average
2.260 44.66% Pervious Area
2.800 55.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. POND DRAINAGE AREA
Hydrograph
17 •Runoff
__........_........................._i..........._a.....' 15.97 cfs ................................. ..... ..... .... ...... ..... ..... ..... .... ..... ..... _.. ..... _... ..... .........
iiiiiiiiiiiiiiiii
16 i v e
1� I l
15 7
14=" _......_.........................._............._. I I 2.......--YR Ra nfaII=3 49._.:.........
13
Rr�nbff Arel=S Q6Q ac
iiiiiiiii
11= i
10= '
i
=-
urr D .7
LL Tc.._i..5. Q.... .i. ........
5
4
3
2
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
Time (hours)

POST EX. POND Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Pond 2P: EX. POND
[44] Hint: Outlet device #2 is below defined storage
Inflow Area = 5.060 ac, 55.34% Impervious, Inflow Depth = 1.70" for 2 YR event
Inflow = 15.97 cfs @ 11.96 hrs, Volume= 0.717 af
Outflow = 14.39 cfs @ 11.99 hrs, Volume= 0.717 af, Atten= 10%, Lag= 1.9 min
Primary = 14.39 cfs @ 11.99 hrs, Volume= 0.717 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,133.14' @ 11.99 hrs Surf.Area= 651 sf Storage= 805 cf
Plug-Flow detention time= 0.2 min calculated for 0.717 of(100°/0 of inflow)
Center-of-Mass det. time= 0.2 min ( 831.3 - 831.1 )
Volume Invert Avail.Storage Storage Description
#1 2,130.00' 20,149 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
2,130.00 16 28.1 0 0 16
2,131.00 121 72.3 60 60 373
2,132.00 313 109.4 210 270 917
2,133.00 598 146.9 448 718 1,692
2,134.00 1,024 178.6 802 1,519 2,529
2,135.00 1,816 220.7 1,401 2,920 3,882
2,136.00 2,663 253.8 2,226 5,147 5,154
2,137.00 3,443 274.5 3,045 8,191 6,064
2,138.00 5,977 588.6 4,652 12,843 27,641
2,139.00 8,721 716.0 7,306 20,149 40,884
Device Routing Invert Outlet Devices
#1 Primary 2,129.43' 36.0" Round Culvert
L= 158.2' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,129.43' /2,124.65' S= 0.0302 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 7.07 sf
#2 Device 1 2,129.53' 18.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,133.50' 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=14.38 cfs @ 11.99 hrs HW=2,133.13' (Free Discharge)
4-1=Culvert (Passes 14.38 cfs of 50.53 cfs potential flow)
12=Orifice/Grate (Orifice Controls 14.38 cfs @ 8.13 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

POST EX. POND Type II 24-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 15
Pond 2P: EX. POND
Hydrograph ll
ll ll ll lll ll ll
I I • 1 1 •
llll llll :
.. .. .. .. .. .. .. •Inflow
1 f t I 15.97 cfs . [ i I- D Primary
•
/ r I I I InfloiwAt. ea 5 060a
. . „
:•. , 114 39 cfs I/
PeakiElev=2,133 14'
.. .. .. •
, 1 1 i , , •
Storage805 cf
. . . .
.. .. .
.. .. .. ..
. . . . . . . . . . ... .. .. .. .. .. ..
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40-0-,, .,
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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
Time (hours)
Pond 2P:
2,139 EX.X. POND
Stage-Discharge
_
i•• •Primary
- .
2,138-"
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0 5 10 15 20 26 60 65 40 46 50 55 60 65 70 75
Discharge (cfs)

POST EX. POND Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 16
Pond 2P: EX. POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 0 Surface
Storage
���'�
2,138-' Jr:"' /'..... ..........._....
i i
2,137-
2,136 s
w -
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-
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2,133
2,132-,j
2,131] •
Custom Stage Data
2,130 ,' f,
0 5,000 10,000 15,000 20,000
Storage(cubic-feet)

POST EX. POND Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 17
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. POND DRAINAGE Runoff Area=5.060 ac 55.34% Impervious Runoff Depth=2.93"
Tc=5.0 min CN=81 Runoff=27.07 cfs 1.236 af
Pond 2P: EX. POND Peak Elev=2,133.91' Storage=1,427 cf Inflow=27.07 cfs 1.236 af
Outflow=26.96 cfs 1.236 af
Total Runoff Area = 5.060 ac Runoff Volume = 1.236 af Average Runoff Depth = 2.93"
44.66% Pervious = 2.260 ac 55.34% Impervious = 2.800 ac

POST EX. POND Type II 24-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1 S: EX. POND DRAINAGE AREA
Runoff = 27.07 cfs @ 11.96 hrs, Volume= 1.236 af, Depth= 2.93"
Routed to Pond 2P : EX. POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 YR Rainfall=4.94"
Area (ac) CN Description
0.040 55 Woods, Good, HSG B
2.220 61 >75% Grass cover, Good, HSG B
2.800 98 Paved parking, HSG C
5.060 81 Weighted Average
2.260 44.66% Pervious Area
2.800 55.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. POND DRAINAGE AREA
Hydrograph
30 ■Runoff
281 1 1 1 127.07 cfs
It L -hr
: : : . . . . .
24111111 / ii10 ainf aII=4.94!"
22=' _
5,-060
20=
- / _..... R me1- 2.3.6...-af....
: , n u +off V1u
16=- /1 Runoff De th=2.93"
14-
121"
el i
8-'
0
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
Time (hours)

POST EX. POND Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 19
Summary for Pond 2P: EX. POND
[44] Hint: Outlet device #2 is below defined storage
Inflow Area = 5.060 ac, 55.34% Impervious, Inflow Depth = 2.93" for 10 YR event
Inflow = 27.07 cfs @ 11.96 hrs, Volume= 1.236 af
Outflow = 26.96 cfs @ 11.97 hrs, Volume= 1.236 af, Atten= 0%, Lag= 0.4 min
Primary = 26.96 cfs @ 11.97 hrs, Volume= 1.236 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,133.91' @ 11.97 hrs Surf.Area= 980 sf Storage= 1,427 cf
Plug-Flow detention time= 0.3 min calculated for 1.236 af(100°/0 of inflow)
Center-of-Mass det. time= 0.3 min ( 815.9 - 815.6 )
Volume Invert Avail.Storage Storage Description
#1 2,130.00' 20,149 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
2,130.00 16 28.1 0 0 16
2,131.00 121 72.3 60 60 373
2,132.00 313 109.4 210 270 917
2,133.00 598 146.9 448 718 1,692
2,134.00 1,024 178.6 802 1,519 2,529
2,135.00 1,816 220.7 1,401 2,920 3,882
2,136.00 2,663 253.8 2,226 5,147 5,154
2,137.00 3,443 274.5 3,045 8,191 6,064
2,138.00 5,977 588.6 4,652 12,843 27,641
2,139.00 8,721 716.0 7,306 20,149 40,884
Device Routing Invert Outlet Devices
#1 Primary 2,129.43' 36.0" Round Culvert
L= 158.2' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,129.43' /2,124.65' S= 0.0302 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 7.07 sf
#2 Device 1 2,129.53' 18.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,133.50' 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=26.85 cfs @ 11.97 hrs HW=2,133.91' (Free Discharge)
4-1=Culvert (Passes 26.85 cfs of 58.72 cfs potential flow)
12=Orifice/Grate (Orifice Controls 16.20 cfs @ 9.17 fps)
3=Orifice/Grate (Weir Controls 10.65 cfs @ 2.08 fps)

POST EX. POND Type II 24-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 20
1 1 i 1 Pond. 2P:"..... . POND
D. .
Hydrograph
[ t I
30-: , , Inflow
; 1-27 07 cfs I I ii ... ... ... . . 0 Primary
_ .,.,. ... ... . . . .... .... _28—
.• !
- '
I t 1 26 96 cfs
- / I 1 1 1 1 infldwArea#5.10601-at
- i ,.. , .,_ , , , ,. .., 4..
1 T I i , , , , , „,,
- T I 1 / ,•-• - , : , , , reak,Elev-
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. . . .. ... ...
.. .. .. --2 1 33•917
Storagw=1427cf
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LI - I- + i .... .... .... .... ... ...
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1 1 i 1
. . ; I I
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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
Time (hours)
Pond 2P: EX. POND
Stage-Discharge
. . . : . . . . .
. •I I I • • . • • I I I I I I I
_ I I I I I •Primary
I :
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_ ., . •. . •: : : : •. :
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. : /41,1-4 Orifice/Grate
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.
.
. !
. !
2,133—" /
. • :
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2,130
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0 5 10 15 20 26 30 36 40 46 50 55 60 65 70 75
Discharge (cfs)

POST EX. POND Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 21
Pond 2P: EX. POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 0 Surface
..' 0 Storage
2,139 •
'' _
2,137- i 1
•
2,136
w -
;
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t
c
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•
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2,132-,j
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•
•
•
•
•
•
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•
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Custom Stage Data,
2,130 ,' -r
0 5,000 10,000 15,000 20,000
Storage(cubic-feet)

POST EX. POND Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 22
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. POND DRAINAGE Runoff Area=5.060 ac 55.34% Impervious Runoff Depth=5.07"
Tc=5.0 min CN=81 Runoff=45.48 cfs 2.136 af
Pond 2P: EX. POND Peak Elev=2,134.28' Storage=1,832 cf Inflow=45.48 cfs 2.136 af
Outflow=45.31 cfs 2.136 of
Total Runoff Area = 5.060 ac Runoff Volume = 2.136 af Average Runoff Depth = 5.07"
44.66% Pervious = 2.260 ac 55.34% Impervious = 2.800 ac

POST_EX. POND Type II 24-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1 S: EX. POND DRAINAGE AREA
Runoff = 45.48 cfs @ 11.96 hrs, Volume= 2.136 af, Depth= 5.07"
Routed to Pond 2P : EX. POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 YR Rainfall=7.28"
Area (ac) CN Description
0.040 55 Woods, Good, HSG B
2.220 61 >75% Grass cover, Good, HSG B
2.800 98 Paved parking, HSG C
5.060 81 Weighted Average
2.260 44.66% Pervious Area
2.800 55.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. POND DRAINAGE AREA
Hydrograph
-----I ...... ....-- ....... .....
50ii « Illii.........
■Runoff
:.........
s.aa cr5 J --i----I----I----<----�-----I----<----i-----i----<----�
48= (a
4464111/. 11111111 ..... I 1 1 I 1 1 ITypelt24-hiv..
0....Yi4....R; •.
I 1 IRO-n-0ft Area..-5..060
ac-
34
32="
Runoff.Volume 2 '136 cif30 ' , fiifi
:..
............_:............_;..........._Ruin pth=526 ' s7"__..
fif
i
10 flit ?
8 .....................
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
Time (hours)

POST EX. POND Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Pond 2P: EX. POND
[44] Hint: Outlet device #2 is below defined storage
Inflow Area = 5.060 ac, 55.34% Impervious, Inflow Depth = 5.07" for 100 YR event
Inflow = 45.48 cfs @ 11.96 hrs, Volume= 2.136 af
Outflow = 45.31 cfs @ 11.96 hrs, Volume= 2.136 af, Atten= 0%, Lag= 0.4 min
Primary = 45.31 cfs @ 11.96 hrs, Volume= 2.136 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 2,134.28' @ 11.96 hrs Surf.Area= 1,222 sf Storage= 1,832 cf
Plug-Flow detention time= 0.3 min calculated for 2.136 of(100°/0 of inflow)
Center-of-Mass det. time= 0.3 min ( 800.4 - 800.0 )
Volume Invert Avail.Storage Storage Description
#1 2,130.00' 20,149 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
2,130.00 16 28.1 0 0 16
2,131.00 121 72.3 60 60 373
2,132.00 313 109.4 210 270 917
2,133.00 598 146.9 448 718 1,692
2,134.00 1,024 178.6 802 1,519 2,529
2,135.00 1,816 220.7 1,401 2,920 3,882
2,136.00 2,663 253.8 2,226 5,147 5,154
2,137.00 3,443 274.5 3,045 8,191 6,064
2,138.00 5,977 588.6 4,652 12,843 27,641
2,139.00 8,721 716.0 7,306 20,149 40,884
Device Routing Invert Outlet Devices
#1 Primary 2,129.43' 36.0" Round Culvert
L= 158.2' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 2,129.43' /2,124.65' S= 0.0302 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 7.07 sf
#2 Device 1 2,129.53' 18.0"Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,133.50' 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=45.17 cfs @ 11.96 hrs HW=2,134.28' (Free Discharge)
4-1=Culvert (Passes 45.17 cfs of 60.91 cfs potential flow)
12=Orifice/Grate (Orifice Controls 17.01 cfs @ 9.63 fps)
3=Orifice/Grate (Weir Controls 28.16 cfs @ 2.88 fps)

POST EX. POND Type II 24-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 25
Pond 2P: EX. POND
Hydrograph
. . . . . . . . . . . . .
/ 1 1 1 1 'I 1 I I: 1,-- 1H 1 t t t t tls 1' 1 1i 1i
.. . . .
.. .
• '
: : : : : : ! ; ; : PI Inflow
50! iliir45 48 cfs 0 Primary
I 45 31 cfs'I/
" " : .. • : : :
.1 Inflow. !Ai-ea 5 1080 iac
44-
// . . . . . . .
! I I ! ' ' ' •
// 1 1 1 PAk Elev=2/134 281
: :
38 • ./....,!, 1-- I- + -1 // . , . .36 • ..- ••-' ; ;
ilii i i i 1 Storage:rt 832 cf
/' 11 // 1111 . . .
I [ t t •
. . . . . . .
! 1 1 1
E
24 // ;III;I11 ; ; III : : :
il 22= --- 1 1! E i i : : : : : :
1 i 1.18- 41
11 /
• • • • . .
16i •/ i i /
ili -t- lilm-- -1111 -1-- 1-
.. ,...,
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
Time (hours)
Pond 2P: EX. POND
Stage-Discharge
•. •. •. : •. •. •. •. •. . • :• . . . . .
. . : • • . . . . . . .
2,139Y .••
• I I .
. :
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. .
; .
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. . . . . . . ••. ••. . . . . •_ •Primary
. . . . . . . . .
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ra
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2,132-";
. • • . . . :
: . . • : : : : : •. :
. ;: .
I••• :
. .
. .
. • . .
. .
. .
. •
•f1 • • .
2,131-"; . . . • • . . • . . . . ., , , , , , • . . . .
. . . . . . . . .
; • • • ;
- .••• ; .••• :•' :•' :•' 1 1 .••' ; ; .
• : • • • • • • • • : : : • •... ' .... .... .... . ' .•• ; ' ' ; '/..•
./". ..,2 4 -/,130 . . . ,".. . . . ,-". . . ; I". . . . ,-. . . . I'.. . . . I'.. . . . I'. . ; . I". . . . ,•". . . . , . . . . I'. . . . , . . . . , . . . . ,-". . . . ,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Discharge (cfs)

POST EX. POND Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 26
Pond 2P: EX. POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 0 Surface
Storage
���'�
2,138- � ' /'..... ..........._....
i
2,137- i i
2,136
CD -
•
d ;
2,135 *- ----' -----_-...-.. i--i---..-.-
c
o -
2134-'
a
w -
2,133
2,132-,j
2,131]�� •
Custom Stage Data
2,130
0 5,000 10,000 15,000 20,000
Storage(cubic-feet)

24 IN CULVERT
EX .
(Subca) Reach on. Routing Diagram for PRE_24 IN CULVERT
Prepared by LE&D Professionals, PC, Printed 4/26/2024
HydroCAD®10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC

PRE_24 IN CULVERT
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1 YR Type II 24-hr Default 24.00 1 2.91 2
2 2 YR Type II 24-hr Default 24.00 1 3.49 2
3 10 YR Type II 24-hr Default 24.00 1 4.94 2
4 100 YR Type II 24-hr Default 24.00 1 7.28 2

PRE_24 IN CULVERT
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.140 61 >75% Grass cover, Good, HSG B (1S)
1.550 55 Woods, Good, HSG B (1S)
1.690 55 TOTAL AREA

PRE_24 IN CULVERT
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
1.690 HSG B 1 S
0.000 HSG C
0.000 HSG D
0.000 Other
1.690 TOTAL AREA

PRE_24 IN CULVERT
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.140 0.000 0.000 0.000 0.140 >75% Grass cover, Good 1 S
0.000 1.550 0.000 0.000 0.000 1.550 Woods, Good 1S
0.000 1.690 0.000 0.000 0.000 1.690 TOTAL AREA

PRE_24 IN CULVERT Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 6
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. 24 IN CULVERT Runoff Area=1.690 ac 0.00% Impervious Runoff Depth=0.17"
Flow Length=425' Tc=15.3 min CN=55 Runoff=0.09 cfs 0.024 af
Total Runoff Area = 1.690 ac Runoff Volume = 0.024 af Average Runoff Depth = 0.17"
100.00% Pervious = 1.690 ac 0.00% Impervious = 0.000 ac

PRE_24 IN CULVERT Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1 S: EX. 24 IN CULVERT
Runoff = 0.09 cfs @ 12.19 hrs, Volume= 0.024 af, Depth= 0.17"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 YR Rainfall=2.91"
Area (ac) CN Description
1.550 55 Woods, Good, HSG B
0.140 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.690 55 Weighted Average
1.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0863 0.15 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
3.8 325 0.0800 1.41 Shallow Concentrated Flow, 325' - SHALLOW
Woodland Kv= 5.0 fps
15.3 425 Total
Subcatchment 1S: EX. 24 IN CULVERT
Hydrograph
0.1 ..........._.
■Runoff
0.095=' ............_............_..........._......_.__ 1009cfsI ........................
Type H -24-hr ..
o.osI YR Rirfai11=291"...........
0.07_ ! .........................................._..........__.................. Runoff Area=1 590 ac........
0.065 ; ...... 0 ... . ,.... ...... ............Runc ff V lump= 1 O24..._af.......
i
0.05_
LL 0.045= j '..........................._........Fl.ew ....L.ength .425'
0.0351 ..............:...... j4............................ CN55....
.........._.. ..... •TC_=MI5 3....mil1........
0.015 %
0.01
0.000 ,:,.,I .,,, .,., /f(/( �!(f� /�/(/r
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
Time (hours)

PRE_24 IN CULVERT Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 8
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. 24 IN CULVERT Runoff Area=1.690 ac 0.00% Impervious Runoff Depth=0.34"
Flow Length=425' Tc=15.3 min CN=55 Runoff=0.38 cfs 0.048 af
Total Runoff Area = 1.690 ac Runoff Volume = 0.048 af Average Runoff Depth = 0.34"
100.00% Pervious = 1.690 ac 0.00% Impervious = 0.000 ac

PRE_24 IN CULVERT Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1 S: EX. 24 IN CULVERT
Runoff = 0.38 cfs @ 12.13 hrs, Volume= 0.048 af, Depth= 0.34"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2 YR Rainfall=3.49"
Area (ac) CN Description
1.550 55 Woods, Good, HSG B
0.140 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.690 55 Weighted Average
1.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0863 0.15 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
3.8 325 0.0800 1.41 Shallow Concentrated Flow, 325' - SHALLOW
Woodland Kv= 5.0 fps
15.3 425 Total
Subcatchment 1S: EX. 24 IN CULVERT
Hydrograph
- .... ...i 1 I 1 I 1 I i 1 1
■Runoff
0.4�'`
.. .._..... ........ .._..... - i 0.38 cfs I_.
0.38 ';: Iii.....
i
_ / YR Rarnfafl�3:
0.32'_' ..............<....._. ` ' / -
:
Runoff Area=1 690 ac
0.26=- :.. r---------i--.._ un.cffVpa.um•e-= • a48 af::::...
Q
i
v
0.16=' :;._.. ! ..._ 1
..... ..
.....__-
0.1 ".."..,.....1
I ..._.......i....._......:......._..._i..........._i............_.r..........._i.........._i............_i_...........r._................O...._4.N........._;.....5......_5
l0.08 i
0.04 i................
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
Time (hours)

PRE_24 IN CULVERT Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 10
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. 24 IN CULVERT Runoff Area=1.690 ac 0.00% Impervious Runoff Depth=0.95"
Flow Length=425' Tc=15.3 min CN=55 Runoff=1.70 cfs 0.134 af
Total Runoff Area = 1.690 ac Runoff Volume = 0.134 af Average Runoff Depth = 0.95"
100.00% Pervious = 1.690 ac 0.00% Impervious = 0.000 ac

PRE_24 IN CULVERT Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 1 S: EX. 24 IN CULVERT
Runoff = 1.70 cfs @ 12.10 hrs, Volume= 0.134 af, Depth= 0.95"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 YR Rainfall=4.94"
Area (ac) CN Description
1.550 55 Woods, Good, HSG B
0.140 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.690 55 Weighted Average
1.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0863 0.15 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
3.8 325 0.0800 1.41 Shallow Concentrated Flow, 325' - SHALLOW
Woodland Kv= 5.0 fps
15.3 425 Total
Subcatchment 1S: EX. 24 IN CULVERT
Hydrograph
❑Runoff
1 i 7o ors 1
j 1 1 1 1 1 1 1 1 Type II24-hr
10 YR Rainfall=4.94"
Runoff, Area=1 .690 ac
- 1 1 1 1 1 RunoffVolume=0 134 of
3 j Runoff!Depth=0.95`'.......
LL
Flow Length=425'
Tc=15.3 min
•
111111111111 CN=55
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
Time (hours)

PRE_24 IN CULVERT Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 12
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. 24 IN CULVERT Runoff Area=1.690 ac 0.00% Impervious Runoff Depth=2.30"
Flow Length=425' Tc=15.3 min CN=55 Runoff=4.78 cfs 0.324 af
Total Runoff Area = 1.690 ac Runoff Volume = 0.324 af Average Runoff Depth = 2.30"
100.00% Pervious = 1.690 ac 0.00% Impervious = 0.000 ac

PRE_24 IN CULVERT Type 1124-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1 S: EX. 24 IN CULVERT
Runoff = 4.78 cfs @ 12.09 hrs, Volume= 0.324 af, Depth= 2.30"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 YR Rainfall=7.28"
Area (ac) CN Description
1.550 55 Woods, Good, HSG B
0.140 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
1.690 55 Weighted Average
1.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.5 100 0.0863 0.15 Sheet Flow, 100' -SHEET
Woods: Light underbrush n= 0.400 P2= 3.49"
3.8 325 0.0800 1.41 Shallow Concentrated Flow, 325' - SHALLOW
Woodland Kv= 5.0 fps
15.3 425 Total
Subcatchment 1S: EX. 24 IN CULVERT
Hydrograph
......_.......................................... .............,..............,.............,..........._..............,.........._.,......... ■Runoff
5 'I 1 4.78 cfs I
Type II 24-her
-YR--Rainfall '7 28.........
4-'
:Runoff, Area=1 .690 ac
Runoff Volume=0.324 of
3- Runoff Depth=2.307
3 / Flow Length=425'
LL j
2— C_
T 15.3 min
..-..
QN=55
1-
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
Time (hours)

24 IN CULVERT
EX .
(Subca) Reach 'On. MI Routing Diagram for POST_24 IN CULVERT
Prepared by LE&D Professionals, PC, Printed 4/26/2024
HydroCAD®10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC

POST_24 IN CULVERT
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1 YR Type II 24-hr Default 24.00 1 2.91 2
2 2 YR Type II 24-hr Default 24.00 1 3.49 2
3 10 YR Type II 24-hr Default 24.00 1 4.94 2
4 100 YR Type II 24-hr Default 24.00 1 7.28 2

POST_24 IN CULVERT
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.270 61 >75% Grass cover, Good, HSG B (1S)
0.270 61 TOTAL AREA

POST_24 IN CULVERT
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.270 HSG B 1 S
0.000 HSG C
0.000 HSG D
0.000 Other
0.270 TOTAL AREA

POST_24 IN CULVERT
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.270 0.000 0.000 0.000 0.270 >75% Grass cover, Good 1 S
0.000 0.270 0.000 0.000 0.000 0.270 TOTAL AREA

POST_24 IN CULVERT Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 6
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. 24 IN CULVERT Runoff Area=0.270 ac 0.00% Impervious Runoff Depth=0.33"
Tc=5.0 min CN=61 Runoff=0.12 cfs 0.007 af
Total Runoff Area = 0.270 ac Runoff Volume = 0.007 af Average Runoff Depth = 0.33"
100.00% Pervious = 0.270 ac 0.00% Impervious = 0.000 ac

POST_24 IN CULVERT Type 1124-hr 1 YR Rainfall=2.91"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1 S: EX. 24 IN CULVERT
Runoff = 0.12 cfs @ 11.99 hrs, Volume= 0.007 af, Depth= 0.33"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 YR Rainfall=2.91"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.270 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
0.270 61 Weighted Average
0.270 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. 24 IN CULVERT
Hydrograph
0.13 ■Runoff
__-_-............,..........._......................)0 12 cfs(___-._.............,..............,......................._,......... .... .... ..... ..... _- -__--
0.12
ape II 2 hr..
i fall 2 91r'..........
'1.....1(I�'...R-ain
0.1
-Thi
Runoff Area=0 270 ac
0.09-
Runoff VoIume-O 007 of
0.0� Runoff `Depth=0 33`
7_ 0.06-'
Ili '
1'c5.p rein
0.05_ I I I 1CN=6
0.04:/ I /
0.03
0.02i
0.01 .. .. .. .. .. .. .. .. .. .. ..
i
0
///
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
Time (hours)

POST_24 IN CULVERT Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 8
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. 24 IN CULVERT Runoff Area=0.270 ac 0.00% Impervious Runoff Depth=0.57"
Tc=5.0 min CN=61 Runoff=0.25 cfs 0.013 af
Total Runoff Area = 0.270 ac Runoff Volume = 0.013 af Average Runoff Depth = 0.57"
100.00% Pervious = 0.270 ac 0.00% Impervious = 0.000 ac

POST_24 IN CULVERT Type 1124-hr 2 YR Rainfall=3.49"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 1 S: EX. 24 IN CULVERT
Runoff = 0.25 cfs @ 11.98 hrs, Volume= 0.013 af, Depth= 0.57"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2 YR Rainfall=3.49"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.270 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
0.270 61 Weighted Average
0.270 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment IS: EX. 24 IN CULVERT
Hydrograph
4
•Runoff
0.26 13.25 cfs
0.24 Typ_ e....I 1124-h r
a
0.22=' 2 if R1 Ra i lI fall=3.49"'
0.187- iiiiii
'w 0.16-'
i
un+aff f)epth O.5T
0.14�' i i i
...
LL 0.12-'
cN=6'I...
0.08- `
0.04-
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
Time (hours)

POST_24 IN CULVERT Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 10
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. 24 IN CULVERT Runoff Area=0.270 ac 0.00% Impervious Runoff Depth=1.33"
Tc=5.0 min CN=61 Runoff=0.65 cfs 0.030 af
Total Runoff Area = 0.270 ac Runoff Volume = 0.030 af Average Runoff Depth = 1.33"
100.00% Pervious = 0.270 ac 0.00% Impervious = 0.000 ac

POST_24 IN CULVERT Type 1124-hr 10 YR Rainfall=4.94"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 1 S: EX. 24 IN CULVERT
Runoff = 0.65 cfs @ 11.97 hrs, Volume= 0.030 af, Depth= 1.33"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 YR Rainfall=4.94"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.270 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
0.270 61 Weighted Average
0.270 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment IS: EX. 24 IN CULVERT
Hydrograph
11111111 ! ii 11 11
■Runoff
0.7- iiiiiiiiiiiiiiiiiiiiiii
........................_..........._............_....... 0.65 cfs ....._....................... ..... _ .... _ ..... .... _ .... ..... _ ..... .... .... ..... _ .... ..... ..... ..... ..........
0.657.
.....:....
-i-
! Runoff Area=Q.Z� ac
0.45= 11RuncffVolume= 034 af....
N
0.4 i i i
_' pth ..'1...3-3".........
u.no e.
a 0.35
LL
0.37' ; ; V
�
iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii
0.2=
;
0.05
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
Time (hours)

POST_24 IN CULVERT Type II 24-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 12
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: EX. 24 IN CULVERT Runoff Area=0.270 ac 0.00% Impervious Runoff Depth=2.91"
Tc=5.0 min CN=61 Runoff=1.46 cfs 0.065 af
Total Runoff Area = 0.270 ac Runoff Volume = 0.065 af Average Runoff Depth = 2.91"
100.00% Pervious = 0.270 ac 0.00% Impervious = 0.000 ac

POST_24 IN CULVERT Type II 24-hr 100 YR Rainfall=7.28"
Prepared by LE&D Professionals, PC Printed 4/26/2024
HydroCAD® 10.20-5a s/n 04987 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1 S: EX. 24 IN CULVERT
Runoff = 1.46 cfs @ 11.97 hrs, Volume= 0.065 af, Depth= 2.91"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100 YR Rainfall=7.28"
Area (ac) CN Description
0.000 55 Woods, Good, HSG B
0.270 61 >75% Grass cover, Good, HSG B
0.000 98 Paved parking, HSG C
0.270 61 Weighted Average
0.270 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: EX. 24 IN CULVERT
Hydrograph
❑Runoff
I 1 46 cfs I
Type II 24-hr
100 YR Rainfall-7.28"
R Hoff Area_0.270 ac
1- 1111Runoff'Volume=0.065 of
Runoff Depth=2.91"
LL1 1 / Tc=5.0 min
CN=61
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
Time (hours)

Appendix E
Soil Map

3 Soil Map—Buncombe County, North Carolina,and Henderson County,North Carolina
M
b
N N
M M
N N
W W
360490 360540 iiipr- 360590 360640 360690 360740 360790
35°26'13"N - I , 35°26'13"N
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35°25'59"N - —'., 35°25'59"N
360490 360540 360590 360640 360690 360740 360790
3 3
in b
N Map Scale:1:2,220 if printed on A portrait(8.5"x 11")sheet M
Meters P.o
m N 0 30 60 120 180
Feet
0 100 200 400 600
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 10/31/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Soil Map—Buncombe County,North Carolina,and Henderson County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(Aol) Spoil Area The soil surveys that comprise your AOI were mapped at scales
Area of Interest(AOI) Q Stony Spot ranging from 1:12,000 to 1:20,000.
Soils 44 Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
,^w. Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(9 Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
X Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
040 Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
• Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Buncombe County,North Carolina
O Miscellaneous Water Survey Area Data: Version 21,Sep 13,2023
Q Perennial Water Soil Survey Area: Henderson County, North Carolina
v Rock Outcrop Survey Area Data: Version 24,Sep 13,2023
Saline Spot Your area of interest(AOI)includes more than one soil survey
area.These survey areas may have been mapped at different
Sandy Spot scales,with a different land use in mind,at different times,or at
Severely Eroded Spot different levels of detail.This may result in map unit symbols,soil
properties,and interpretations that do not completely agree
• Sinkhole across soil survey area boundaries.
3) Slide or Slip Soil map units are labeled(as space allows)for map scales
1:50,000 or larger.
oa Sodic Spot
Date(s)aerial images were photographed: Apr 1,2022—May 9,
2022
i\ Natural Resources Web Soil Survey 10/31/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Soil Map—Buncombe County, North Carolina,and Henderson County,North Carolina
MAP LEGEND MAP INFORMATION
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 10/31/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Soil Map—Buncombe County,North Carolina,and Henderson County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CsC Clifton sandy loam,8 to 15 4.4 57.8%
percent slopes
Ud Udorthents,loamy 0.8 11.1%
UhE Udorthents-Urban land 1.6 21.6%
complex,2 to 50 percent
slopes
Subtotals for Soil Survey Area 6.9 90.5%
Totals for Area of Interest 7.6 100.0%
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
HyC Hayesville loam,7 to 15 0.7 9.5%
percent slopes
Subtotals for Soil Survey Area 0.7 9.5%
Totals for Area of Interest 7.6 100.0%
USDA Natural Resources Web Soil Survey 10/31/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

Appendix F
NCDEQ SuppEZ Form

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name _ New Sheetz Store-Asheville Airport
2 Project Area(ac) _ 11.49
3 Coastal Wetland Area(ac) _ 0
4 Surface Water Area(ac) 0
5_ Is this project High or Low Density? _ High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) 20
8 Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System
12 Bioretention Cell
13 Wet Pond _
14 Stormwater Wetland
15 Permeable Pavement
16 Sand Filter
17 Rainwater Harvesting(RWH) _
18 Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale _
22 ,Dry Pond - _ .
23 StormFilter _
24 Silva Cell
25 Bayfilter _ - 1
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: _ Ryan Gatewood,President
28 Organization: LE&D Professionals,PC
29 Street address: _ 110 Exchange Street,Suite B
30 City,State,Zip: _ Danville VA 24541
31 Phone number(s): 434-792-3680
32 Email: _ _ _ [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
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f///t L11‘�, Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 3-Jan
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0 j
Is all/part of this project subject to previous rule
5 versions? No
CLICK TO LOAD FORM
DRAINAGE AREA INFORMATION Entire Site 1 2 3 4
Proprietary Device
4 Type of SCM (ADS Bayfilter) N/A N/A
5 Total drainage area(sq ft) 466528 234353 220414 11761
6 Onsite drainage area(sq ft) 408594 189051 207782 11761
7 Offsite drainage area(sq ft) 57934 45302 12632 0
8 Total BUA in inject(sq ft) 272250 sf 150282 sf 121968 sf sf
New BUA on subdivided lots(subject to permitting)
9 (sg ft) 272250 sf 150282 sf 121968 sf sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) sf sf sf sf
11 Offsite BUA(sq ft) 21780 sf 10890 sf 10890 sf sf
12 Breakdown of new BUA not on subdivided lots: 0
-Parking(sq ft) 202660 sf 113850 sf 88810 sf sf
Sidewalk(sq ft) 4087 sf sf 4087 sf sf
-Roof(sq ft) 14956 sf sf 14956 sf sf
-Roadway(sq ft) 3225 sf sf 3225 sf sf
-Future(sq it), 25542 sf 25542 sf sf sf
-Other,please specify in the comment box
below(sq ft) _ sf _
New infiltrating permeable pavement on
13 subdivided lots(sq ft) _ sf sf sf sf
New infiltrating permeable pavement not on
14 subdivided lots(sq ft) sf sf sf sf
Existing BUA that will remain(not subject to
15 permitting)(sq ft) _ 29360 sf sf 29360 sf sf
16 Existing BUA that is already permitted(sq ft) sf sf sf sf
17 Existing BUA that will be removed(sq ft) _ sf sf sf sf
18 Percent BUA 54% 64% 55% 0%
19 Design storm(inches) 1.3 in 1.3 in 1.3 in 1.3 in
20 Design volume of SCM(Cu ft) 49798 cf 49798 cf
NC Design Volume i NC Design Volume
21 Calculation method for design volume Calculation Calculation
ADDITIONAL INFORMATION
elel ase use this space to provide any additional information about the
22 drainage area(s):

BAYFILTER
1 Drainage area number 1
2 Minimum required treatment volume(cu ft) 9966 cf
pENERAL MDC FROM 02H.1050
31 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4lIs the SCM located away from contaminated soils? Yes
5!What are the side slopes of the SCM(H:V)? N/A
6 Does the SCM have retaining walls,gabion walls or other engineered N/A
side slopes?
Are the inlets,outlets,and receiving stream protected from erosion
7 (10-year storm)? Yes
8 Is there an overflow or bypass for inflow volume in excess of the Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? N/A
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC(9)? Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with No
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM designed by an NC licensed professional? Yes
BAYFILTER MDC FROM THE STORMWATER DESIGN MANUAL
18 If Volume Design is used,what is the volume from the drainage area
(cubic feet)?
19 Is an upstream detention used? _ Yes
20 Volume of the upslope detention system(cubic feet) 49798 cf
21 Percent of the design volume contained in the upslope detention 100%
system(%)
22 If Rate Based Sizing is used,for 1 inch or 1.5 inch(Coastal areas).
cfs
Water Quality flow rate for drainage area(cfs)
23 Number of cartridges _ _ 8
24 Cartridge height(inches) 22 in
No SHWT
25 SHWT elevation(fmsl) observed during
testing
26 Elevation of bottom of BayFilter vault(fmsl) 2098.43 _
27 Clearance from the SHWT(feet) >2'
28 BayFilter Media Flow Rate(GPM/ft2 of Media Surface) 23 gpm/sf
29 Does the system includes a sediment sump? _ Yes
30 If yes,the diameter of the sump(feet) 4 ft
31 If yes,the depth of the sump(feet) 2 ft
32 Time to drain the sump(hours) 48 hrs
33 Time to drain the BayFilter(hours) 26 hrs
34 Is an off-line flow splitting device used? No
35 Type of media used(EMC or GAC-metals) EMC
36 Will maintenance be performed by Certified Maintenance Providers Yes
per instructions?
ADDITIONAL INFORMATION
37 Please use this space to provide any additional information about the
BayFilter system(s):