20191305 Ver 1_More Info Received Email_20200110

Moore, Andrew W
From: Jeremy Cobb <[e-mail]>
Sent: Friday, January 10, 2020 12:36 PM
To: Moore, Andrew W
Cc: Melissa Ballard; Kelly Steele; mcampbell arcco.org; '[e-mail]';
Mcdaniel, Chonticha
Subject: [External] RE: Request for Additional Information 3, Highlands Retail Development
Project, Macon County (DWR Project #20191305)
Attachments: 86195030 - Dollar General Highlands SHWT.pdf, Highlands Site Design Plans
rev01-20-20.pdf; Highlands, NC Stormwater Management Report rev01 10 20.pdf
External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
nc. ov
Andrew,
Please see the attached letter from the Geotechnical engineer, and revised civil plans and stormwater report dated 01-
10-2019.
On December 11, 2019 we received your comments related to our 401 Water Quality Certification Application. Those
comments are in the email below and I'll address those comments here:
The changes made from the September 26 and November 22 plan sets were due to the discovery that there
needed to be 2 feet of separation between the bottom of the stormwater control system and the SHWT. In
order to try and meet this requirement, we changed the site grading by raising the F.F.E. by 1.5 feet (which
required additional/increased retaining wall heights) as well as changing the model of the chamber system to a
smaller chamber. Because the chamber model was smaller, we needed to add additional chambers to make
sure we had the equivalent volume to the previous system.
2. & 3. To simply things, it was decided that we needed to perform additional borings in the location of the
underground detention system and have the SHWT firmly established. This will eliminate the need for a
construction time verification of the SHWT, where it would have been too late to change the design if it were
deemed necessary. The results of the additional borings are provided in the attached letter from the
Geotechnical Engineer.
Due to the results of the additional borings in the area of the underground detention system, we did have to further
modify the design to meet the 2' separation requirement. The elevation of the system was raised by 0.75 feet, and
some of the chambers moved location. These changes are reflected in the plans and report dated 01-10-2020.
Please let us know if you have any questions or need anything further.
Thanks,
Jeremy A. Cobb, P.E.
Civil Engineer
Broadway Management, LLC
216 Westside Square
Huntsville, AL 35801
(P) 256-533-7287

(F) 256-533-7236
From: Moore, Andrew W [mailto:[e-mail]]
Sent: Wednesday, December 11, 2019 11:52 AM
To: Melissa Ballard
Cc: Jeremy Cobb; mcampbell arcco.org; '[e-mail]'; Mcdaniel, Chonticha
Subject: Request for Additional Information 3, Highlands Retail Development Project, Macon County (DWR Project
#20191305)
Melissa,
On September 27, 2019, the Division of Water Resources (Division) received your application dated September 26, 2019,
requesting a 401 Water Quality Certification from the Division for the subject project. On October 24 and 28, 2019, the
Division received your response to the Division's October 16, 2019, request for additional information. On November 26,
2019, December 2, 2019, and December 3, 2019, the Division received your response to the Division's November 5,
2019, request for additional information. The application is on hold until the following items are addressed:
1. The Division received the Highlands Site Design Plans rev11-22-19, which appears to show proposed elevations
associated with the stormwater management system approximately 2 feet higher than the plans received
September 27, 2019. In addition, it appears that additional detention chambers are proposed in the most recent
revision. Please provide a narrative description of the changes made in the design of the stormwater system
between the two revisions and a description of how the proposed elevations will be achieved. [15A NCAC 02H
.0506(b)(5)]
2. It appears that borings B-3 and B-8 were used to determine the approximate groundwater elevation and
approximate seasonal high water table (SHWT) in the location of the proposed stormwater control system. The
Geothechnical Engineering Report indicates that groundwater levels for the borings were identified for the short
duration the borings were allowed to remain open and that longer observations may be required to define
groundwater levels. Redoximorphic features were not evaluated in B-3 or B-8 to identify the SHWT at these
locations. The Geothechnical Engineering Report only identified the SHWT at B-9. Please explain how the data
reported in the Geothechnical Engineering Report are adequate to ensure the minimum 2-foot offset from the
SHWT will be met in the location of the proposed stormwater management system. [15A NCAC 02H .0506(b)(5)]
3. As there does not appear to be a boring in the footprint of the stormwater control detention system, and the
SHWT appears to have been inferred from a cross-section between two potentially unstabilized groundwater
elevations and/or a third boring location, will an on -site confirmation of the SHWT be conducted during
construction of the stormwater management system? [15A NCAC 02H .0506(b)(5)]
Pursuant to Title 15A NCAC 02H .0502(c), the applicant shall furnish all of the above requested information for the
proper consideration of the application. If all of the requested information is not received, the Division will be unable to
approve the application and it will be returned.
Feel free to contact me if you have any questions or would like to discuss further.
Andrew W. Moore, PG
Environmental Specialist — Asheville Regional Office
Water Quality Regional Operations Section
NCDEQ — Division of Water Resources
828 296 4684 office
email: Andrew.W.Moore(@ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28778

Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

January 9, 2020
The Broadway Group, LLC
216 West Side Square
Huntsville, Alabama 35804
Attn: Ms. Kelly Steele, Due Diligence Coordinator
P: 256-533-7287
E: [e-mail]
Seasonal High Water Table (SHWT)
Dollar General Store
Highlands, North Carolina
Terracon Project Number: 86195030
Dear Ms. Steele:
Irerracon
We understand that detention chambers have been proposed on the subject project and in order
to meet the permit requirements, there should be a minimum 2-foot distance between bottom of
detention chamber and the Seasonal High Water Table (SHWT).
To determine the SHWT, two (2) hand auger borings were performed at the proposed detention
chamber location at the site. Please refer to attached boring location plan for the location details.
The soil samples in the borings were observed for redoximorphic features of the soil profile to
estimate the SHWT levels in the vicinity of the proposed underground detention area.
Redoximorphic features (a gray or bluish -gray colored soil matrix) and mottles are formed by the
process of reduction, translocation, and/or oxidation of iron and manganese oxides as the water
table fluctuates. A soil layer exhibiting redoximorphic features can be representative of the SHWT
level. Based on our observations, redoximorphic features indicating SHWT were observed in boring
HA-1 at a depth of 1.5 feet and in boring HA-2 at a depth of 1.75 feet, below existing grades.
The boreholes were observed while drilling for the presence and level of groundwater. The
groundwater at the time of drilling in borings HA-1 and HA-2 was observed at a depth of 3 feet
below ground surfaces. Due to the low permeability of the soils encountered in the borings, a
relatively long time may be necessary for a groundwater level to develop and stabilize in a borehole
in these materials. Longer observations in piezometers or observation wells sealed from the
influence of surface water are often required to define groundwater levels in materials of this type.
If you should have any questions or comments regarding the contents of this document, please feel
free to contact us at 864-292-2901.
Sincerely,
Terracon Consultants, Inc.
r r
Maggie McKenney, E.I.T.
Geotechnical Staff Engineer
Enclosed: Boring Location Plan
Nr in K. r-uani, P.E.
Geotechnical Department Manager
Terracon Consultants, Inc. 72 Pointe Circle Greenville, South Carolina 29615
P [864] 292 2901 F [864] 292 6361 terracon.com

LEGEND: NOTES:
CC TROL I RtW"Q I T TKI 40 5rr/ 1. THE EXPLORATION POINTS WERE
H INV. IN f,12 E) 'D2' SELECTED AND LOCATED IN THE FIELD BY A
HAND AUGER BORING (APPROX. LOCATION INVINV. IN (Z' H
INV. .. OUT (in AD TERRACON ENGINEER USING GPS
REDD qX2 TE IN= #4
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CULVERT IN STREAM INSTALLATION DETAIL COORDINATES OBTAINED USING OVERLAY OF
I HD E 1021.91) SITE PLAN ON GOOGLE EARTH TIA.
NOT TO SCXE INV. OUT (12" HDAL 4021.80 V_
INV. DO,
2.THE BORING LOCATION PLAN WAS
­01 -7 PREPARED BASED ON PROPOSED
DEVELOPMENT LOCATION AND LAY -OUT
F. DA�' REO'D 6
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Project Manager: Project No. BORING LOCATION PLAN Exhibit
ND 86195030
DIAGRAM IS FOR GENERAL LOCATION Drawn by: mm Scale: N.T.S. Irerracon
ONLY, AND IS NOT INTENDED FOR Checked by: File Name: Consulting Engineers & Scientists Proposed Dollar General Store
CONSTRUCTION PURPOSES ND Highway 64 & Cherrywood Drive A-2
Approved by: Date: 72 Pointe Circle Greenville, South Carolina29615 Highlands, North Carolina
I I INIDII 1/8/202011 PH. [phone] FAX. [phone]

U050 HWY 64
REVISIONS
03-27-2019
INITIAL DATE
06-06-2019
REVISED LANDSCAPE PLAN TO ADD VEGETATION AROUND
WET POND PER WATERSHED REVIEW COMMITTEE
COMMENTS.
09-26-2019
REVISED BUILDING AND PARKING LOT LAYOUT TO REDUCE
IMPACT TO STREAM BUFFERS.
10-24-2019
ADDED CULVERT IN STREAM INSTALLATION DETAIL PER
NCDEQ COMMENT. ADDED NOTES AND CHANGED
STABILIZATION TIMELINE ON ESPC SHEETS PER NCWRC
COMMENTS.
11-22-2019
RAISED F.F.E. BY 1.5 FEET AND CHANGED CHAMBER
MODELS TO GAIN 2 FOOT SEPARATION FROM CHAMBER
GRAVEL BED TO SHWT PER NCDEQ COMMENTS.
01-10-2020
REARRANGED CHAMBER LAYOUT AND RAISED CHAMBER
BED 0.75 FEET TO CORRESPOND WITH RESULTS OF SHWT
FIELD DETERMINATION.
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SHEET LIST TABLE
NUMBER
TITLE
1
COVER SHEET
2
CONSTRUCTION NOTES & LEGEND
3
DEMOLITION PLAN
4
SITE PLAN
5
INITIAL PHASE ESPC PLAN
6
INTERMEDIATE PHASE ESPC PLAN
7
FINAL PHASE ESPC PLAN
8
STORMWATER MANAGEMENT PLAN
9
PROFILES
10
LANDSCAPE PLAN
11
LAYOUT PLAN
12
CONSTRUCTION DETAILS
13
ESPC NOTES
14
ESPC DETAILS 1
15
ESPC DETAILS 2

co\s T R !.:! c T I 0 \I
GENERAL NOTES
1. THE CONTRACTOR IS TO PREVENT THE DESTRUCTION OF ALL SURVEY
MONUMENTS, BENCH MARKS, PROPERTY CORNERS AND ALL OTHER SURVEY
POINTS. WHERE THE REMOVAL OF SUCH POINTS IS NECESSARY FOR THE
ACCOMPLISHMENT OF THE WORK, THE CONTRACTOR IS TO INFORM THE
ENGINEER IN WRITING, PRIOR TO THE DISTURBANCE OF ANY POINT, AND IS
NOT TO DISTURB THE POINT UNTIL WRITTEN PERMISSION TO DO SO HAS
BEEN ISSUED BY THE ENGINEER.
2. ALL EXISTING TREES OUTSIDE OF THE LIMITS OF WORK ARE TO BE
PROTECTED DURING THE ACCOMPLISHMENT OF THE WORK, AND ARE NOT TO
BE DAMAGED IN ANY MANNER.
3. CONTRACTOR SHALL REPAIR ANY DAMAGE TO EXISTING STREET THAT IS
CREATED DURING CONSTRUCTION ACTIVITIES.
4. ALL BOULDERS, DEBRIS, EXCESS CONSTRUCTION MATERIALS, MATERIAL
GENERATED FROM DEMOLITION OF EXISTING STRUCTURES AND FACILITIES, OR
TRASH ARE TO BE REMOVED FROM SITE AT CONTRACTOR'S EXPENSE.
5. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE VARIOUS
UTILITY OWNERS AND DETERMINE THE EXACT LOCATION OF ALL EXISTING
UTILITIES ON THIS PROJECT, WHETHER SHOWN ON THE PLANS OR NOT,
BEFORE COMMENCING WORK. THE CONTRACTOR SHALL BE FULLY
RESPONSIBLE FOR ANY DAMAGES WHICH MIGHT BE OCCASIONED BY HIS
FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UTILITIES.
6. PAVEMENT CUTS SHALL BE REPAIRED WITH NCDOT PAVING DETAIL AS SHOWN
ON APPROVED PLAN.
7. ALL TRAFFIC CONTROL DEVICES SHALL BE ERECTED AND MAINTAINED IN
CONFORMANCE WITH THE MANUAL ON UNIFORM TRAFFIC -CONTROL DEVICES
(M.U.T.C.D.), LATEST EDITION.
8. SIDEWALK RAMPS ARE TO COMPLY WITH THE AMERICANS WITH DISABILITIES
ACT (ADA) SPECIFICATIONS.
9. IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE
CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR
CONDITIONS OF THE JOBSITE, INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL
APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS.
10. THE DUTY OF THE ENGINEER TO CONDUCT CONSTRUCTION REVIEW OF THE
CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE
ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES IN, ON, OR NEAR THE
CONSTRUCTION SITE.
11. WITH REGARD TO THE STORMWATER MANAGEMENT SYSTEM CAPACITY, NO
WARRANTY IS EXPRESSED OR IMPLIED FOR STORMS OF GREATER INTENSITY,
DURATION OR FREQUENCY THAN THOSE INDICATED IN THESE PLANS OR
ACCOMPANYING CALCULATIONS.
EARTHWORK GENERAL NOTES
1. SITE TOPOGRAPHY MAPS AND OTHER TOPOGRAPHIC DATA SHOWN ON THE
PLANS OR INCLUDED IN THE SPECIFICATIONS ARE FOR THE INFORMATION OF
THE CONTRACTOR. THE CONTRACTOR SHALL MAKE SUCH ADDITIONAL
INVESTIGATIONS AS REQUIRED TO ACQUAINT HIMSELF ADEQUATELY WITH THE
SITE TOPOGRAPHY, AND THE SUBSURFACE SOIL CONDITIONS FOR
PREPARATION OF HIS BID, AND FOR THE SUCCESSFUL EXECUTION OF THE
WORK.
2. ALL PROPOSED CONTOUR ELEVATIONS AND SPOT ELEVATIONS SHOWN ARE
FINISHED GRADE.
3. PROTECTION OF WORK: THE CONTRACTOR IS TO BE SOLELY RESPONSIBLE
FOR THE PROTECTION OF HIS WORK. SUCH GRADING IS THE RESPONSIBILITY
OF THE CONTRACTOR AND WILL BE AT NO ADDITIONAL COST TO THE OWNER.
THE OWNER MAY DIRECT THE CONTRACTOR TO PERFORM NECESSARY GRADING
AND DRAINAGE TO PREVENT SURFACE RUN OFF FROM DAMAGING THE WORK.
4. ALL EARTH FILL SHALL BE COMPACTED TO 98% OF THE MAXIMUM DRY
DENSITY, PLUS OR MINUS 2% OF OPTIMUM MOISTURE (ASTM-D6798), EXCEPT
FOR EARTH FILLS UNDER PAVEMENT WHICH ARE TO COMPLY WITH PAVING
SPECIFICATIONS.
5. EARTH FILL SHALL BE PLACED IN UNIFORM LAYERS OR LIFTS NOT EXCEEDING
6" COMPACTED THICKNESS.
6. THE CONTRACTOR SHALL INSTALL AND MAINTAIN ALL EROSION & SEDIMENT
CONTROL BEST MANAGEMENT PRACTICES IN ACCORDANCE WITH THE NCDEQ
EROSION AND SEDIMENT CONTROL PROGRAM.
LEGEND OF MEASURES FOR EROSION & SEDIMENT CONTROL AND
STORMWATER MANAGEMENT
CEP
CONSTRUCTION EXIT PAD
LS
LINED SWALE
LG
LAND GRADING
OP
OUTLET PROTECTION
TSG
TOPSOILING
RS
RIPRAP-LINED SWALE
CHS
CHEMICAL STABILIZATION
SD
SUBSURFACE DRAIN
DSF
DUNE SAND FENCE
TSD
TEMPORARY SLOPE DRAIN
DVP
DUNE VEGETATION PLANTING
BGIP
BLOCK AND GRAVEL INLET PROTECTION
DW
DUNE WALKOVER
BFB
BRUSH/FABRIC BARRIER
DC
DUST CONTROL
RPIP
ROCK PIPE INLET PROTECTION
ECB
EROSION CONTROL BLANKET
FS
FILTER STRIP
GK
GROUNDSKEEPING
FB
FLOATING TURBIDITY BARRIER
MU
MULCHING
RD
ROCK FILTER DAM
PS
PERMANENT SEEDING
SB
SEDIMENT BARRIER
PV
PRESERVATION OF VEGETATION
SBN
SEDIMENT BASIN
RW
RETAINING WALL
SST
STRAW BALE SEDIMENT TRAP
SVG
SHRUB, VINE, AND GROUNDCOVER
BA
BIORETENTION AREA
SOD
SODDING
PP
POROUS PAVEMENT
TS
TEMPORARY SEEDING
SDB
STORMWATER DETENTION BASIN
TP
TREE PLANTING ON DISTURBED AREAS
BZ
BUFFER ZONE
CS
COMPOST SOCK CHECK DAM
CS
CHANNEL STABILIZATION
DV
DIVERSION
SDC
STREAM DIVERSION CHANNEL
DS
DROP STRUCTURE
SP
STREAMBANK PROTECTION
GS
GRASS SWALE
TSC
TEMPORARY STREAM CROSSING
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RIGHT OF WAY
BC
BACK OF CURB
- —100 — -
EXISTING CONTOURS
— PHONE —
OVERHEAD TELEPHONE LINE
CENTERLINE
FL
FLOW LINE
100
PROPOSED CONTOURS
— UGP —
UNDERGROUND TELEPHONE LINE
EOP
EDGE OF PAVEMENT
INV.
INVERT
— WAi —
WATER LINE
❑T
TELEPHONE PEDESTAL
IPF
IRON PIN FOUND
SAN.
SANITARY
WATER METER
— F.O.
FIBER OPTIC LINE
CMF
CONCRETE MONUMENT FOUND
MH
MANHOLE
N
WATER VALVE
0
FIBER OPTIC PEDESTAL
M.B.L.
MINIMUM BUILDING LINE
C.O.
CLEAN OUT
FIRE HYDRANT
— GAS —
UNDERGROUND GAS LINE
TYP.
TYPICAL
ARV
AIR RELEASE VALVE
— OHE —
OVERHEAD ELECTRIC LINE
©
GAS VALVE
EG
EXISTING GRADE
RCP
REINFORCED CONCRETE PIPE
— UGE
UNDERGROUND ELECTRIC LINE
ry-y-y-y-y-"
TREE LINE
FG
FINISHED GRADE
CMP
CORRUGATED METAL PIPE
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UTILITY POLE
F­1
ROAD SIGN
F.F.E.
FINISHED FLOOR ELEVATION
HDPE
HIGH -DENSITY POLYETHYLENE
LIGHT POLE
TS
TOP OF SIDEWALK
PVC
POLYVINYL CHLORIDE
E
GUY WIRE
TP
TOP OF PAVEMENT
CONC.
CONCRETE

NOTES
1. THIS LOT CONTAINS 2.24 ACRES, MORE OR LESS. o
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2. THIS LOT IS NOT ZONED.
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3. THIS PROPERTY IS TAX PARCEL 7551-12-5837
RECORDED IN DEED BOOK D-37, PAGE 159 AND IN �
PLAT CARD 8675, HIGHLANDS TOWNSHIP, MACON w
COUNTY, NORTH CAROLINA. u
4. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED
BY KING ENGINEERING OF CONCORD, INC., CONCORD, FT
NORTH CAROLINA. ,
EXISTING 18" CMP WETLAND AREA 2
(TO REMAIN) (0.029 ACRES)
N 47'35'23" F 45' ,
WETLAND AREA 1 / • ; \ J / \ — — ; ; ; ; . ; ; /. / , I ,/ I I \ \
(0.025 ACRES) / / ; . \ / '� ; t ' t�; ; ; �' a \
/ ti, MPCL
INV 4017.9s�'
/ / / i '(APPROX OCATI \\ 24/
i40 /
/ / ; • ; INV. 401P.00 \ ) \ \ EXISTING TREES m,
4p'O \RE\MAIN) X
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GRATE 4022.17m CMp
/ %' ;F / ✓ ' \ \ \ �' �I /' I \ cj INV. OUT (18" HDPE) 4017.88
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U. S. /HIGH WAY 64 WOOD —FENCE
\ \ / \ \ GRAVEL WOOD FENCE � � ,3 " W 25.10' -S 3
\ S 47. " " R� on A n " �4' \\ 58.5 S 39'0 ----- -^°/
6 27 W \ 33.28 I S 45'47 51 W 123.07 S 45'29'14" W �9.46 I S 45'01 35 W 94.6 S 42'05'44" W EX' 48" CMP'
60' PUBLIC R.O.W. , - - ---_
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NOTES
1. THIS LOT CONTAINS 2.24 ACRES, MORE OR LESS.
2. THIS LOT IS NOT ZONED.
3. THIS PROPERTY IS TAX PARCEL 7551-12-5837
RECORDED IN DEED BOOK D-37, PAGE 159 AND IN
PLAT CARD 8675, HIGHLANDS TOWNSHIP, MACON
COUNTY, NORTH CAROLINA.
FINISHED
PAVEMENT GRADE
REQ'D PAVEMENT AND
BASE PER PLANS
DENSE GRADED BASE
#78 STONE OR
4. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED APPROVED EQUAL ,
BY KING ENGINEERING OF CONCORD, INC., CONCORD, 0O O 48" CMP
NORTH CAROLINA. O O '
O O O O O INVERT COUNTER SUNK 9.6" WETLAND AREA 2
BELOW EXISTING STREAMBED ,
O O O (0.029 ACRES) '
PARKING LOT CONSTRUCTION NOTES - - - - - `
1. HEAVY DUTY PAVEMENT (PER APPROPRIATE DETAIL INSTALLATION NOTES: / / / /-� \ N 47'3523' F 258-45' ,
1. CULVERTS SHALL BE INSTALLED IN SUCH A MANNER THAT THE ORIGINAL z
SHOWN ON CONSTRUCTION DETAILS SHEET) TO BE STREAM PROFILE IS NOT ALTERED AND ALLOWS FOR AQUATIC LIFE MOVEMENT / • '; : ,`: • '; : : I' \ /
DURING LOW FLOWS ' / / T R Q OUTLET CONTROL BO '
USED IN DRIVEWAYS, ACCESS AISLES, AND VEHICULAR °ry�� W •LAND AREA 1 / \ / ; : : • ; : >�' ;',': : • : • I / 1
2. THE DIMENSION, PATTERN, AND PROFILE OF THE STRAM ABOVE AND BELOW / \ TOP 4026.0
PARKING STALLS. CULVERT SHALL NOT BE MODIFIED BY WIDENING THE SREAM CHANNEL OR BY / / (0.025 ACRES) / ; . INV. IN (�12" H PE) 402 1. • r; : : • '; I' a \ / ,��0
/ i / �k. MP \ i �� / INV 4017.9,4"
REDUCING THE DEPTH OF THE STREAM DURING CONSTRUCTION ACTIVITY. / tiL / INV. IN N" H E)4 1. '�
3. FOR CULVERTS WITH DIAMETER LESS THAN OR EQUAL TO 48 INCHES, 20% OF / /°° / / / %; (APPROX OCATI ) INV. OUT (18% Y) 4 .90 ' : I • =/p / I \ ,'� �� ,404/
2. HEAVY DUTY CONCRETE PAVEMENT TO BE USED IN THE CULVERT SHALL BE PLACED BELOW THE STREAMBED ELEVATION TO ALLOW
AREAS OF DUMPSTER AND DELIVERY PADS. FOR LOW FLOW PASSAGE OF WATER AND AQUATIC LIFE. ,k° / ; ; : • \ \ W'
INV. 401P.00 \ \ \ I h
i°° ° ; : REQ'D GF OP 14025.32 I \ \ \ W' �°� J ' / /� I i I i FX
3. CONCRETE CURB REQUIRED ALONG EDGE OF PARKING / • 4,9' - \ 8"C EX. DROP INLET
CULVERT IN STREAM INSTALLATION DETAIL / %. ; ; . ,-0. IN (15" HID 4022.79 I `\ 1 ;/ \ "'p GRATE 4022.17
TO PROTECT PERIMETER LANDSCAPING. NOT TO SCALE / �: • /`� INV. OUT (12" HDPk) 4022.69 \ \\ \ ; ; �� i \ //�, ; INV. OUT (18" HDPE) 4017.88
/ \ h
REQ'D RETAINING WALL \ \ �, INV. OUP 402i.�'
FG=4022.50 (DESIGN- - OTHERS)- - - - - - - J \ - \ �i
- TW=4025.50 ��- �FG=4022.50 -
iW=0T2W¢=.540f126L7- FiG=�2-21 \ -------- - = .0- 00
1-4020TW=4025.50 N=40250 i \ XpceFG-4023.75 �_ -FGr \ T=0425.79
I
110
22
/
FG=4023.75 - 402 I = 2 7
E `( / ' i %� // TW=4026.50 - _ TW=4026 50- \ \ REQ'D 6" \ / = 24. 0
DISTANCE VARIES / i i-' \�R�\Nv�PR/'Y / / FG=4024.00 FG=402_ 5 I I FG 140 0
' / CURB \ ® I I ' I I RE Q SLOPED PAVED HEADWALL (4:1)
E �R / - - INV 4015.12
SEE PLANS / i' N �� �'
/ Gip / ItQ'D PRIVATE _ _ - _ - �$C=4'b 6.02 I W# 02 0?�\ II I I /
/ , 1�Ai ER SjPPLY WEIyL/ _ _ - - - / REQ'9 57 L.F OF - �L�40 5.52 I o�, i , FG=4023.55 /
EX. CROSS SLOPE MATCH EXISTING 1 / / , / (DESIGN BY OTFiERS) _ FG=4023.5 C=4 26.55 / 1 HDPE/ p / I I 701,
- - - - - CROSS SLOPE / j , / / / / - TW=-402.6_50 JFL 4C26.05 �/ 0. 0% SLOPE w i ? o
------------- 4.1 Mq v / FG= 26.37 BC=402 / d 40 6.12 I 1
% X FG=4025.25 '§C-402�7 20� .' \ FL=402 5 / / o - 0 5.62 I =4�I / I
SWq(E E ��'� y TW�4027.0% FL=,P 6.70 \ Qa o / r = =4026.8b/ I0I FG�02 I 36-FG= 026.45 BC=4 7 G 4
A FL=40 .67 023'I REQ'D 75 L.F. OF L4026/REQ' 2X2 GRATE INLETS#3
-FG=4025.5� 48" CMP
m / / BC=4026:7TOP .6LE@
F 4 3. r I ' ' ® 1.00% SLOPE
x m � / / / _ - -6�F � _ �° � ° �, / FL=4e126.2o INV. OUT (15 FiT3Pf) 4023.10 FG=4o25. I I I o
/ / P @C=4027 1CL BC=4 2 41 8 \
O 2" BITUMINOUS CONCRETE SURFACE COURSE rm 3 / r 51R� BC= 02�C6- \ FL�4026.56 16'XT8' CONCRETE 4025.78b I 1 I� ✓ VEV�I
REF, 610, 29.5C, NCDOT 2018 SPECIFICATIONS O f*1 / EO 1 a L=4 6.41/ I I
4 / / / / Rg FL=406.76 a \ \ \ �QD
MPSTER PAD WITH 6' TS=4027.30 Q I FG=40 5.86 l l� I EG=4g2>�•82
O3" BITUMINOUS CONCRETE SURFACE COURSE ' �°L�/ / / / / ��Q%5�� gOt;FEI 7 ° ° ° TS=402%.�0 / /' PRIVACY FENCE TP=4026.80 I Ili I I I I N
REF, 610, 119.00, NCDOT 2018 SPECIFICATIONS / L� / 2y' Epp ° TP=4026. / I I FG=4024. O
4 ° I I l FG 402 . 1
O0.04 - 0.08 GAL./S.Y. TACK COAT AS REQUIRED BY SPECS / / /° /-' /(p(E� ' / / / a / a ° ° / / ° ° ° a� I l =
ALL MATERIALS ARE TO BE IN ACCORDANCE WIT SECTION / 4-'
605 OF NCDOT 2012 SPECIFICATIONS / / �er�°y 30 � / F 4025.75 \ Dl qHQR6E ROOF DRAINS ON PAVEMENT SURFAI;E\ / I I C= 17-4024.241 m
O5" LAYER OF "BLACK BASE" NCDOT REF. B25.00 OF SPECS / / �'� / i ' / T 4026.75 i / l / a / / I F -40 I 1 I I I l I I I
ALL MATERIALS SHALL BE IN ACCORDANCE WITH SECTION / / �'/ �'r1 / - / / I / I ►A� p, I , I I 1 R Q'D STD. HEADWALL #2
600 OF NCDOT 2018 SPECIFICATIONS MANUAL, COMPACTION '� / / �' `� / 15'X23'/ CAEfE REQ'D X2 GRATE INLET #5 ° dL I I I
/ / - / � \ C 5.52 I ti / , 1 I l I I I V. 4015.88
TO 100% PROCTOR DENSITY � / / �-� � /� / - DELIVER tFj�EA \ TOP 4025.37 5.52 P°
INV. OUT (15'�HDPE) 41022.75-
TOP 6" OF SUBGRADE IS TO BE COMPACTED TO 100% - % / / , _ / / / / \ ° EA 11I 11
PROCTOR DENSITY. BELOW TOP 6" IS TO BE COMPACTED - I \ / I �.\
TO 95% PROCTOR DENSITY AS DETERMINED BY AASHTO �'p /� - / / -
402 50I
T-99 COMPACTION TEST. '/ ' :'- - - - �' / / / / / / I / II TW=402 .50 \ I I I
Il m 1
FG=402.50TYP. NCDOT RADIUS IMPROVEMENT SECTION TW=4026.00 //R0'OSED BUILDING
NOT TO SCALE
I I
cq TW=4025.50 \ 111 l I I
. -' /_. -_' - _ , � - - - � r � ' , ► ' ► 92TMO SQ• FT•C= 2 . I FG=4020.50
I I 1 F- 2 I 11�1 I
F.F.E* ;4 0 2 7.5 0 = 0 . FG=4020.50 1 III lq,, I�,1 , , , ; Fc14o1111 I I\ / , l I I
REQ'D 331r�
11 II 15 HDPE
RQ D RE ANING 11 1 I I I I I I
I ' I I NCE PARKING SIGN ACCESSIBLE ( �� ) I 0.50% �L, �I
BOLLARD WITH I
G=4 26.0 ENTRA
I I l I I I I
I I GN B OTH R II I I \ ,I I 1.11I 1II l IIi w
/ BC 40 6.11 FG=402.25 A
II
ACCESSIBLq 402 .61 I to
REQJUNCTIpo
SIDEWALK RAMPTOP 4 514
�jp 0\ ° ° a 4 -INV. I 15(/�1T 40.56
°INV. 0
\°° °\\° ° °
4 TS=40 REQ'4 .F1 // OF4°° °° °FG 402 .35X a TS=4 2.30 °° ° \ � TP=40 HD pH P � L25
Be 30 " //
FL 4026 U TS=40 7 80 TP=4 26.80, 01. 6
TP=40 REQ'D JUNCTION B X #1
PR�PQSED SEPTIC AR FG=4\-FG=4026.97 OP 40 6.29 2 FG=4021.25 / /
•
II1 II I
Ii
I I I lI
I TW=4024.50 /� I / I I I
DESIGN BY -OTHERS; DO NOT C= 271 \ \`- \ \\ �\ �`� IN V. IN ( 8" HD E) 40 2.63 1 O=4022.G0_ / / /', / I ' ,� I I
DISTURB UNTIL INST,ALEA/TION FL= 026. 2 \ \ \ �\ INV. OUT ( 2" HD E) 40 2.53 - W=4025.00 (' o? I
L= 027. _ - \ _� _ �FG= _26>6 FG=40 6.63 �'10 ' /� I `I-�
- ' / I F = 022 ' =� l
L= 02 7 REQp 2X2 GRATE�INLEZ 1 \� 1 ) / R�Q'D'78 IL.F/ OF �E OF ?� ' l / / / I _3 \\
" TOP\4026.1 7\ / / / / // /' //® 1.50%SLOPE R�_l , \A�5\.OP� \ // / i / I '�� W I
-4032- - (\o o INV. OUT ( HDPE) 402/ - - o5p% XFG=4026.50 O �,/ r,y /
_ BC=4026.50 LLRE FL=4026.00 F 4 26. //// / ��� 10 m r� INV 017.04 EA WALL
- \ ,� BC=4027.62 - / r' ti /
, / / / / RE D v BC=4026.82 FL=4027.12 4p23�
\ / rj FL=4026.32 Y 0
/// j / IG \ I / /_
\�\\�G3 ---- �j� f C=4 7.10 --_-�� �� BC�4026>4/ / / BC=4027.29 �� RMD 2X2 GRAT
- - - R- -FL =40 .24 / F = 2 -40 21�.79
FL= 26.60
.96
4036/ I I / ---- - �'� 2 / / \ / R RADIUS I MOVEMENT
\\ \�-� /' / // /' // / / / ---� �� --- - 7- �FNV`OUT (18" HDPE) 4022.86 /
---�g s--- / / --- - -----4024----- REQ'D 1 �\ ,('SSE �YPICAL D AIL ON
Or - / // // / < \`� ----- --- -�4$"-£kl__- /1,IIS,�HEET)
-, / �_ 2 -- ®/14.2/3% SLOPEINV. 4019.13 / / oN
_ <- - _ l _ _ _ - _ _ - --4025--
02
- _ - FG=4024.86 �o�
U.S. /HIGHWAY 64 3
„ ,0 s 4;
�s
S 39'0 ' 3 25.
°
O O Q
oO °�6
EXISTING GRADE O O
q.,I 42'05'44" W -58-.5 RQoGgv
S 477" W S 45'2S 45'47 51 W 123.07 S 45-29'14" W �94601'35" W94.64EX' 48 CMP` -PER DR WING 840.31
lb ' 4p2s4U24.08
"-INV. OUT (48" CMP60PUBLIC R.O.W. 4019.03 oNE /
N� /
m
INV. 4020.17 N�
/ 0
ONE
_.._ ., rn HIT OHE OHE
- OHE OHE
PARKING REQUIREMENTS
RETAIL STORE:
REQUIRED SPACES:
PROVIDED SPACES:
ADA REQUIRED HANDICAP SPACES:
PROVIDED HANDICAP SPACES:
REQUIRED VAN ACCESSIBLE SPACES:
PROVIDED VAN ACCESSIBLE SPACES:
N/A
9100 SQ. FT.
ENGINEER'S OPINION OF EARTHWORK
N/A CUT: 990 CU. YD.
28 SPACES FILL: 5175 CU. YD.*
2 NOTE: VOLUMES DO NOT ACCOUNT FOR SHRINK/SWELL,
BUILDING DEMOLITION, REMOVAL OF UNSUITABLE MATERIAL,
2 UTILITY INSTALLATION, ETC.
1 *ADJUSTED TO INCLUDE AN ESTIMATED TOPSOIL REPLACEMENT
2 VOLUME OF 745 CU. YD. (BASED ON AN ASSUMED 6" OF
TOPSOIL ACROSS FILL AREAS OF SITE).
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NOTES
1. THIS LOT CONTAINS 2.24 ACRES, MORE OR LESS.
2. THIS LOT IS NOT ZONED.
3. THIS PROPERTY IS TAX PARCEL 7551-12-5837
RECORDED IN DEED BOOK D-37, PAGE 159 AND IN
PLAT CARD 8675, HIGHLANDS TOWNSHIP, MACON
COUNTY, NORTH CAROLINA.
EROSION CONTROL IMPLEMENTATION SCHEDULE
INITIAL PHASE
1. INSTALL CONSTRUCTION EXIT PAD (CEP) AND TYPE "A" SILT
FENCE (SB), DOUBLE ROW WHERE INDICATED.
2. CLEAR TREES AS NEEDED.
3. STRIP AND STOCKPILE TOPSOIL (TSG), AND REMOVE UNSUITABLE
MATERIAL.
4. TEMPORARY SEEDING TO BE INSTALLED ON AREAS WHERE
GRADING AND STABILIZATION OPERATIONS HAVE CEASED AND WILL
NOT RESUME FOR 5 WORKING DAYS, OR 7 CALENDAR DAYS,
WHICHEVER IS SHORTER. IF A QUALIFYING RAIN EVENT IS
4. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED EXPECTED, TEMPORARY STABILIZATION SHALL BE ACHIEVED PRIOR
TO THE RAIN EVENT.
BY KING ENGINEERING OF CONCORD, INC., CONCORD,
NORTH CAROLINA. '
WETLAND AREA 2
(0.029 ACRES)
NATURE OF CONSTRUCTION ACTIVITY
PRECONSTRUCTION CONDITIONS. THE SITE IS A 2.24 ACRE PIECE OF IN 47'35'23" 45'
PROPERTY LOCATED ON THE SOUTHWEST SIDE OF U.S. 64 (CASHIERS
URD.) AND CHERRWOOD DR., IN MACON COUNTY NORTH CAROLINA. IT IS �� / / / / �'� \ \ \ \ //// . • ; : • • :. • • :. • ; : • • ; . ' : •,'• ; . � ' • • ; . • • :. • ' I � • ,�/ \ ,'
A PREVIOUSLY DEVELOPED SITE WITH GRAVEL DRIVEWAY. THE REMAINING W� LAND AREA 1
PORTIONS OF THE LOT ARE COVERED WITH GRASS AND TREES. THERE (0.025 ACRES) / 1 \ , : • . j a \ /
ARE TWO STREAMS AND TWO WETLAND AREAS PRESENT ONSITE. THERE / / kotiti,
IS AN UNNAMED TRIBURARY TO BIG CREEK THAT RUNS FROM SOUTH TO / / / / \ / I =/o; \ �4024/ U
NORTH ALONGSIDE CHERRYWOOD DRIVE. THERE IS ANOTHER UNNAMED / / / ko�1' / /%: ; ; : \ \ �� W' '� �, / r I
TRIBUTARY TO BIG CREEK THAT RUNS FROM WEST TO EAST NEAR THE / I I
NORTHERN PROPERTY LINE THAT FORMS TWO WETLAND AREAS BEFORE IT
FLOWS INTO THE CREEK ADJACENT TO CHERRYWOOD DRIVE. ONSITE / '` �k°19' ; . : • \ LIMIT OF 1-1
\I Q�: ;
SOILS ARE CLASSIFIED AS CULLASAJA-TUCKASEGEE COMPLEX, / i ; . ; . / - \ �DISTURBANC� , \ \ \ h; �I I/ \
HYDROLOGIC SOIL GROUP A, AND UDORTHENTS, HYDROLOGIC SOIL GROUP i / / �; : i '�; : �` ; :. / / \ \ \ \ �; �� / ✓ / I \ �v
C. THE SITE GENERALLY SLOPES FROM SOUTH TO NORTH AT ABOUT
4.7%. SURFACE RUNOFF FLOWS NORTH TO THE WETLAND AREA, BEFORE // /, �/ ,U - / -�1��--------- ----
FLOWING INTO THE UNNAMED TRIBUTARY TO BIG CREEK. / , S� _ o�� _ J-
/ / .' / / J — — 1- 1-4020� — — ° POSTCONSTRUCTION CONDITIONS: THIS PROJECT CONSISTS OF / / .c,� /�,� i i'�LJ�v11T OF J - - - -
CONSTRUCTING A 9100 SQ.FT. RETAIL STORE WITH A 28-SPACE PARKING , !.' i / - _402�- - ��e
/ /,- Y y� DfSTITRBANCE - - \ \ r
LOT AND TRUCK DELIVERY AREA. THE REMAINING AREAS WILL BE /j -0 \ \ I \ \ 1111 III
LANDSCAPED WITH SOD. DRAINAGE FROM THE ROOF WILL BE DISCHARGED
ON THE SURFACE AND DIRECTED TOWARDS THE CURB LINE OF THE REAR / !' O�NQ �R�e� �`' U - - o , / I \ / / SB I Ub / ROMP I I I I /
PARKING LOT AREA. ALL PARKING LOT AREAS WILL BE SLOPED TO
DRAIN STORMWATER TO ONE OF FIVE GRATE INLETS LOCATED IN THE /'' % 6 __-°�\
PARKING LOT. THOSE INLETS WILL BE CONNECTED TO AN 18" HDPE
PIPE NETWORK THAT WILL CONVEY STORMWATER TO AN UNDERGROUND SB DOUBLE ROW% /a°ry TS MU
DETENTION CHAMBER SYSTEM LOCATED EAST OF THE BUILDING, NEAR �- / \ TSG 1 \
THE DRIVEWAY. PROPOSED SLOPES OF THE PARKING LOT RANGE FROM / ,- j �� - - / ,9�/ \ \ - - / °;' /°� ON i II I I
1.0% TO 3.5%, WHILE THE REMAINING GRASSED AREAS WILL BE GRADED
TO A MAXIMUM SLOPE OF 4:1 H: V (25%).
r—/i/ ��' I / / 11;�I1►16� I I I /�\
IN ORDER TO TREAT THE FIRST INCH OF STORMWATER RUNOFF ReE� , /
GENEREATED FROM THE DEVELOPMENT, THE UNDERGROUND DETENTION / ti� / / / No\s�� FFER �' ° / / \ \ / / // °
CHAMBER SYSTEM WILL INCLUDE A SEPARATOR ROW SYSTEM WHICH WILL REMOVE 80% OF THE TOTAL SUSPENDED SOLIDS (TSS) FROM THE \U)
I
STORMWATER. THE SEPARATOR ROW IS WRAPPED IN FILTER FABRIC, / / / �� ' 30 // \ / / / / \ \ / 1 I / I I'�II'I I m�
AND THE SYSTEM IS DESIGNED SO THAT STORMWATER ENTERING THE
CHAMBERS MUST FLOW THROUGH THE SEPARATOR ROW FIRST, FILTERING
80% OF THE TSS BEFORE FLOWING DOWNWARD AND FILLING THE GRAVEL
BED AND THEN THE ADJOINING CHAMBERS.
l°
TO CONTROL THE INCREASED DISCHARGES DUE TO THIS DEVELOPMENT,
THE ON -SITE STORMWATER WILL BE DETAINED IN AN UNDERGROUND
DETENTION CHAMBER SYSTEM. THE CHAMBER SYSTEM WILL CONSIST OF
89 CULTEC R-150XLHD CHAMBERS EMBEDDED IN A GRAVEL BED. THE AREA OF DISTURBANCE / I I \ /' \ 11II
OUTFLOW WILL BE CONTROLLED BY THE USE OF 6"X6" ORIFICE AND AN 'UU ''- - - - �' 1 I I I I \ 1.03 ACRES
18"X12" WEIR IN THE OUTLET CONTROL BOX LOCATED NEAR THE
NORTHEAST END OF THE PARKING LOT. THE ORIFICES WILL FORCEIIIII',
/\ ' / I I I \ LIMIT OF I I , o
STORMWATER TO BACK UP AND BE STORED IN THE CHAMBERS. ,-� / � � � I I / I / / to I I ,
DISCHARGE FROM THE OUTLET CONTROL BOX WILL BE DIRECTED TO THE LIMIT OF - _ - - _ / I I / / I \ I DISTURBS
NORTHEAST, WHERE IT WILL DISCHARGED ON THE SURFACE, AND FLOW - DIS-TURBANCE
TO THE WETLAND AREA ADJACENT TO THE UNNAMED TRIBUTARY TO BIG �4°2�' I I I I I / TS MU
CREEK. o0
_ I I 1, I I I I ,t
_ ° 1 I I Ill I \ 1 r_\ I '� I I
SITE ESTIMATES - - - - \ I ( I I'II
I
PRECONSTRUCTION IMPERVIOUS AREA: 7.0% - _ ° - J \ l ( l\ \ \ \\ \ \\ TS\ MU
POSTCONSTRUCTION IMPERVIOUS AREA: 39.3%
SB DOUBLE ROW \ \ \U \ \ \ ) \ // /, l,/
/l��
\ \ \ PRbPQSED SEPTIC AREA
�' \ \ \ �� �� CEP
DESIGN BY -OTHERS; DO NGT \ \ \ \\ \ �� �� - - _ / /I I I O
\ - _ \ DISTURB UNTIL INSTyALEATION TS MU I
\/ / I = I I o
----- oAll
\
/ / I \>CD
/ I / I
\�-4o32-- \ / MiJ / / I ` / �\ I / `�I \ D
� \\ --/� // I L,J /
-------,�\ \\ \ \\ / _ Lo
,v/ �y it
--4024---------
36
41
' ' U.S. HIGHWAY 64 1p
\ I 1 I LIMIT OF / I W 25. S 3456'�9/% /
\ \ I I I I I I DIISTURBANCE, / \ 58.5 ` S 39' '3 " 10
(� �_ o _
S 47' 6'27" W 33.28' / 1 v S 45'01'35" W 94.64'
S 45.47 51 W 123.07 S 45.29'14" W 9.46 \ S 42'05 44" W
60, PUBLIC R.O.W. 4026,\- -- - -
0
m
OHE OHE
- OHE OHE
ESPC NOTES
1. BECAUSE THE SITE IS DEFINED AS A 'HIGH QUALITY WATER ZONE',
STABILIZTION WITH GROUND COVER SHALL BE ACHIEVED AS SOON
AS PRACTICAL, BUT IN ANY EVENT ON ALL AREAS OF THE SITE
WITHIN 5 WORKING DAYS OR 7 CALENDAR DAYS, WHICHEVER IS
SHORTER, FROM THE LAST LAND DISTURBING ACT.
2. IF A QUALIFYING RAIN EVENT IS EXPECTED, TEMPORARY
STABILIZATION SHALL BE ACHIEVED PRIOR TO THE RAIN EVENT.
3. BECAUSE THE SITE DRAINS TO STREAMS OCCUPIED BY WILD
BROOK TROUT, NO IN -STREAM ACTIVITIES SHALL TAKE PLACE
BETWEEN OCTOBER 15 AND APRIL 15 DUE TO BROOK TROUT
SPAWNING SEASON.
4. ANY MATTING OR ESPC PRODUCTS SHOULD BE FREE OF NYLON
MESH, AS IT IS SLOW TO DEGRADE AND CAN ENTANGLE WILDLIFE.
/ 0N�
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NOTES
EROSION CONTROL IMPLEMENTATION SCHEDULE
1.
THIS LOT CONTAINS 2.24 ACRES, MORE OR LESS.
INTERMEDIATE PHASE
o
1. BEGIN GRADING SITE IN THE BUILDING AND PARKING AREAS.
o
2.
THIS LOT IS NOT ZONED.
2. CONSTRUCTION EXIT PAD (CEP), DOUBLE ROW OF TYPE "A" SILT
N
FENCE (SB), TEMPORARY SEEDING (TS) TO REMAIN AND
MAINTAINED AS NEEDED AS GRADING PROGRESSES.
3.
THIS PROPERTY IS TAX PARCEL 7551-12-5837
3. INSTALL COMPOST SOCK CHECK DAMS (CS) IN CHANNELS WHERE
STORM DRAIN OUTLET PROTECTION DESIGN
RECORDED IN DEED BOOK D-37, PAGE 159 AND IN
INDICATED.
FLOW DATA FOR 25—YR, 24 HOUR STORDM—E1VET-
8NIN
cwn
PLAT CARD 8675, HIGHLANDS TOWNSHIP, MACON
4. INSTALL UTILITIES (STORM, SANITARY, AND WATER). STORM PIPE
Q25 = 4.77 CFS
z
COUNTY, NORTH CAROLINA.
OUTLET TO BE STABILIZED WITH OUTLET PROTECTION (OP).
T = 3.94 < 0SEC
AILWATER 0.5D;
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5. PROTECT GRATE INLETS WITH BLOCK & GRAVEL INLET PROTECTION
MINIMUM TAILWATER CONDITION APPLIES
4.
BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED
(BIP) AFTER INSTALLATION.
APRON DESIGN: /
BY KING ENGINEERING OF CONCORD, INC., CONCORD,
6. CONCRETE WASHOUT (GK) TO BE ESTABLISHED AND MAINTAINED
La = 9 FT '
W, = 3*D = 4.5 FT
NORTH CAROLINA.
AS NECESSARY ONCE CONCRETE POURING BEGINS.
W2 = D+La = 10.5 FT
d50 = 4 IN., CLASS 1
WETLAND AREA 2
(0.029 ACRES)
NATURE OF CONSTRUCTION ACTIVITY
PRECONSTRUCTION CONDITIONS: THE SITE IS A 2.24 ACRE PIECE OF N 47'35'23" 45'
PROPERTY LOCATED ON THE SOUTHWEST SIDE OF U.S. 64 (CASHIERS
RD.) AND CHERRWOOD DR., IN MACON COUNTY NORTH CAROLINA. IT IS �� / / / / /'� \ � \ \ //,/ • ; : • • :. • ::. • ; : • ::. • : •,'• ; . � • • ; . • ::. • ' I � • ,�/ \ ,'
A PREVIOUSLY DEVELOPED SITE WITH GRAVEL DRIVEWAY. THE REMAINING \�ETLAND AREA 1
PORTIONS OF THE LOT ARE COVERED WITH GRASS AND TREES. THERE (0.025 ACRES) / 1 , : • . j a \ /
ARE TWO STREAMS AND TWO WETLAND AREAS PRESENT ONSITE. THERE
IS AN UNNAMED TRIBURARY TO BIG CREEK THAT RUNS FROM SOUTH TO / / / / \ / =/a; \ �4024/ /
NORTH ALONGSIDE CHERRYWOOD DRIVE. THERE IS ANOTHER UNNAMED �"; / r I
TRIBUTARY TO BIG CREEK THAT RUNS FROM WEST TO EAST NEAR THE
NORTHERN PROPERTY LINE THAT FORMS TWO WETLAND AREAS BEFORE IT OP
FLOWS INTO THE CREEK ADJACENT TO CHERRYWOOD DRIVE. ONSITE / / '` �k01� \ \ \I� /�' / /II \ �v I'
i ': / / �—
SOILS ARE CLASSIFIED AS CULLASAJA-TUCKASEGEE COMPLEX, / i ; . :. / \ LIMdT OF , \ \ \ h; �; SB u R�bNV \
HYDROLOGIC SOIL GROUP A, HYDROLOGIC SOIL GROUP // �' ' i �': >< . :. / / DIST RBANCE AND UDORTHENTS, / . • � . • �.: • . • — �/-/ / \ \
C. THE SITE GENERALLY SLOPES FROM SOUTH TO NORTH AT ABOUT / / �. • _ _ - -- -' /
4.7%. SURFACE RUNOFF FLOWS NORTH TO THE WETLAND AREA, BEFORE / / / �i -_ - / �--------- ----
FLOWING INTO THE UNNAMED TRIBUTARY TO BIG CREEK. °,� — �- _ _ _ _ _ I / I I o
/ �— — —I�4 — — /' O — , I /
POSTCONSTRUCTION CONDITIONS: THIS PROJECT CONSISTS OF // / � �' / U Ui'-U IT OF '-4020— r _ — o / o _ _ — — \ g l / I I l / i ,��0 /
CONSTRUCTING A 9100 SQ.FT. RETAIL STORE WITH A 28-SPACE PARKING , / / — —
v y/ DfSTITRBANCE — —4°2 >
LOT AND TRUCK DELIVERY AREA. THE REMAINING AREAS WILL BE / / // /i // — — — = — — — — — — —40
LANDSCAPED WITH SOD. DRAINAGE FROM THE ROOF WILL BE DISCHARGED
ON THE SURFACE AND DIRECTED TOWARDS THE CURB LINE OF THE REAR
PARKING LOT AREA. ALL PARKING LOT AREAS WILL BE SLOPED TO / 1 PM�� >- / / / / — — - - - - - ■ / _ / ° J
DRAIN STORMWATER TO ONE OF FIVE GRATE INLETS LOCATED IN THE
\ I /
PARKING LOT. THOSE INLETS WILL BE CONNECTED TO AN 18" HDPE
PIPE NETWORK THAT WILL CONVEY STORMWATER TO AN UNDERGROUND / / / / / / \ BGIP o
DETENTION CHAMBER SYSTEM LOCATED EAST OF THE BUILDING, NEAR
THE DRIVEWAY. PROPOSED SLOPES OF THE PARKING LOT RANGE FROM o�' / / / o� j I III I
1.0% TO 3.5%, WHILE THE REMAINING GRASSED AREAS WILL BE GRADED / // — — — — — �' / / \ \ - SIB DQOTBLE ROW o / / �k / ; CE
TO A MAXIMUM SLOPE OF 4:1 H: V (25%). �� /� — — —_FAR / TS MU / — — BGIP I
_ \ / / /INZ
I
IN ORDER TO TREAT THE FIRST INCH OF STORMWATER RUNOFF
GENEREATED FROM THE DEVELOPMENT, THE UNDERGROUND DETENTION / ti� / / / No�s��- FFER I'
CHAMBER SYSTEM WILL INCLUDE A SEPARATOR ROW SYSTEM WHICH WILL /'°otiti/ / / 25 �� \ / / ° I \
�k - / / 7 I P
REMOVE 80% OF THE TOTAL SUSPENDED SOLIDS (TSS) FROM THE / / / / /k°� /, / / / / o \ I I I I I II �/ I I ::E
STORMWATER. THE SEPARATOR ROW IS WRAPPED IN FILTER FABRIC,
AND THE SYSTEM IS DESIGNED SO THAT STORMWATER ENTERING THE / / / ,-3°� , / , / // / \ I ' LIMI1� F
CHAMBERS MUST FLOW THROUGH THE SEPARATOR ROW FIRST, FILTERING ,� // ,/ // ti� / /— / / // I % ', ►p , I II i I II DISTU BAN E
80% OF THE TSS BEFORE FLOWING DOWNWARD AND FILLING THE GRAVEL
BED AND THEN THE ADJOINING CHAMBERS. o ° \\ // -GK- C CRF�1`� H
TO CONTROL THE INCREASED DISCHARGES DUE TO THIS DEVELOPMENT,
THE ON -SITE STORMWATER WILL BE DETAINED IN AN UNDERGROUND
DETENTION CHAMBER SYSTEM. THE CHAMBER SYSTEM WILL CONSIST OF % \ / / / / ,402�' / / N ) / I / / TS MU
89 CULTEC R-150XLHD CHAMBERS EMBEDDED IN A GRAVEL BED. THE \ �.' / '�\ / / / / / / o III / . / I ■ \ I �II I I
OUTFLOW WILL BE CONTROLLED BY THE USE OF 6"X6" ORIFICE AND AN / / / / / — — — — / o I I / I Illill I I. I I I
18 X12 WEIR IN THE OUTLET CONTROL BOX LOCATED NEAR THE ,' \ j — — — — _ . / s� /
NORTHEAST END OF THE PARKING LOT. THE ORIFICES WILL FORCE ,-'/ / /40Z ) I III I \ o IIIIIIII;I I I I I I ',
STORMWATER TO BACK UP AND BE STORED IN THE CHAMBERS. / / / I I I I I I / ' LIMIT OF 0
DISCHARGE FROM THE OUTLET CONTROL BOX WILL BE DIRECTED TO THE LIMIT OF — _ — — I I I AREfa OF DISTURBANCE I I DISTURB�f�
NORTHEAST, WHERE IT WILL DISCHARGED ON THE SURFACE, AND FLOW - DISTURBANCE — — ' I I I ' I
TO THE WETLAND AREA ADJACENT TO THE UNNAMED TRIBUTARY TO BIG 4p2� / / I I I I I I // 1.32 ACRES ell I ', I I',II \',II I I I I 11 l
ul
CREEK. I I I I // to I
0 0 — — I I ( UNDERGROUND DETENTION SYSTEM TO BE ' I ' I' I I I ' ,o I
SITE ESTIMATES — — / o — — — — — / \ I I I ( l \ PROTECTED FROM SEDIMENTATION AT ALL I IIIII I I I I '
PRECONSTRUCTION IMPERVIOUS AREA: 7.0% — _ / \ I ( \ \ ' Ij I I I II I I
TIMES DURING CONSTRUCTION;
POSTCONSTRUCTION IMPERVIOUS AREA: \ \ 39.3% — — — / �4°se ADDITIONAL MEASURES MAY BE REQUIRED o I — , S� I I 1I�1 I ' • `" I I
_ \� / I I
SO D LIB OW \ \ \ ` \ \ \ 4027 I pry a �/ �/'' / I / / (� II � I
\ \ PRbRG1SED SEPTIC AR
DESIGN BY OTI �RS• DO NGT \ \ \ \ \ \ �� �� BGIP \ ® — — / / ' /' // M I 0 0 I II I
\ DISTURB UNTIL INSTyAL-EATION \ ` — \ \ — \ / y T= GI ��. I
TS U — — — — — — \ _ — \PIS PR
MU 2, //%/// / / I I . J
ODI I
\�-4032-- \\(\o 0 0 0
—4023\ \ ///// N N jr I/ W
\4038 �\ / i I I / `�--- �2
/--------7---- TS MU 24_—
—402
I I ry
LIMIT OF / ; U. S. HIGHWAY 64 _ ,3 " w 25.10' 3456��%%
S,
\ \ I I I I I I DIISTURBANCE,' (� / CS \ 58.5 S 39'0 - o
\ S 47' 6'27" W 33.28' / I v S 45'01'35" W 94.64' \
�o \ S 45.47 51 W I123.07 I I S 45*29'14" W 9.46 I \ \ S 42'05 44" W
gp M d �
NE
a� �\ a o to o 0 0 0 0 0 0 4p26� O
60 PUBLIC R.O.W. -
m
OHE OHE
- OHE OHE
ESPC NOTES
1. BECAUSE THE SITE IS DEFINED AS A 'HIGH QUALITY WATER ZONE',
STABILIZTION WITH GROUND COVER SHALL BE ACHIEVED AS SOON
AS PRACTICAL, BUT IN ANY EVENT ON ALL AREAS OF THE SITE
WITHIN 5 WORKING DAYS OR 7 CALENDAR DAYS, WHICHEVER IS
SHORTER, FROM THE LAST LAND DISTURBING ACT.
2. IF A QUALIFYING RAIN EVENT IS EXPECTED, TEMPORARY
STABILIZATION SHALL BE ACHIEVED PRIOR TO THE RAIN EVENT.
3. BECAUSE THE SITE DRAINS TO STREAMS OCCUPIED BY WILD
BROOK TROUT, NO IN -STREAM ACTIVITIES SHALL TAKE PLACE
BETWEEN OCTOBER 15 AND APRIL 15 DUE TO BROOK TROUT
SPAWNING SEASON.
4. ANY MATTING OR ESPC PRODUCTS SHOULD BE FREE OF NYLON
MESH, AS IT IS SLOW TO DEGRADE AND CAN ENTANGLE WILDLIFE.

NOTES
1. THIS LOT CONTAINS 2.24 ACRES, MORE OR LESS.
2. THIS LOT IS NOT ZONED.
3. THIS PROPERTY IS TAX PARCEL 7551-12-5837
RECORDED IN DEED BOOK D-37, PAGE 159 AND IN
PLAT CARD 8675, HIGHLANDS TOWNSHIP, MACON
COUNTY, NORTH CAROLINA.
EROSION CONTROL IMPLEMENTATION SCHEDULE
FINAL PHASE
1. MAINTAIN CONSTRUCTION EXIT PAD (CEP), DOUBLE ROW OF TYPE
"A" SILT FENCE (SB), AND TEMPORARY SEEDING (TS) AS SITE
GRADING PROGRESSES.
2. GRADE PARKING LOT AND CONSTRUCT BUILDING PAD. BASE,
PAVING AND BUILDING ARE TO BE INSTALLED AFTER UTILITY
CONSTRUCTION IS COMPLETED.
3. INSTALL SOD (SOD) ON AREAS INDICATED AS SOON AS
PRACTICABLE. APPROPRIATE PLANT MATERIAL SHALL BE
INSTALLED AREA BY AREA AS SITE WORK PERMITS.
4. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED 4. CLEAN STORM STRUCTURES. INSTALL ANY OTHER PERMANENT
BMP. '
BY KING ENGINEERING OF CONCORD, INC., CONCORD, 5. DEMUCK ALL STRUCTURAL BMP'S AND SAFELY DISPOSE OF
NORTH CAROLINA. MATERIAL. MAINTAIN SILT FENCE (SB) UNTIL VEGETATION HAS '
ACHIEVED 100% COVERAGE ACROSS SITE WITH 85% DENSITY, THEN '
REMOVE.
NATURE OF CONSTRUCTION ACTIVITY
PRECONSTRUCTION CONDITIONS. THE SITE IS A 2.24 ACRE PIECE OF / / — N 47.35'23" 45'
PROPERTY LOCATED ON THE SOUTHWEST SIDE OF U.S. 64 (CASHIERS
\ / /RD.) AND CHERRWOOD DR., IN MACON COUNTY NORTH CAROLINA. IT IS �� / / / / / \ \ \ //,/ ; : • ::. ; : : ; . ; : •' ; . ' . • ; . I ,'/ \
A PREVIOUSLY DEVELOPED SITE WITH GRAVEL DRIVEWAY. THE REMAINING
PORTIONS OF THE LOT ARE COVERED WITH GRASS AND TREES. THERE
ARE TWO STREAMS AND TWO WETLAND AREAS PRESENT ONSITE. THERE / otiti / '� <'' : : • \ \ J // �' \ I /
IS AN UNNAMED TRIBURARY TO BIG CREEK THAT RUNS FROM SOUTH TO ���4024/
NORTH ALONGSIDE CHERRYWOOD DRIVE. THERE IS ANOTHER UNNAMED �o % . • �� �, 1 /
TRIBUTARY TO BIG CREEK THAT RUNS FROM WEST TO EAST NEAR THE / I \\ )\ \ \ \
NORTHERN PROPERTY LINE THAT FORMS TWO WETLAND AREAS BEFORE IT
FLOWS INTO THE CREEK ADJACENT TO CHERRYWOOD DRIVE. ONSITE / • ; / \�40 : • J — / I \ \ �' / / /�I \ ,,?;
SOILS ARE CLASSIFIED AS CULLASAJA—TUCKASEGEE COMPLEX, / i ; . ; . / \ OP , \ \ \ h; co;cVv
HYDROLOGIC SOIL GROUP A, AND UDORTHENTS, HYDROLOGIC SOIL GROUP / / ' ' i ' :` . :. / LIM
C. THE SITE GENERALLY SLOPES FROM SOUTH TO NORTH AT ABOUT / i �� �___---'
/ / • • .y(' ' _ _--- � � DIST RBANC�-'�
4.7%. SURFACE RUNOFF FLOWS NORTH TO THE WETLAND AREA, BEFORE // // // __---- / --------- ---- - \
FLOWING INTO THE UNNAMED TRIBUTARY TO BIG CREEK.
-- 1— --- —'-402° —'-- r r r kk rk k /rr
POSTCONSTRUCTION CONDITIONS: THIS PROJECT CONSISTS OF OF
CONSTRUCTING A 9100 SQ.FT. RETAIL STORE WITH A 28—SPACE PARKING 4021
DSTLJR� NCE
/
/
LOT AND TRUCK DELIVERY AREA. THE REMAINING AREAS WILL BE —40
LANDSCAPED WITH SOD. DRAINAGE FROM THE ROOF WILL BE DISCHARGED / `� f-\� / _ D� r k rl k r k r k \ r k k k r 0 r k ik k r k k? r r l 4 • r III I I
ON THE SURFACE AND DIRECTED TOWARDS THE CURB LINE OF THE REAR
I '
PARKING LOT AREA. ALL PARKING LOT AREAS WILL BE SLOPED TO
DRAIN STORMWATER TO ONE OF FIVE GRATE INLETS LOCATED IN THE
PARKING LOT. THOSE INLETS WILL BE CONNECTED TO AN 18" HDPE -/1 G / / / / / / r, r k k r k r r r r r r n
PIPE NETWORK THAT WILL CONVEY STORMWATER TO AN UNDERGROUND /� r k k r k \k k k r k kl I\
DETENTION CHAMBER SYSTEM LOCATED EAST OF THE BUILDING, NEAR y / / / % r r ' '
THE DRIVEWAY. PROPOSED SLOPES OF THE PARKING LOT RANGE FROM /
1.0% TO 3.5%, WHILE THE REMAINING GRASSED AREAS WILL BE GRADED
TO A MAXIMUM SLOPE OF 4:1 H: V (25%). 4�
IN ORDER TO TREAT THE FIRST INCH OF STORMWATER RUNOFF a
GENEREATED FROM THE DEVELOPMENT, THE UNDERGROUND DETENTION °
CHAMBER SYSTEM WILL INCLUDE A SEPARATOR ROW SYSTEM WHICH WILL O '
REMOVE 80% OF THE TOTAL SUSPENDED SOLIDS (TSS) FROM THE / / / k°� / -cfpl r/ k k r a / a ° a/ / ° d°
STORMWATER. THE SEPARATOR ROW IS WRAPPED IN FILTER FABRIC, / / // /n�� ' 30 r r r r \ / / / / \ / r k r r k r I I m I i \
AND THE SYSTEM IS DESIGNED SO THAT STORMWATER ENTERING THE / / ,,-� / 2 r k k k III k r LIMI1� F
CHAMBERS MUST FLOW THROUGH THE SEPARATOR ROW FIRST, FILTERING .,� / / ,' �� / r k r� / / / < 1 / k ., ►,A r r a / I I DISTU BAN E
80% OF THE TSS BEFORE FLOWING DOWNWARD AND FILLING THE GRAVEL
BED AND THEN THE ADJOINING CHAMBERS.
TO CONTROL THE INCREASED DISCHARGES DUE TO THIS DEVELOPMENT, .�.TOj/� / i/ i k©D
THE ON —SITE STORMWATER WILL BE DETAINED IN AN UNDERGROUND \ • /,.='C / —4026 / r r�C r r r r / / / / / I m I ' / I r r k I I r
DETENTION CHAMBER SYSTEM. THE CHAMBER SYSTEM WILL CONSIST OF
89 CULTEC R-150XLHD CHAMBERS EMBEDDED IN A GRAVEL BED. THE
OUTFLOW WILL BE CONTROLLED BY THE USE OF 6"X6" ORIFICE AND AN /� ' / / / / — — — rrr kok k r a k k / I I \ \ / r k II�II I I� I �1-
C
I
18"X12" WEIR IN THE OUTLET CONTROL BOX LOCATED NEAR THE '— — — — _ . — / / / ' ra ` ` k _ I I I a I II I I
rrkrkr k I IIIII� l I
NORTHEAST END OF THE PARKING LOT. THE ORIFICES WILL FORCE II, IIIII ;I I I I ',
STORMWATER TO BACK UP AND BE STORED IN THE CHAMBERS. / / / k r k k k r �k k / I I I I I k k r LIMIT OF 1' 1
DISCHARGE FROM THE OUTLET CONTROL BOX WILL BE DIRECTED TO THE LIMIT OF _ _ — — k ' I I I ARE/, OF DISTURBANCE I k k Ik k DISTURBX'
NORTHEAST, WHERE IT WILL DISCHARGED ON THE SURFACE, AND FLOW — DISTURBANCE — — r '; I I I I III II I 'I
TO THE WETLAND AREA ADJACENT TO THE UNNAMED TRIBUTARY TO BIG I I I I // 1.32 ACRES I rrr k k I I',11 I, I I I I I 1
kkk k kkk
k k r k I I I / so I w I
CREEK. ,,,, /._---,- ,krrrkkk I I I / � \ I I I I I >!
.-�._: \._- r �._ ;'
k l
SITE ESTIMATES --__==
PRECONSTRUCTION IMPERVIOUS AREA: 7.0%
POSTCONSTRUCTION IMPERVIOUS AREA: 39.3%_ °
Q°
PR(5POSED SEPTIC AREA _ r r k r r \ \ \ \ \ \ \ \ \ — 2
\ \ \ ----- --- (DESIGN BY OTHERS; DO NOT 1, I I iIQ AO0O
DISTURB UNTIL INSTALLATION .
91S R aNGEU� III \
m \
ry
\ �\ \ `�-------- - - r?
o�C'f
M
k k r k k k 4 r r
k r k ki r r r
02
`°
�4 3 D 0
61,
\ — 7 / / / i / ' r k r k r Jc-- r—+. r—T r r rr r k ry— k�.4.24 . — -r T� r—� --kr / i r I r ¢ 3 — / / / r t r r t r r r r—Ic Tk—Ir- k r k r k r r r r r k r r r r k r k r r r r k r k r r r k r r r r r r r r r r r r r ,�. �r k r�FT Ji
0 5— / / ` ` r r r r k r r r r r k r k r k r k r r k r r r k r—k r Y t�
— k r r r k r k r r �2 \ k k k k k k r k r k r r r k k k k r
k�. J—r
\\ \\ k k r k k r k k k k r r r r r k k k k k k r k r k k k
/ � �
\ I / , U.S. HIGHWAY 64 " 10 S /
I I I I I I I LIMIT OF I 9ro 3 W 34yo19// /
\ \ I I DIISTURBANCE, / \ \ \ ` 58.5 S 3 25. °
/ I C \ \ S 42'05'44" W
S 47' 627" W 33.28' I S 45'01 35' W 94.64 \
�o g 7 I I S 45'4�7 51 W I123.07 I I d I S 45*29'14" W 19.46 \\\
o 0 60' PUBLIC R.O.W. 4p26,\— — _ ,
OHE OHE
- OHE OHE
ESPC NOTES
1. BECAUSE THE SITE IS DEFINED AS A 'HIGH QUALITY WATER ZONE',
STABILIZTION WITH GROUND COVER SHALL BE ACHIEVED AS SOON
AS PRACTICAL, BUT IN ANY EVENT ON ALL AREAS OF THE SITE
WITHIN 5 WORKING DAYS OR 7 CALENDAR DAYS, WHICHEVER IS
SHORTER, FROM THE LAST LAND DISTURBING ACT.
2. IF A QUALIFYING RAIN EVENT IS EXPECTED, TEMPORARY
STABILIZATION SHALL BE ACHIEVED PRIOR TO THE RAIN EVENT.
3. BECAUSE THE SITE DRAINS TO STREAMS OCCUPIED BY WILD
BROOK TROUT, NO IN —STREAM ACTIVITIES SHALL TAKE PLACE
BETWEEN OCTOBER 15 AND APRIL 15 DUE TO BROOK TROUT
SPAWNING SEASON.
4. ANY MATTING OR ESPC PRODUCTS SHOULD BE FREE OF NYLON
MESH, AS IT IS SLOW TO DEGRADE AND CAN ENTANGLE WILDLIFE.
pN'
ENE
/ ONE
0
0
c\1
I
n
w
z
w
u
FT

NOTES
1. THIS LOT CONTAINS 2.24 ACRES, MORE OR LESS.
2. THIS LOT IS NOT ZONED.
3. THIS PROPERTY IS TAX PARCEL 7551-12-5837
RECORDED IN DEED BOOK D-37, PAGE 159 AND IN
PLAT CARD 8675, HIGHLANDS TOWNSHIP, MACON
COUNTY, NORTH CAROLINA.
4. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED
BY KING ENGINEERING OF CONCORD, INC., CONCORD,
NORTH CAROLINA.
WETLAND AREA 2
'
FLOOD ZONE NOTES (0•029 ACRES) ,
1. THIS PROPERTY IS LOCATED IN FLOOD HAZARD ZONE
�� - - - - - - N 4T35'23" 58.45'
��
X (OUT-UNSHADED).-
2. ZONE "X" (OUT -UNSHADED) DENOTES AREAS TO BE �
REQ'D OUTLET CONTROL BOX '
DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL WETLAND AREA �1 / / TOP 4026.00 ;
CHANCE FLOODPLAIN. / / (0.025 ,ACRES) / ; : MP INV. IN (12" HDPE) 4022,40, ; ; ; ; ; .. ; ; ..
/ otiti / c ' INV. IN ($" HDPE) 4f?21. t :I' INV 4017.9s� I
3. PROPERTY SHOWN ON FIRM PANEL 371007551 OOJ, / / / ; .�, (APPfZOX LocATI ) INv. our (18'�, P) 40Z1:90 : •'' ' I l ; l v 024/
EFFECTIVE APRIL 19, 2010. Z-1I
INV. 401P.00
Z. REQ'D 2X2 GRATE INLET #4
TOP 4025.32 CM EX. DROP INLET
/ / ; . • ' / P GRATE 4022.17
INV. IN (15" HDPE) 4022.79
HDPE) 4022.69 INV. OUT (18" HDPE) 4017.88
/ �' / • ' �. • . - � INV. OUT (12" \ \ \ \ \ \ Qi of � / / \ �+ � I �
/ �' • ' --- �- INV. OUT 4021.75�;
FG=4022.50 4_ XFG=4
/ - TW=4025.50 _ 022.50
TW= 4026' _ IW=40 5.2 _ _ o>'
WATER QUALITY CALCULATIONS � ,'�," ice, \/ � - _ �0L402o- ,Fc 4022=.75 _' - --- - _ - .00
__ TW 4025.50 - _ 00=4025.00 Iro-
SITE IMPERVIOUS AREA (A) 31,890 SQ. FT. (0.732 ACRES, 0.001143 SQ.MI.) FG-4023.75 - - -
75 _
/, , , - BG=4026.29- .022 - - - - FG� �I
TW 4025 �j
IMPERVIOUS AREA CURVE NUMBER (CN) = 98 / y y� TW=4026.50 _ - - - FL'4025.79 g I l
0
WATER QUALITY DESIGN STORM EVENT PRECIPITATION DEPTH (P) = 1" T =4 o26.5o W=4026.5a L REI 6" W � 2 4. ,o
i __ _
SCS DISCRETE CURVE NUMBER METHOD: / = I I I
S = (1000/CN)-10 Qwv = - '* / /� / / FG=4024.00 _ _ - - = 0 M PROFILE B "o
+ _ v/ / � � FG 40 .0 i' I i EQI 4015.12
SLOPD PAVED HEADWALL (4: 1)
S = (1000/98)-10 = 0.2041 / , i y / --- _ - - - $F'P�--4025.52 i W 02 0�0� f
,- i O �
i REQ'D 57 L.F: OF I FG=4023.55
i - TW=4026_SO �FL=4026. 5 I Ld • /
Qwv = -������ / - � �' � , / - BC=4Q26. 5 � 15' HDPE, w
Qwv = = 0.7909 INCHES -% / - - CaD` 0.50% SLOPE � w p
* / i - - FIG 26.37 BC=402 ' 1 /='4026.12
WATER QUALITY VOLUME (WQV) Qwv A / FG=4025.25 BC=4027.20 FL=402 5 4oz`� / p_ -40 5.62 -A'
(0.7909 IN. 0.0833 ') (31,890 SQ.FT.) / TW�4027.00. 'FL=4 26.70 - a o� io BC=4 8.17 FG4
= 2101 CU. FT. / _ - . �' 4026.8 cv� _ G= 02 36
* * i FG-4026.45 ti
TW 4-26T75 FL 40 67 4023.40 REQ'D 75 L.F. OF
THE WQV WILL BE TREATED BY AN SEPARATOR ROW CONFIGURATION OF THE UNDERGROUND / // FG-4025.50_ -- L=4026.31 BC=4026:70 `REQ'D 2X2 GRATE INLET #3 F - 48" CMP
- / TOP 4025_69 w C�
DETENTION CHAMBERS. �� / j j - - EP - - _-�� _ BC=4 26:141 / / FL=4026.20 INV. OUT (15 HDPE) 4023.10 BORING FG-4025 1 ®1.00% SLOPE
�R M BC-4027�26� BC-4027:06 _ 4025.78 � 4023.93 I �
E , - FL=40 6.76� / TS=4027.30FG=40 5.86 q I�
SEPARATOR ROW SIZING CALCULATIONS: / /� / / / / ��� Rg a 5 ,R / FL' 4026.56 FL-4�76.41 = HA-1 I I =402> .82
UNIT PEAK DISCHARGE u 662 CFS SQ.MI. IN. �� y / / �6� a TS=4027.30 / / / - o
(q) _ / / 01 � � 0 � f� % TP-4026.80
FROM EXHIBIT 5-III IN TR-55 i TP-4026.80 i FG-4024. I
( E,
ASSUMED FOR HIGHEST PEAK FLOW: �E a a a - O \
To = 0.1 HR. AND Tt = 0.0 HR. / _' E(F
/ / DISCHARGE ROOF DRAINS ON PAVEMENT SURFACE C 17 4024.241 m I \
WATER QUALITY PEAK FLOW (Qw) = qu * A * Qwv / / k� 30"- F 4025.75 I I
a �o�' T 4026.75 // / REQ'D ��X2 GRATE INLET #5 F -40
= 662 CFS/SQ.MI./IN. * 0.001143 SQ.MI. * 0.7909 IN. � , / / / ��,/ / / / < ►A� �, II' � I / � � R
INV. OUT 15",HDPE 4022.75 , � � IN,
TREATMENT RATE = 0.06 CFS PER CHAMBER TOP 4025.37
( )
0 60 CFS / / / / C 6.02
PER MANUFACTURER) REMOVAL RATE, e /1� _� - / - _ / / / / / / // / / I =402 50�
( / - / i / ,; TW=402 .50
NO. OF CHAMBERS REQ'D = 0.60 CFS / 0.06 CFS PER CHAMBER m
_ 10 CHAMBERS � ��= ' � - °� - - PROPOSED BUILDING '�, � � FG=4020.50
N0. OF CHAMBERS PROVIDED - 20 �
�,'� �� / TW=4026.00
j/ o I I I a TW=4025.50 i
- FT.
FG=4020.509,100 SQ.1 F z-
d % ' 1 0 L 5 O = TW=4024.50 �i ��II I i� I IICFG=�,40 .41
i
F. F. E. • i - 0 FG=4020.50 � i i 0
� RING � � '� � �" �� �/
A-2 REQ'D 33 L.�',� I
15" HDPE
�02 I ® 0.50%
i G=4 26.0 I I I I TW=4024.25 II 111 I I w
0 6 p FG=4021.25 �� I I I 1 00
I M I
-INV. N0(�5"4�HIi B�, I
REQ'D JUNCTIO I Box #
FIG 402 .35 a A < e a n a _ P)�40 �.6
a a � � ' - � - � INV OUT 10 H P � �
a A a\\VAAA ��A A a e - �� REQ'D 4 L.F.,�O / �56�
\ \ \
----�
f TS=40 Fl I I l r
BC 402__ 30 TP=4 0w �10" HDPE
\ \ PRbPQ \ \ TP=fO 6.80 TP=4026.80 REQ Q JUNCTION BOX ®1.00% SLOPS - i FL 402 8� - - \ ` TS=40 7 30 TS=4Q27.30
\ SED SEPTIC ARE X #1 FG=4021.25
\ \ TOP 4026.29
� FG-40 6.97
\ - IN TW-4024.50
(DESIGN BY OT ERS DO NOT \ \ \ V. IN 18" HDPE 4022.63 ® /
\ c- 27.1 - A ( ) G=4022.oD // / I �o� I
DISTURB UNTIL INSTILLATION FL-_ 026. 2 _ _ \ \ XFG-402 INV. OUT (12" HDPE) 4022.53 fW=4025.00
- - - - - - - - XFG_ 2616 - = �� `, / // / ; �J
C= 027. i / REQ D �78 L.F.I OF 6.63 �� �// �� /F��40242 �Q
L= 02 7 l
_ REQD 2X2 GRATE --INLET #1 \\
v - o 0 o INV. OUT 18' HDPE 4fl23.37 / / / // / / / 0 0 50%pSL O 'b A� OQE E r/ l / � � ��
TOP 4026.12 / MM
SLOPE STORM PROFILE 'A' W
- - - _
-4032- - ( ) #_ �5p% XFG=4026.50 ; �' ��� I O
- - � ® _ BC=4026.50 = 2 5 � / = R
- F
\ RE (y -- -- BC=4027.62 FL=4026.on 4 26. 5 4'� �"' r' N r�i ° T IN ..
/ �� = FL-4027.12
BC-4026.82
/PUR
i
Lo
C=4 7.10 BC=406 6 / / BC=4027.29 REQ'D 2X2 GRAT - ------ -- U
- -
- / FL= 26.60 --- - FL=4026:24 / - FL �4Q2 TOP--40267 40 26.79
���026- BP .96 r ��,
/ - - - _ - - - �� 036\ \ - / / / / / / / - 2 INV. OUT (18" HDPE) 4022.86 co /m
_ \ -- --- - - - -- REQ'D 1 F /
2 - -- r- 7
3 / -
� 48" CM
-402 - - - - - ®/14.2,3%SLOPE INV. 4019.13 / oN
-
� Fc=4024.86 - � � 37 46 .
l
U. S HIGHWAY 64 39.E s 34.5
\ / W 25.10
S 4T 6'27" W 33.28' S 45'01'35" W 94.64' S 42'05'44" W 58.5$ , \
F.: ww8wRE4'{Y JUNCTION
k Q I S 45'4I7 51 W 1123.07 I I S 45-29'14' W ?9.46 EX. 48" CMP' , - - - -PER N - - DRAWING 840.31
0 0 0 0 0 0 o PUBLIC
I [� I ('� R.O.W.02 - _- -OUT ( 8
' 60 1 UBLIC Rs �- _----- INV. OUT (48" CMP)i4019.03
n
INV. 4020.17
PRECONSTRUCTION
DEVELOPED AREA
DISCHARGE
EVENT
DISCHARGE
(CFS)
2-yr
5.82
5-yr
10.04
10-yr
13.73
25-yr
19.30
50-yr
24.12
100-yr
29.03
POSTCONSTRUCTION
DEVELOPED AREA
DISCHARGE
EVENT
DISCHARGE
(CFS)
2-yr
5.81
5-yr
9.14
10-yr
12.14
25-yr
17.58
50-yr
22.83
100-yr
28.16
UNDERGROUND DETENTION CHAMBER SUMMARY
EVENT
INFLOW
(CFS)
DISCHARGE
(CFS)
ELEVATION
(FEET)
STORAGE
(CU.FT.)
2-yr
4.59
1.29
4023.40
3,229
5-yr
5.69
1.83
4023.69
3,991
10-yr
6.55
2.56
4023.86
4,382
25-yr
7.76
4.10
4024.14
4,883
50-yr
8.75
5.45
4024.34
5,219
100-yr
9.73
6.78
4024.52
5,501
GRAVEL BED TOP
EL. 4024.54
MIN. PAVEMENT GRADE
EL. 4025.21
100-YR STORAGE
EL. 4024.52
25-YR STORAGE
EL. 4024.14
SEPARATOR
GRAVEL BED
I PERFORATED
ROW
BOTTOM
UNDERDRAIN
EL. 4022.00
INV. 4022.00
TYPICAL
UNDERGROUND
DETENTION SECTION
NOT TO SCALE
UNDERGROUND DETENTION BED
UNDERGROUND STORMWATER
DETENTION CHAMBERS
TOTAL STORAGE
VOLUME
MIN. FINISHED GROUND
TOP ELEVATION
GRAVEL BED TOP
ELEVATION
CHAMBER TOP
ELEVATION
CHAMBER BOTTOM
ELEVATION
GRAVEL BED BOTTOM
ELEVATION
89 - CULTEC R-150XLHD
5061 C.F.
4025.21
4024.54
4024.04
4022.50
4022.00
� ONE
TOP OF WALL
EL. 40:
�Q'D STD. HEADWALL #2
V. 4015.88
6"X6" ORIFICE INV. 4022.00
18"X12" WEIR INV. 4023.50
CONCRETE ORIFICE WALL
TOP EL. 4024.50
5"X12" WEIR
JV. 4023.5
6"X6" ORIFICE
INV. 4022.0
FRONT VIEW
�o
o"
� N
4_
00
N U
N M
O Z
PLAN VIEW
OUTLET CONTROL BOX DETAILS
NOT TO SCALE
0
0
N
n
Ld
z
LLJ
U_
J
LL

HP
STA = 0+68.41
HP
EL = 4025.79
PVI
STA = 0+65.23
PVI
EL = 4025.86
10.00' VC
M M 00
N N r�
O N O N
(0 0 N r`
O O 't
4040 LP STA = 0+27.62
LJ li.l
U
m m W W 4040
4035
P
1 STA
VI 10
10.0
0+30.
4VC
VC
4035
4030
O
�po
+o
N
�
O
+N
4030
n
r
4025
Id
Oi
>>
m
w
rL
>>
w
4025
p
°
4020
4020
4015
4015
4010
REQ'D
INV. 4
48" CM
D15.60
4010
1
4005
4005
O
o
�
o
r0
O
N
O
ro O
(D O
ff� or-�
N
It
N 0
L) 6
3
N �
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0) Ln
O Co
4 3
N �
0) n
r- Co
4 O
N -t
0)
� Co
L6 O
N 4-
00
I-
In
N
�
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70
DRIVEWAY PROFILE-
H: 1 " = 20'
V: 1 " = 10'
O
4040 o
4040
ZLL
Ij
4035
_
Ldc
4035
O
O Ln
Lj
N
4030
N
N
N
4030
ono
�z
4025
�
a-�
Z
-
o z
4025
4020
4020
E '
57 L.F.
OF
—
—
® 0.
0% SL
PE
12'
HDPE
4015
0.50%
SLOPE
4015
CHAMB
R SYS
EM
4010
4010
Ln
N
0-)
CO N
r7
CO •
00 LD
U-) o
00
O
LO N
� •
00 N
r)
LO cD
Ln •
co 00
00
r, O
- N
O 7
Ln N
ro
�
o
Ln C14
L(s o
Ln NO
Lt7 NO
Ln o
Un o
NO
Un o
Ln o
NO
CO
CO
N
N It
N
N
N
N
N't
N �t
N 't
N It
N
N
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10
STORM PROFILE 'B'
H: 1 " = 20'
V: 1" = 10'
4045
0
n
4045
4040
N
N
0
Ll
O N
CV O
0
4040
x
w
4035
-
~
w
w
w
LD o_
m
Z
w 0-
_
_=
4035
o
4030
N
O64
z
n-
Z
O
o
"
0
Z
4030
N
0
N H
4025
w
o
z
~-
Ld
> >
z z
4025
o
I
4020
Q D 43
L.F. O
—
4020
4015
LOP
1
® 0.50
HD PE
SLOPE
4015
° SLOPEE0.50%
4010
LTEC D
AMBER
TENTIO
SYSTE
4010
C
O
O
It
CV 0
00
N
O O
N
O
O
N r
N
CO O
N't
O
O (0
n L6
N
CO O
N 't
O
N 7
In
N
(D O
N
O
LO 0
CO N
N
CO O
N't
O
I, m
0 N
N
CO O
N 't
O
Ln 0"t
N
N
CO O
N 't
O
0
r7 N
N
CO O
N It
O
n m
N N
N
CO O
N It
O
r7 LD
M N
N
CO O
N
O
O �r�
N
N
CO O
N It
O
-s
Lo N
N
CO O
N
O
O (D
Ln
N
CO O
N �
O
0) 0
N O
N
CO O
N
O
M
Cp
It
Ln
N
4040
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50
STORM PROFILE 'A'
H: 1" = 20'
V: 1 " = 10'
Ln N
"i N
4040
J
O
Z
W
X
O
I
w
4035
u
m
w o
4035
Of
CD
t
r` Un
O
EE
= "
O
4030
X
PO
N
U�=
�
— �-
4030
O,t
O
o
0 d-
Z O
4025
uj
P
?
uj Of �'
'_
4025
4020
R
4020
Q'D 33
L.F. OF
0.50%
SLOPE
4015
R
Q'D 4 L.F.
OF
4015
1.00%
SLOPE
4010
4010
C
AMBER
SYSTEIV
4005
4005
O
I� 7
ro 4-
tD
M 00
Cfl
Co
r7 0
00 0i
N 0
ai
CO
oUn
O
N
Un O
N
L6 3
N
N 3
N
0+00 0+10 0+20 0+30 0+40 0+50
STORM PROFILE 'C'
H: 1 " = 20'
V: 1" = 10'
4040
X O
o O
m N
N o
O o
w
4040
4035
O
U
J o
0
2
00
4035
4030
N
p-
O
a
Q J
0_
Z �U
z
4030
4025
CULTEC
z CY
o w
iui
3 x
0
4025
DETEN
ION
4020
AM
Nil III III 111111111,
4020
—
4015
1
® 0.83
HDP
° SLOPE
4015
4010
©2.5
up
8" HDP
%SLOP
4010
to
o
O
Ln w
I- o
N 00
ro Ln
Ln o
N O
O
CD
N
—0+20 -0+10 0+00 0+10 0+20 0+30 0+40
STORM PROFILE 'D'
H: 1 " = 20'
V: 1 " = 10'
b
M
o
d
LJ
w
Z3:-
O OJ (.7
Z
O
Fob
F w Lj
>m3
0_w0
X
O
¢w
%0]W
NMw
m
4040 mC) 4040
4040 w 7 3
0 .. 4040
4035
O co
� `"
44
J
4035
4030IL
a
O�
to
z
o
4030
Lid
4J
4025
4025
4020
4020
4015
4015
REV
12 L.
48"
MAP
4010
14.23%
SL
OPE
4010
4005
4005
N
N
M
N
0)
N
r7
N
r-, 7
4 0
NN
O
O0
M0
Do
O
0+00 0+10 0+20 0+30 0+40 0+50
STORM PROFILE 'E'
H: 1" = 20'
V: 1 " = 10'
4035
O
o..m
w
``
w
U-
o�-
ww
N W u
4035
4030
U
I Fw
¢w
Z
a
0
=03
w
z
OW
4030
4025
m
�
FINISHEDw
GRADE
o
a
4025
4020
M
M
4020
4015
m
¢
CULTE
CHAM
DETENTI
ER SYSTE
N
4015
4010
AF
APPROX
PROX. GR
SH
UNDWATER
EXISTING
GRADE
4010
4005
4005
0)
CO O
Ci
o
N t
O
LO 00
o
N
0
0
0) rM
rl� C5
C0 o
N t
0
0
U) rM
roC5
C6 o
N t
0
0
N rM
ro C5
Cfl o
N t
0
0
0) rM
N C5
o
N
O
Lr7
N
Cfl
N
0
0
0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80
SOIL BORING PROFILE-
H: 1" = 20'
V: 1" = 10'
CD
CD
N
I
W
z
LLB
U_
J
LL_

NOTES
1. THIS LOT CONTAINS 2.24 ACRES, MORE OR LESS. o
C\1
2. THIS LOT IS NOT ZONED.
n
3. THIS PROPERTY IS TAX PARCEL 7551-12-5837
RECORDED IN DEED BOOK D-37, PAGE 159 AND IN �
PLAT CARD 8675, HIGHLANDS TOWNSHIP, MACON w
COUNTY, NORTH CAROLINA. c�
J
4. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED / 12
BY KING ENGINEERING OF CONCORD, INC., CONCORD,
NORTH CAROLINA.
WETLAND AREA 2
(0.029 ACRES) /
N 47'35'23" E
2,98-45'
/koy� W�(LAND AR
EiA 1 /!
(0.02 jA(CRES)
/ k°titi' / / ,,mac!:;;:.; \ \ \ �—// �.••'.••;••'.••'••'.•''.•',••'.••'••':� �/ \ I /
cy
/ I \
/
REQ
/ / ; ••,i�!: • ' ; � _ _ _ � y 'D RETAINING WALL
(DESIGN�B'P OTHERS)
/ / / i!�\/ ice/ _ �1 �40�� � � � � — r � � r r r �r r •r` r r rl r r / I I I / O o
/r
/ / / � / / / � � / Y y j j � \ I — 1 -- — �40'Ll� i r r 0 r � � r r� r � r r r r -►- � r e � r � 'f9 � r I I / / I � / —402 r r r r r r r r r r r r r
/'1 //�! L�N� PRE/ /• �� �� / /�---\ ---- r r r r r a r\r r r r r r d r r r �OD r I r r r r v. `\ � r r r r® � r r �r r r r C r� r / r / 1 I I
p a r I 4 r r I
vIt Q'D PRIVATE r r ` r r r r l r r r r r r r ...♦. r/r / r r r r r v��\ II , r r r 1 I /
WAfIER SUPPLY WEIyL/
(DESIGN BY OTHERS)
r r
d
SOD
rrr1r�rr rrrr / / / rr r\rr rr
r r \
REQ'D 6"/ /
r r r= r r rrr a j // CURT/ (�—__ / / / \ / I
\ \ \ \ \ / / 16'X18' CONCRETE
d I / \
�QD
MPSTER PAD WITH 6' PRIVACY FENCE I \ I I N
r/ o / _ ° d d d d \ a
O \
\ II I II �/ I m I \
\ DI �HQR6E ROOF DRAINS ON PAVEMENT SURFA`GE r
�
r/ r r r r 15'X23'/ / CREfE / e
DELIVERP�R�EA \
SOD.
e
\ ''� / \ / / � —= — —4026 r r r jr r r / / I J /r •. r r r r 4C� ,I r r r
/O R0�'OSED BUILDING
I/ \ a I r I Ir r r r
0 11 I I r r l
----/ rrr rC4r r r r r I r r I I I I, Irl r r
9 TO-10 SQ* FT.
rr F.F.E. ;4027.50
\ \ — / r r r �. r i. a re r r ' I ' I I ► , � , r � � ► I111II III ` I/ I I �`
s
BOLLARD WITH ACCESSIBLE R D RE A�NING
ENTRANCE PARKING SIGN / I ( GN Y� T R )r IIIII, II1 i I I
Lu
\\ - -- - , _�.=-jr=---- •� ^��R5C6yk y K� - .n, r r r r r r r r r r I I Ico
r r r rrrrr \ I I I I l ACCESSIBLq \ I r r I',II , I I I I
\ \ \ - ---- -- ---= ------------------ -- - r r r r r r r . — — r r \ l ( l \ \ \ SIDEWALK RAMP\ \ r r r r — j Iibo
ll \ I
d-
r
r r r 3'A e d\ ° a o a o \ I 4 r 1/ // / 1 I I I I I (A • I
r
o e \oa ° °
oe\\ \ \ Q\ ©
j r
\ \ \ \ � •F_� / / � r r r r r �Y._ / Or / / �Q/ � /
\ \ \ \ \ PRdPOSED SEPTIC AREA 2 ' I / I
(DESIGN BY OTHERS; DO NOT O /' // I I O
r
\ \ \ \ DISTURB UNTIL INSTALLATION '/ r 11 `J
\ /
lO \ J \
\ \ \ •-�> ! r .. r r r \ \ 7\ i / /
rr��\rr\ r
\ ` \ a-_ _____-_
--Y------' —
REQYD �r; r r M ti
V \4p23 r r\ r r / ( r r r �Q r I /
— � \ \ �\ •.�\ __�_ �_\ _._ -•-"t-'---�--. \ � � -,r ._- � _._--r � j / � /r r. � / / / / � / / / Rw
uj
Lc
/r
r r
r r r O,
Dr
\¢p`3B r r 7
\ // r r r r r r r
r r �r (rt r R RADIUS I MOVEMENT /
6— / r r r r r r r r _r- �r r r r r r r r
-- — / �, _ r r r r r _ r r r r r r r r4524— r r r _ r r r (SEE TYPICAL D AIL ON /
r rr-Y r r r r r e■ r r r r r r r r r r r r r r r r r r r r r r r rr� r-r r r e Ar
rrr r =\r r r r r r r r . r . .rrrrrrr r r r—t r r r rrrr r rrrrrrr /THIS SHEET)
_ �C2 r--r• � r � r
\ \ \ — — / g 34•g6.19 % 37 46 /lp
U.S. / HIGHWAY 64 58 S 39�0.3" W 25.10
\ S 42 05 44 W 58.
S 47' 6 27 W 33,28' " S 45'01 35' W 94.64' \ /
�o g M I I S 45'47 51 W ,123.07 I I d I S 45*29'14" W 19.46 1 \\\
60' PUBLIC R.O.W. \_ ___---- --
4p26� O
r�
- OHE OHE
PARKING REQUIREMENTS
RETAIL STORE:
REQUIRED SPACES:
PROVIDED SPACES:
ADA REQUIRED HANDICAP SPACES:
PROVIDED HANDICAP SPACES:
REQUIRED VAN ACCESSIBLE SPACES:
PROVIDED VAN ACCESSIBLE SPACES:
N/A
9100 SQ. FT.
N/A
28 SPACES
2
2
1
2
OHE OHE
pN'
ENE
I
I
I
I 1
I �
/ I
I /
/
/
/ oN�

NOTES
1. THIS LOT CONTAINS 2.24 ACRES, MORE OR LESS.
2. THIS LOT IS NOT ZONED.
3. THIS PROPERTY IS TAX PARCEL 7551-12-5837
RECORDED IN DEED BOOK D-37, PAGE 159 AND IN
PLAT CARD 8675, HIGHLANDS TOWNSHIP, MACON
COUNTY, NORTH CAROLINA.
4. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED
BY KING ENGINEERING OF CONCORD, INC., CONCORD,
NORTH CAROLINA.
S 4
- OHE OHE
PARKING REQUIREMENTS
RETAIL STORE:
REQUIRED SPACES:
PROVIDED SPACES:
ADA REQUIRED HANDICAP SPACES:
PROVIDED HANDICAP SPACES:
REQUIRED VAN ACCESSIBLE SPACES:
PROVIDED VAN ACCESSIBLE SPACES:
S 45'47'51" W 123.
N/A
9100 SQ. FT.
N/A
30 SPACES
2
2
1
2
WETLAND AREA 1
(0.025 ACRES)
WETLAND AREA 2
/
(0.029 ACRES)
/
'35'23" E 2 8.45' /
/
I �
ml WI I I /
Q�21 11 J I 1 I
W I
1 I m I
O I 1? I ' I r•1.' 1
' —
RETAINING WALL
I
fir I
�REQ'D 1
• _ _
�
1 I
I
(DSIGN_
------
oN
c 1 d.
/
ft
-- -- - - ------- - - - --- �'
I
I I
O
co 1
i
I
/ J
G%p REQ'D PRIVATE _ - - _ _ _ —
�NNPM , WATER SUPPLY WELL - - - -
(DESIGN BY OTHERS), O
0 12 SF ACES
°
I
d
3.79'
REQ'D 6"
CURB
M 9vFF�R44 18.62' e 16'X18' CONCRETE
R
�RBEQ cn
01
' UFFER oo °
30 �O d
Glop,
o a
r
m
X J
so, DUMPSTER PAD WITH 6' o
U, WOOD PRIVACY FENCE
O
° 112.75'
e A o °
131'-3" a
EXT. SLAB
15'X23' CONCRETE d0
DELIVERY AREA
PROPOSED BUILDING
92100 SQ. FT.
F.F.E. 4027.50
ENTRANCE
ACCESSIBLE
SIDEWALK RAMP
20.87'
e a ° °
(Q ° d O° e d
d Oe ° °d e a
d d e °° O
d ° 156.6
o 0 9 SPACES
0 4.
1 9.00' 9.00'
L 10.00'
boo ,
41
o �
o �
REQ'D 6"
CURB 182.12'
rn
O
c1
S 45*29'14" W 99.
U.S. HIGHWAY 64
60' PUBLIC R.O.W.
BOLLARD WITH ACCESSIBLE
PARKING SIGN 5.00'
e
d
s
d
e d v
d
d " a a a s
7 SPAC
9.00'
TYP.
S 45'01'35" W 94.64
O
E
I I I
I I I
•. I I I I
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O6" 3000 PSI CONCRETE
OREINFORCING AS RECOMMENDED BY
GEOTECHNICAL CONSULTANT
C0 O 6" LAYER OF DENSE GRADED LIMESTONE BASE
COURSE, COMPACTED TO 100% PROCTOR
DENSITY.
®SUBGRADE TO BE COMPACTED TO 98%
PROCTOR DENSITY AS DETERMINED BY AASHTO
T-99 COMPACTION TEST. SEE GEOTECHNICAL
REPORT FOR ADDITIONAL INFORMATION.
HEAVY DUTY CONCRETE PAVEMENT DETAIL
NOT TO SCALE
rinncu rn ri nno c"
GRADING @ SLAB DETAIL
NOT TO SCALE
O2"
ASPHALT WEARING COURSE
O
2" ASPHALT BINDER COURSE
6
3000 PSI CONCRETE
N O5"�{
3
0.10 GAL./S.Y. EMULSIFIED ASPHALT OR
0.07 GAL./S.Y. TACK COAT.
®28 DAYS
PAVEMENT SECTION
00 ®
8" LAYER OF DENSE GRADED LIMESTONE BASE
COURSE, COMPACTED TO 100% PROCTOR
DENSITY.
PER PLANS
OSUBGRADE
TO BE COMPACTED TO 98%
PROCTOR DENSITY AS DETERMINED BY AASHTO
T-99 COMPACTION TEST. SEE GEOTECHNICAL
REPORT FOR ADDITIONAL INFORMATION.
HEAVY DUTY ASPHALT PAVEMENT DETAIL
NOT TO SCALE
4x4
FRONT 1x6 2x4
TOP VIEW
1x6
NOTES
1. WOOD TO BE TREATED PINE. USE GALVANIZED
NAILS FOR FASTENING.
2. NUMBER OF BOARDS WILL VARY DEPENDING
ON SPACE BETWEEN BOARDS AND ACTUAL
WIDTH OF BOARDS.
4x4
1x6
2x4
44
6" CONCRETE CURB
NOT TO SCALE
SOLID OR GRATE
LID R, FRAAAF
(PE
w
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INVERT CHANN
(PRECAST
FIELD PLACED)
INVERT CHANNEL
(oorf'ACT no
FI
INVERT PLAN
PRECAST INLET BOX NOTES
1. ALL CONCRETE SHALL BE CLASS "A" AND DEVELOP A MINIMUM
COMPRESSIVE STRENGTH OF 4000 PSI @ 28 DAYS.
2. ALL REINFORCING STEEL TO BE PER PRECAST MANUFACTURER.
3. WALL AND SLAB THICKNESSES ARE MINIMUMS AND MAY BE INCREASED AT
THE DISCRETION OF THE PRECAST MANUFACTURER.
4. PIPE MAY CONNECT WITH INLET BOX FROM ANY DIRECTION AND AS MANY
CONNECTIONS MAY BE MADE AS NECESSARY AS LONG AS MINIMUM
SPACING BETWEEN PIPES IS MAINTAINED.
5. DIAMETER MAY BE INCREASED AS NEEDED TO ACCOMMODATE NUMBER OF
CONNECTING PIPES, PIPE SIZES AND ANGLES.
6. ALL CIRCULAR SECTIONS TO BE SEALED WITH RUBBER GASKETS.
7. SIZING AND LOCATION OF LIFTING DEVICES SHALL BE THE RESPONSIBILITY
OF THE PRECAST MANUFACTURER IN ORDER TO ASSURE SAFETY AND
BALANCED HANDLING DURING TRANSPORTATION AND INSTALLATION OF THE
INLET BOX. LIFTING HOLES THAT PASS COMPLETELY THROUGH WALL OR
SLAB SHALL BE SEALED BY FILLING WITH MORTAR AFTER INSTALLATION.
8. REQUIRED INVERT CHANNELS MAY BE PREFORMED OR FIELD CONSTRUCTED.
CHANGES IN DIRECTION OF FLOW SHALL HAVE A TRUE CURVE AS LARGE A
RADIUS AS SIZE WILL PERMIT AND BE FINISHED UP TO THE CENTER OF
PIPE.
9. ALL PIPE/ORIFICE OPENINGS IN PRECAST INLET BOXES SHALL BE
PREFORMED BY THE MANUFACTURER OR CORED IN THE FIELD.
PRECAST ROUND INLET BOX DETAILS
BACKFILL TO BE MOUNDED TO
VARIES ALLOW FOR SETTLEMENT
NOT TO SCALE
FINISHED
PAVEMENT GRADE
—I I II11=1I1=1I1=1I1=1I1=1I1-111=111=111=111=111=11I=
111)7
III
'� SLOPEAS
2"-3"
1"-2"
=III —III —III —III —III —III
III —III —III— —III—
REQUIRED PER
DIRT
—II I —II I —II I —II I —III II
I —II I —II I —II I--
II
OSHA REGULATIONS
a a
BACKFILL
SPACE
—1 I I-1 I I-1 I I-1 I I-1 I
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COMPACTED SOIL IN 12"
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LAYERS TO 85% STANDARD
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U O u O QC 0 O 0 O
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COMP ACTED WITH -HELD
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N
FRONT VIEW REAR VIEW
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PRIVACY FENCE DETAILS
DIAMETER
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12" MIN.
12" MIN.
DIAMETER
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12" MIN.
NOT TO SCALE
O O
O O
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0000
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0000
00000
0000
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0000
12" MIN.
12" MIN.
NON —TRAFFIC AREAS
TRAFFIC AREAS
STORM SEWER PIPE BEDDING DETAILS
NOT TO SCALE
STANDARD STATE APPROVED
HANDICAPPED SIGNAGE INSTALLED
ON A METAL COLUMN AT THE
PROPER HEIGHT REQUIRED
PROVIDE ADDITIONAL SIGNAGE
BELOW THE HANDICAPPED SIGN AS
REQUIRED PER REGULATIONS
BOLT SIGNS TO GALVANIZED
z METAL PIPE COLUMN
6" DIAMETER CONCRETE FILLED
STEEL TUBE PAINTED YELLOW
CONCRETE SURROUND AROUND
PIPE COLUMN
IIII ����'QIIIIIILI i
f
GRAVEL BACKFILL BEYOND
CONCRETE PIPE COLLAR
24"
�NOMINAL�
0 0 0
0 0 0
0 0 0
z 0 0 0
N O 0 0 0
z
HT 0 0 0
0 0 0
0 0
%"x6" OPENINGS
(NOMINAL)
FRAME PER
MANUFACTURER
�24" NOMINAL
NOTES
1. GRATE TO HAVE A HEAVY DUTY LOAD
RATING OR BETTER.
2. GRATE TO PROVIDE A MINIMUM OF 216
SQ.IN. OF OPEN AREA.
3. DIMENSIONS SHOWN ARE NOMINAL AND
WILL VARY BY MANUFACTURER.
2'x2' GRATE INLET DETAILS
NOT TO SCALE
SINGLE HEADWALL DIMENSIONS
D
A
B
C
E
F
G
12"/15"
2'-11"
2'-3"
1'-3"
5'-1"
1'-11"
0'-6"
18"
3'-2"
2'-6"
1'-3"
5'-4"
1'-11"
0'-9"
24"
3'-8"
3'-0"
1'-6"
6'-3"
2'-3"
1'-0"
30"
4'-2"
3'-6"
2'-0"
7'-8"
3'-0"
1'-0"
36"
4'-8"
4'-0"
2'-6"
9'-0"
3'-9"
1'-0"
42"
5'-2"
4'-6"
3'-0"
10'-4"
4'-8"
1'-6"
48"
5'-8"
5'-0"
3'-6"
11'-8"
5'-5"
1'-6"
WHERE ARCH TYPE PIPE IS SPECIFIED, HORIZONTAL DIMENSION "A"
FOR HEADWALLS SHALL CONFORM TO THE HORIZONTAL SPAN OF THE
Y4" GR00`'r^
EVENLY SPACED
FRAME PER
MANUFACTURER
�24" NOMINAL
NOTES
1. SOLID LID TO HAVE A HEAVY DUTY
LOAD RATING OR BETTER.
2. DIMENSIONS SHOWN ARE NOMINAL AND
WILL VARY BY MANUFACTURER.
SOLID COVER DETAILS
NOT TO SCALE
o a
r #5 BARS IN
END WALL
PIPE AND DIMENSIONS DEPENDENT ON VERTICAL DIMENSIONS SHALL #5 BARS ® 12"
CONFORM TO THE VERTICAL HEIGHT OF THE PIPE. 6" O.C. EACH WAY
IN WING WALLS
REQ'D PAVEMENT AND PLAN
BASE PER PLANS
#5 BARS IN 6"
F
A END WALL #5 BARS IN
DENSE GRADED BASE #5 BAR END WALL
1 �
1
'I
1
D i ~----� ___ #5 BARS ® 12" o
EACH WAY
' ' 1 i i IN WING WALLS
1 ,
1
1
'------------------ '
L #5 BARS IN
- „ -� END WALL
#5 BARS ® 10" O.C. EACH
6" WAY IN FLOOR, TURNED
E UP INTO WING WALLS
FRONT SECTION
STANDARD CONCRETE ENDWALL DETAILS
NOT TO SCALE
2.00' OUTSIDE 2.00'
7
�DIAMETER�
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ow \� ���� EDGE (TURN INTO
W
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03
SLOPE PAVED ENDWALL CONSTRUCTION NOTES
1. ALL CONCRETE SHALL BE CLASS "A" AND DEVELOP A i% o
MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI ® 28 + • c;
DAYS. 1
2. USE %4" CHAMFER ON ALL EXPOSED CONCRETE EDGES. 7°
3. ENDWALL WIDTH MAY BE EXPANDED AS NECESSARY TO
ACCOMMODATE MULTIPLE PIPE BARRELS. BARRELS
SHOULD HAVE MINIMUM OF 1' OF CLEARANCE BETWEEN
OUTSIDE WALLS. SECTION
ACCESSIBLE PARKING, ACCESS RAMP 8c ACCESS AISLE DETAILS
NOT TO SCALE
ACCESSIBLE PARKING SIGN DETAIL
NOT TO SCALE
CONCRETE PIPE COLLAR DETAIL
NOT TO SCALE
CONCRETE SLOPE PAVED ENDWALL DETAILS
NOT TO SCALE

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REQ'D OUTLET CONTROL BOX
TOP 4026.00
INV. IN (12" HDPE) 4022.40
INV. IN (6" HDPE) 4018.00
INV. OUT (18" HDPE) 4021.90
REQ'D 2X2 GRATE INLET #4
TOP 4025.32
INV. IN (15" HDPE) 4022.79
INV. OUT (12" HDPE) 4022.69
RETAINING WALL
D
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DETAIL ON
f 12)
REQ'D WOVEN GEOTEXTILE
OVER BEDDING STONE FOR
SCOUR PROTECTION AT
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REQ'D 37 L.F. OF
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0 0.50% SLOPE \
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GRAVEL BED EXTENTS
MIN. PER DETAILS
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(SEE DETAIL ON
(\ SHEET 12)
RETAINING WALL
CONC. PIPE COLLAR
(SEE DETAIL ON
SHEET 12)
REQ'D JUNCTION BOX #2
TOP 4025.14
INV. IN (15" HDPE) 4022.56
INV. OUT (10" HDPE) 4022.56
REQ'D 4 L.F. OF
10" HDPE
0 1.007. SLOPE
REQ'D JUNCTION BOX #1
TOP 4026.29
INV. IN (18" HDPE) 4022.63
INV. OUT (12" HDPE) 4022.53
CULTEC UNDERGROUND DETENTION BED
SCALE: 1 " = 10'

GENERAL NOTES
THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE
INSTALLATION OF EROSION AND SEDIMENT CONTROL MEASURES AND
PRACTICES PRIOR TO, OR CONCURRENT WITH, LAND DISTURBING
ACTIVITIES.
ALL EROSION CONTROL MEASURES SHALL BE IN ACCORDANCE WITH THE
NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANING AND DESIGN
MANUAL.
EROSION CONTROL MEASURES WILL BE MAINTAINED AT ALL TIMES. IF FULL
IMPLEMENTATION OF THE APPROVED PLAN DOES NOT PROVIDE FOR
EFFECTIVE EROSION CONTROL, ADDITIONAL EROSION AND SEDIMENT
CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL OR TREAT THE
SEDIMENT SOURCE.
CONTRACTOR SHALL INSPECT EROSION CONTROL MEASURES AT THE END
OF EACH WORKING DAY TO ENSURE MEASURES ARE FUNCTIONING
PROPERLY.
FAILURE TO INSTALL, OPERATE, OR MAINTAIN ALL EROSION CONTROL
MEASURES WILL RESULT IN ALL CONSTRUCTION BEING STOPPED ON THE
JOB UNTIL SUCH MEASURES ARE CORRECTED BACK TO THE APPROVED
EROSION CONTROL PLANS.
THE SITE CONTRACTOR WILL BE RESPONSIBLE FOR MAINTENANCE OF ALL
EROSION CONTROL MEASURES INCLUDING REPLACING OR REPAIRING ANY
DAMAGED DEVICES DUE TO ANY CONSTRUCTION ACTIVITY BY OTHERS.
DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN CAREFUL
SCHEDULING AND PERFORMANCE TO ENSURE THAT LAND STRIPPED OF ITS
NATURAL GROUND COVER IS EXPOSED ONLY IN SMALL QUANTITIES AND
LIMITED DURATIONS, BEFORE PERMANENT EROSION PROTECTION IS
ESTABLISHED.
SEDIMENT SHALL NOT BE WASHED INTO INLETS. IT SHALL BE REMOVED
AND DISPOSED/STABILIZED SO THAT IT WILL NOT ENTER INLETS.
EROSION CONTROL DEVICES SHALL BE INSTALLED IMMEDIATELY AFTER
GROUND DISTURBANCE OCCURS. THE LOCATION OF SOME OF THE
EROSION CONTROL DEVICES MAY HAVE TO BE ALTERED FROM THAT
SHOWN ON THE APPROVED PLANS IF DRAINAGE PATTERNS DURING THE
CONSTRUCTION ARE DIFFERENT FROM THE PROPOSED DRAINAGE
PATTERNS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ACCOMPLISH
EROSION CONTROL FOR ALL DRAINAGE PATTERNS CREATED AT VARIOUS
STAGES DURING CONSTRUCTION. ANY DIFFICULTY IN CONTROLLING
EROSION DURING ANY PHASE OF CONSTRUCTION SHALL BE REPORTED TO
THE DESIGN PROFESSIONAL IMMEDIATELY.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING BARRIERS
AT THE TOE OF SLOPES UNDER CONSTRUCTION. THESE BARRIERS SHALL
BE AS SHOWN IN THE PLANS. THESE BARRIERS MAY BE RELOCATED AND
REUSED AFTER PERMANENT SLOPE STABILIZATION BECOMES FULLY
ESTABLISHED. AS THEY ARE RELOCATED, ANY DEFECTIVE MATERIALS IN
THE BARRIER SHALL BE REPLACED. IN ADDITION, ALL DEBRIS AND SILT
AT THE PREVIOUS LOCATION SHALL BE REMOVED.
CUT AND FILL SLOPES ARE NOT TO EXCEED 2:1 H: V.
INLET SEDIMENT PROTECTION MEASURES SHALL BE INSTALLED ON ALL
STORM STRUCTURES AS THEY ARE CONSTRUCTED.
STORM DRAIN OUTLET PROTECTION SHALL BE PLACED AT ALL OUTLET
HEADWALLS AS SOON AS THE HEADWALL IS CONSTRUCTED.
CHECK DAMS SHALL BE INSTALLED IN AREAS OF CONCENTRATED FLOWS
AS SHOWN ON THE PLAN.
ALL DRAINAGE SWALES SHALL BE STABILIZED AS SOON AS FINAL GRADE
IS ACHIEVED.
ALL GRADED AREAS SHALL BE APPLIED WITH VEGETATIVE COVER AS SOON
AS FINAL GRADE IS ACHIEVED.
GENERAL GROUNDSKEEPING NOTES
THE MATERIAL STAGING AREA SHOULD BE LOCATED AWAY FROM
VEHICULAR TRAFFIC, NEAR THE CONSTRUCTION ENTRANCE, AND AWAY
FROM WATERWAYS OR STORM DRAINS.
ALL MATERIALS STORED ON —SITE SHOULD BE STORED IN A NEAT,
ORDERLY MANNER IN THEIR APPROPRIATE CONTAINERS AND UNDER A
ROOF OR OTHER ENCLOSURE, OR COVERED FOR PROTECTION FROM
PRECIPITATION.
AN EFFORT SHOULD BE MADE TO STORE ONLY ENOUGH PRODUCTS TO DO
THE JOB.
PRODUCTS SHOULD BE KEPT IN THEIR ORIGINAL CONTAINERS WITH THE
ORIGINAL MANUFACTURER'S LABEL. A LIST OF MATERIALS SHOULD BE
COMPILED FOR ITEMS THAT WILL BE STORED ON —SITE DURING
CONSTRUCTION ALONG WITH APPROPRIATE MATERIAL SAFETY DATA
SHEETS. WHENEVER POSSIBLE, ALL OF A PRODUCT SHOULD BE USED UP
BEFORE DISPOSING OF THE CONTAINER. MANUFACTURER'S
RECOMMENDATIONS FOR PROPER USE AND DISPOSAL MUST BE FOLLOWED
(SEE MATERIAL SAFETY DATA SHEET).
THE SITE SUPERINTENDENT MUST INSPECT DAILY TO ENSURE PROPER
USAGE, STORAGE AND DISPOSAL OF MATERIALS.
FERTILIZERS NEED TO BE APPLIED ONLY IN THE MINIMUM AMOUNTS
RECOMMENDED BY THE MANUFACTURER.
ALL PAINT CONTAINERS NEED TO BE TIGHTLY SEALED AND STORED WHEN
NOT REQUIRED FOR USE. EXCESS PAINT SHALL NOT BE DUMPED INTO THE
STORM SEWER SYSTEM BUT SHOULD BE PROPERLY DISPOSED OF
ACCORDING TO MANUFACTURER'S INSTRUCTIONS IN ACCORDANCE WITH
FEDERAL AND STATE LAW.
THE SITE SHOULD BE KEPT CLEAN AND WELL GROOMED (TRASH PICKED
UP REGULARLY, WEEDS MOWED AND SIGNS MAINTAINED).
OFFSITE FUGITIVE SPRAY FROM DUST CONTROL, SAND BLASTING AND
PRESSURE WASHING MUST BE MINIMIZED TO THE EXTENT POSSIBLE.
LOCATE ACTIVITIES THAT GENERATE ODORS AND NOISE AS FAR FROM
SURROUNDING PROPERTIES AS POSSIBLE (INCLUDING PORTABLE TOILETS,
BURN SITES, FUELING AREAS, EQUIPMENT REPAIR AREAS AND
DUMPSTERS).
SOLID MATERIALS, INCLUDING BUILDING MATERIALS, SHALL NOT BE
DISCHARGED TO WATERS OF THE STATE.
INSPECTION SCHEDULE AND PROCEDURES
CORRECTIVE ACTION REQUIREMENTS
ALL
LAND DISTURBING ACTIVITIES REQUIRED TO HAVE AN APPROVED
POORLY FUNCTIONING BMP'S, NON —COMPLIANT DISCHARGES, OR ANY
o
EROSION AND SEDIMENTATION CONTROL PLAN SHALL CONDUCT SELF
OTHER DEFICIENCIES OBSERVED DURING MONTHLY OR PRECIPITATION
cv
INSPECTIONS FOR INITIAL INSTALLATION OR MODIFICATION OF ANY CONTROLS
EVENT INSPECTIONS WILL BE CORRECTED AS SOON AS POSSIBLE.
DESCRIBED IN A APPROVED PLAN. IN ADDITION, PERIODIC AND RAIN —EVENT
REPAIRS, REPLACEMENT, AND MAINTENANCE WILL BE IMPLEMENTED WITHIN
SELF
INSPECTIONS ARE REQUIRED BY THE FEDERAL STORMWATER DISCHARGE
FIVE DAYS OF THE INSPECTION, UNLESS PREVENTED BY UNSAFE
PERMIT. ITEMS (1) AND (2) OF THIS RULE APPLY TO THE SELF INSPECTIONS
CONDITIONS. TEMPORARY CONTAINMENT MEASURES WILL BE EMPLOYED IN
�
REQUIRED BY G.S. 113A-54.1(e) WHILE ITEM (3) APPLIES TO SELF
THE EVENT OF A BREACH OF A SEDIMENT BASIN OR PERIMETER BARRIER.
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INSPECTIONS REQUIRED BY THE NCG010000 PERMIT.
THESE MEASURES WILL BE IMPLEMENTED WITHIN 24 HOURS FOLLOWING
u
THE INSPECTION. PERMANENT CORRECTIVE MEASURES WILL BE
(1)
FOR INSPECTIONS UNDER G.S. 113A-54.1, THE INSPECTION SHALL BE
IMPLEMENTED WITHIN FIVE DAYS FOLLOWING THE INSPECTION. THE
PERFORMED AFTER THE IMPLEMENTATION OF EACH OF THE
OPERATOR MUST CONTACT ADEM IF THE MEASURES CANNOT BE
FOLLOWING COMPONENTS OF A PROJECT PLAN:
IMPLEMENTED WITHIN THE TIME ALLOWED.
(A)
INSTALLATION OF LAND DISTURBANCE, PERIMETER EROSION AND
SEDIMENT CONTROL MEASURES;
IF THERE IS A BMP DEFICIENCY/FAILURE OR NON —COMPLIANT DISCHARGE
(B)
CLEARING AND GRUBBING OF EXISTING GROUND COVER;
THAT CAUSES OR CONTRIBUTES TO A VIOLATION OF APPLICABLE WATER
(C)
INSTALLATION OF TEMPORARY OR PERMANENT SEDIMENT AND
QUALITY STANDARDS, THE OPERATOR IS REQUIRED TO VISUALLY MONITOR
EROSION CONTROL MEASURES TO INCLUDE GROUND COVER
AND NOTIFY NCDEQ REGIONAL OFFICE WITHIN 24 HOURS OF BECOMING
PURSUANT TO G.S. 113A-57(2);
AWARE OF SUCH DISCHARGE.
(D)
COMPLETION OF STORM DRAINAGE FACILITIES;
IN THE EVENT THAT POLLUTANTS ARE DEPOSITED OFF —SITE OR IN A
(E)
COMPLETION OF ALL LAND DISTURBING ACTIVITY, CONSTRUCTION
WATERBODY OR STORMWATER CONVEYANCE, THE OPERATOR WILL TAKE
OR DEVELOPMENT, INCLUDING PERMANENT GROUND COVER
ALL REASONABLE STEPS TO REMOVE, TO THE MAXIMUM EXTENT
ESTABLISHMENT AND REMOVAL OF ALL TEMPORARY MEASURES BY THE
PRACTICAL, THE POLLUTANT:
OWNER/DEVELOPER OR OTHER FINANCIALLY RESPONSIBLE PARTY;
1. RECOVERED POLLUTANTS IN THE FORM OF PETROLEUM, CONSTRUCTION
(F)
TRANSFER OF OWNERSHIP OR CONTROL OF THE TRACT OF LAND
DEBRIS, OR HOUSEHOLD RUBBISH WILL BE DISPOSED OF PROPERLY IN
FOR WHICH THE EROSION AND SEDIMENTATION CONTROL PLAN HAS
ACCORDANCE WITH FEDERAL AND STATE LAW.
BEEN APPROVED AND WORK HAS BEGUN. THE NEW OWNER OR
2. RECOVERED POLLUTANTS IN THE FORM OF SEDIMENT ARE TO BE
PERSON IN CONTROL SHALL CONDUCT AND DOCUMENT INPSECTIONS
REMOVED AND SPREAD ON —SITE IN DISTURBED AREAS NOT
UNTIL THE PROJECT IS PERMANENTLY STABILIZED AS IN SUB —ITEM
PERMANENTLY STABILIZED, OR DISPOSED OF WITH THE SOLID WASTE IN
(1)(c) OF THIS RULE.
A PERMITTED CONSTRUCTION & DEMOLITION LANDFILL. AREAS OF
OFF —SITE SEDIMENT REMOVAL ARE TO BE PERMANENTLY STABILIZED
(2)
DOCUMENTATION OF INSPECTIONS PERFORMED UNDER ITEM (1) SHALL
ONCE REMOVAL IS COMPLETE.
INCLUDE:
(A)
VERIFICATION OF ALL EROSION AND SEDIMENTATION CONTROL
MEASURES, PRACTICES AND DEVICES, AS CALLED FOR IN THE
APPROVED CONSTRUCTION SEQUENCE AND THE EROSION AND
SEDIMENTATION CONTROL PLAN.
(B)
A RECORD OF THE REQUIRED INFORMATION ON A COPY OF THE
APPROVED EROSION AND SEDIMENTATION CONTROL PLAN OR BY
COMPLETING, DATING AND SIGNING AN INSPECTION REPORT THAT
LISTS EACH MEASURE, PRACTICE OR DEVICE SHOWN ON THE
APPROVED PLAN.
(C)
A RECORD OF SIGNIFICANT DEVIATIONS FROM THE APPROVED
EROSION AND SEDIMENTATION CONTROL PLAN, AND A DESCRIPTION OF
HOW THOSE DEVIATIONS WILL ENHANCE THE APPROVED PLAN, OR
COMPLY WITH THE PLAN AFTER APPROPRIATE CORRECTIVE ACTIONS.
A SIGNIFICANT DEVIATION MEANS AN OMISSION, ALTERATION, OR
ADDITION OR RELOCATION OF AN EROSION OR SEDIMENTATION CONTROL
MEASURE THAT IS EXPECTED TO MEET OR ENHANCE THE INTENDED
PERFORMANCE OF THE MEASURE.
(D)
THE NAME, ADDRESS, AFFILIATION, TELEPHONE NUMBER, AND
SIGNATURE OF THE PERSON CONDUCTING THE INSPECTION AND THE
DATE OF THE INSPECTION SHALL BE INCLUDED, WHETHER ON A COPY
OF THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN OR
AN INSPECTION REPORT. ANY RELEVANT LICENSES AND
CERTIFICATIONS MAY BE INCLUDED. ANY DOCUMENTATION OF
INSPECTIONS THAT OCCUR ON A COPY OF THE APPROVED EROSION
AND SEDIMENTATION CONTROL PLAN SHALL OCCUR ON A SINGLE COPY
OF THE PLAN AND THAT PLAN SHALL BE MADE AVAILABLE ON THE
SITE. ALL INSPECTION DOCUMENTATION SHALL BE MADE
AVAILABLE ON THE SITE FOR AT LEAST 30 CALENDAR DAYS AND
MAINTAINED UNTIL PERMANENT GROUND COVER HAS BEEN
ESTABLISHED.
(3) WHEN SITES ARE ALSO COVERED UNDER THE NPDES CONSTRUCTION
GENERAL PERMIT (NCG 010000), THAT PERMIT REQUIRES SELF
INSPECTIONS ON A MINIMUM 7—DAY BASIS AFTER CERTAIN RAIN
EVENTS ALONG WITH DIFFERENT SPECIFICATIONS FOR MAINTENANCE
OF THOSE RECORDS.

PIPE OUTLET TO WELL-DEFINED CHANNEL
CONSTRUCTION EXIT PAD NOTES
1. A STABILIZED CONSTRUCTION EXIT PAD (CONSTRUCTION ENTRANCE) SHALL BE CONSTRUCTED AT LOCATIONS
SHOWN ON THE PLANS OR AS APPROVED BY THE ENGINEER BASED ON SAFETY, ECONOMY AND
CONSTRUCTION SEQUENCE. THESE ENTRANCES ARE POINTS OF EGRESS FROM UNSTABILIZED AREAS OF THE
PROJECT TO PUBLIC ROADS WHERE OFF SITE TRACKING OF MUD COULD OCCUR. TRAFFIC FROM
UNSTABILIZED AREAS OF THE PROJECT SHALL BE DIRECTED THROUGH THE STABILIZED ENTRANCE.
BARRIERS, FLAGGING, OR OTHER POSITIVE MEANS SHALL BE USED AS REQUIRED TO LIMIT AND DIRECT
VEHICULAR EGRESS ACROSS THE STABILIZED ENTRANCE.
2. ALL MATERIALS SPILLED, DROPPED, OR TRACKED ONTO PUBLIC ROADS (INCLUDING THE STABILIZED
CONSTRUCTION ENTRANCE AGGREGATE AND CONSTRUCTION MUD) SHALL BE REMOVED DAILY OR MORE
FREQUENTLY IF SO DIRECTED BY THE ENGINEER.
3. AGGREGATES SHALL BE 2-3 INCH COARSE WASHED STONE. SIZES CONTAINING EXCESSIVE SMALL
AGGREGATE WILL TRACK OFF THE PROJECT AND ARE UNSUITABLE.
4. THE STABILIZED CONSTRUCTION ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL ALLOW IT TO
PERFORM ITS FUNCTION TO PREVENT OFF SITE TRACKING. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH
2-3 INCH STONE. ADDITIONAL STABILIZATION OF THE VEHICULAR ROUTE LEADING TO THE STABILIZED
ENTRANCE MAY BE REQUIRED TO LIMIT THE MUD TRACKED.
5. THE NOMINAL SIZE OF A STANDARD STABILIZED CONSTRUCTION ENTRANCE IS 12'x5O' UNLESS OTHERWISE
SHOWN IN THE PLANS.
CEP CONSTRUCTION
NOT TO SCALE
EXIT PAD DETAIL
PLASTIC
TIES WOVEN WIRE
GEOTEXTILE FENCE PLASTIC TIES;
FABRIC 3 IN UPPER 8" OF
1-10' 0/C MAX. FABRIC AND WIRE
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(V
STEEL POSTS
I
-----------------
-----6" TRENCH
-RENC T-
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-----
SILT FENCE
THE MANUFACTURER SHALL HAVE EITHER AN
APPROVED COLOR MARK YARN IN THE FABRIC OR
LABEL THE FABRICATED SILT FENCE WITH BOTH THE
MANUFACTURER AND FABRIC NAME EVERY 100
FEET.
THE TEMPORARY SILT FENCE SHALL BE INSTALLED
ACCORDING TO THIS SPECIFICATION, AS SHOWN ON
THE PLANS OR AS DIRECTED BY THE ENGINEER.
FOR INSTALLATION OF THE FABRIC, SEE DETAIL.
USE THREE PLASTIC TIES PER POST (50 LB. TEST
STRENGTH), LOCATED IN THE TOP 8" OF THE
STEEL POST FABRIC, WITH EACH TIE HUNG ON A POST NIPPLE,
� WOVEN WIRE FENCE PLACED DIAGONALLY TO ATTACH AS MANY
VERTICAL AND HORIZONTAL THREADS OF THE
ABRIC ��\/\\, GEOTEXTILE FABRIC AND WOVEN WIRE FENCE
BACKING AS POSSIBLE. THE FABRIC SHALL ALSO
BE FASTENED SECURELY TO THE WIRE BACKING
WITH PLASTIC TIES SPACED EVERY 24 INCHES
ALONG THE TOP.
OW\��\ POST INSTALLATION SHALL START AT THE CENTER
OF THE LOW POINT (IF APPLICABLE) WITH THE
REMAINING POSTS SPACED MINIMUM 4 FEET,
i
MAXIMUM 10 FEET APART FOR TYPE "A" SILT
FENCE. ONLY STEEL POSTS SHALL BE USED WITH
TYPE "A" SILT FENCE. POSTS SHALL BE 4' IN
LENGTH, 1.3 LBS/FT.
MAINTENANCE
SEDIMENT SHALL BE REMOVED ONCE IT HAS ACCUMULATED TO ONE-HALF THE ORIGINAL HEIGHT OF THE
BARRIER. FILTER FABRIC SHALL BE REPLACED WHENEVER IT HAS DETERIORATED TO SUCH AN EXTENT THAT
THE EFFECTIVENESS OF THE FABRIC IS REDUCED (APPROXIMATELY SIX MONTHS). TEMPORARY SEDIMENT
BARRIERS SHALL REMAIN IN PLACE UNTIL DISTURBED AREAS HAVE BEEN PERMANENTLY STABILIZED. ALL
SEDIMENT ACCUMULATED AT THE BARRIER SHALL BE REMOVED AND PROPERLY DISPOSED OF BEFORE THE
BARRIER IS REMOVED.
SB TYPE 'A' SILT FENCE
NOT TO SCALE
12" DIAMETER SOCK
STAKES AT ENDS,
MIDSLOPE, AND TOE
OF SLOPE THROUGH
CENTER OF SOCK
END POINTS "A" MUST BE HIGHER
THAN FLOW LINE POINT "B" A
STAKES
B _I
18 MIN.
SOCKS TO BE
TRENCHED 4" DEEP
TO PREVENT FLOW
a I I n I BENEATH
0
of
J
L�
O O
O O
PLACE DOWNSTREAM SOCKS SUCH
THAT POINT "B" IS APPROXIMATELY
LEVEL WITH THE LOWEST GROUND
ELEVATION OF THE UPSTREAM SOCK
=III—i SOCKS TO BE TRENCHED
iIII I — - II 4" DEEP TO PREVENT
FLOW BENEATH
LATH AND FLAGGING
ON 3 SIDES
�10' MIN.
n 0
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SANDBAG L(�
10 MIL MIN.
PLASTIC LINING
13
PLAN
❑ 1 ❑
SANDBAG
10 MIL MIN.
PLASTIC LINING
3'
BERM
SECTION A -A'
SIGN
BERM (OR EQUIVALENT)
48"x24" PLYWOOD
PAINTED WHITE
BLACK LETTERS
6" HEIGHT
LAG SCREWS
(Y2 IN.)
WOOD POST
(4"x4", 8' LONG)
NOTES
1. ACTUAL LAYOUT DETERMINED IN THE FIELD.
2. THE CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30 FEET OF THE WASHOUT.
3. THE CONCRETE WASHOUT SHOULD NOT BE PLACED WITHIN 50 FEET OF STORM DRAINS, OPEN DITCHES, OR WATERBODIES.
4. APPROPRIATE GRAVEL OR ROCK SHOULD COVER THE APPROACH TO CONCRETE WASHOUT FACILITIES.
5. THE TEMPORARY CONCRETE WASHOUT MUST BE CLEANED OUT WHEN IT IS A MAXIMUM OF 75% FULL.
WASHOUT REMOVAL
1. WHEN TEMPORARY CONCRETE WASHOUT FACILITIES ARE NO LONGER REQUIRED FOR THE WORK, THE HARDENED CONCRETE,
SLURRIES AND LIQUIDS SHALL BE REMOVED AND PROPERLY DISPOSED OF.
2. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE OF THE
WORK AND DISPOSED OF OR RECYCLED.
3. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND STABILIZED TO PREVENT EROSION.
GK BELOW GRADE CONCRETE WASHOUT DETAIL
NOT TO SCALE
TEMPORARY
SEDIMENT
I.iLL/"�IV L/I\l111V I\Vl.if\.
2:1 GRAVEL SLOPE
r-FINE WIRE MESH
"E BLOCK
Aml
klillmlistm
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY
IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. AS SHOWN IN DETAIL ONE BLOCK IS PLACED ON
EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL DRAINAGE. THE FOUNDATION SHOULD BE
EXCAVATED AT LEAST 2 INCHES BELOW THE CREST OF THE STORM DRAIN. THE BOTTOM ROW OF BLOCKS ARE PLACED
AGAINST THE EDGE OF THE STORM DRAIN FOR LATER SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF
NEEDED, LATERAL SUPPORT MAY BE GIVEN TO SUBSEQUENT ROWS BY PLACING 2" X 4" WOOD STUDS THROUGH BLOCK
OPENINGS. HARD WARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 INCH OPENINGS SHALL BE FITTED OVER ALL BLOCK
OPENINGS TO HOLD GRAVEL IN PLACE. CLEAN GRAVEL SHOULD BE PLACED 2 INCHES BELOW THE TOP OF THE BLOCKS ON A
2:1 SLOPE OR FLATTER AND SMOOTHED TO AN EVEN GRADE. DOT #57 WASHED STONE IS RECOMMENDED.
1
d
T
PIPE OUTLET TO FLAT AREA;
NO WELL-DEFINED CHANNEL
L�
-TH)� D=1.5 TIMES THE
MAXIMUM STONE DIAMETER
BUT NOT LESS THAN 6"
SECTION A -A
0
CLASS I
GEOTEXTILE
L
TH)
I— CLASS I
SECTION A -A GEOTEXTILE
CONSTRUCTION SPECIFICATIONS
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE
PLAN. COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL.
LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS.
2. THE RIPRAP AND FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3. GEOTEXTILE MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING
INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER FABRIC OVER THE
DAMAGED AREA. ALL CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS EXTENSIVE, REPLACE
THE ENTIRE FILTER FABRIC.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER FABRIC.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
6. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE
DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
7. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE MAXIMUM
TAILWATER DEPTH OR TO THE TOP OF THE BANK, WHICHEVER IS LESS.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT
ITS LENGTH. IF A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION.
10. SELECT STONE FOR RIPRAP FROM FIELD STONE OR QUARRY STONE. THE STONE SHOULD BE HARD, ANGULAR, AND HIGHLY
WEATHER -RESISTANT. THE SPECIFIC GRAVITY OF THE INDIVIDUAL STONES SHOULD BE AT LEAST 2.5.
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS
TAKEN PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
OP STORM DRAIN OUTLET PROTECTION
NOT TO SCALE
CD COMPOST SOCK CHECK DAM DETAIL
NOT TO SCALE
BLIP BLOCK & GRAVEL INLET PROTECTION DETAIL
NOT TO SCALE

STORMWATER MANAGEMENT REPORT
FOR
NEW RETAIL STORE
U.S. HIGHWAY 64 / CASHIERS ROAD & CHERRYWOOD DR.
HIGHLANDS, NC
01-10-2020
PREPARED FOR
The
Group
Commercial Real Estate Development
216 Westsiae square • Huntsville, Al 35801
Phone:[phone] • Fax:[phone]

CONTENTS
I. PREDEVELOPMENT CONDITIONS ............................................ ...... I
.............................
II. ANALYSIS METHODS.....................................................................................................I
III. RAINFALL INFORMATION .....................................................................I
IV. EROSION CONTROL IMPEMENTATION SCHEDULE................................................2
V. POSTDEVELOPMENT CONDITIONS.............................................................................3
APPENDIX A. PRECONSTRUCTION SITE CALCULATIONS......................................4
DRAINAGEAREA MAP...............................................................................................................5
DRAINAGE ROUTING DIAGRAM..............................................................................................6
2, 5, 10, 25, 50, 100-YEAR STORM EVENT CALCULATIONS ......................................... 7 - 30
APPENDIX B. POSTCONSTRUCTION SITE CALCULATIONS..................................31
DRAINAGEAREA MAP.................................................................................................... ........32
DRAINAGE ROUTING DIAGRAM.............................................................................................33
2, 5, 10, 25, 50, 100-YEAR STORM EVENT CALCULATIONS ..................................... 34 - 147
APPENDIX C. NRCS SOIL REPORT ..................
PREPARED BY
or
p.la upf2f s a! Mom.
qua
aAfir.._ gqq 7-8
ii4llo_ 3��rir_i Flu / = ; ��_ [L�Yri� ury�iOu
.......................... 148 - 152

I. PREDEVELOPMENT CONDITIONS
The site is a 2.24 acre piece of property located on the southwest side of U.S. Highway 64
(Cashiers Road) and Cherrywood Drive, in Macon County North Carolina. It is a previously
developed site with a gravel driveway. The remaining portions of the lot are covered with grass
and trees. There are two streams and two wetland areas present onsite. There is an unnamed
tributary to Big Creek that runs from south to north alongside Cherrywood Drive. There is
another unnamed tributary to Big Creek that runs from west to east neara the northern property
line that forms two wetland areas before it flows into the creek adjacent to Cherrywood Drive.
Existing onsite soils are classified as Cullasaja-Tuckasegee complex, Hydrologic Soil Group A,
and Udorthents, Hydrologic Soil Group C. The site generally slopes from south to north at about
4.7%. Surface runoff flows north to the wetland area before flowing into the unnamed tributary
to Big Creek.
II. ANALYSIS METHODS
In order to determine the pre- and post -development peak discharges and hydrographs of the
drainage basins, drainage area maps were developed based upon a topographic survey performed
by King Engineering of Concord, Inc., the USGS quad map of the area for the off -site drainage
areas, and the proposed site design. From these maps, the SCS curve numbers and times of
concentration were determined and input into HydroCAD 10.0, which calculated peak flows and
hydrographs for each runoff basin by the SCS TR-20 method. Reach and pond storages and
capacities were calculated by the storage -indication routing methods.
III. RAINFALL INFORMATION
Total rainfall depths for the studied storm events were obtained from NOAA Atlas 14 Volume 9
Version 2, Precipitation -Frequency Atlas of the United States, Southeastern States, available
from the Precipitation Frequency Data Server (http://hdsc.nws.noaa.gov/hdsc/pfds). The events
and corresponding 24-hour rainfall events are summarized below.
Event
Rainfall Depth, inches
2 year
5.79
5 year
7.13
10 year
8.19
25 year
9.68
50 year
10.90
100 year
12.10

IV. EROSION CONTROL IMPLEMENTATION SCHEDULE
See the Initial, Intermediate, and Final Phase Erosion and Sedimentation Control plans accompanied this
document for locations of the practices described below.
INITIAL PHASE
1. Install construction exit pad (CEP) and type "A" silt fence (SB), double row where
indicated.
2. Clear trees as needed.
3. Strip and stockpile topsoil (TSG), and remove unsuitable material.
5. Temporary seeding to be installed on areas where grading and stabilization operations
have ceased and will not resume for 5 working days, or 7 calendar days, whichever is
shorter. If a qualifying rain event is expected, temporary stabilization shall be achieved
prior to the rain event.
INTERMEDIATE PHASE
1. Begin grading site in the building and parking areas.
2. Construction exit pad (CEP), double row of type "A" silt fence (SB), and temporary
seeding (TS) to remain and maintained as needed as grading progresses.
3. Install compost sock check dams (CS) in channels where indicated.
4. Install utilities (storm, sanitary, and water). Storm pipe outlet to be stabilized with outlet
protection (OP).
5. Protect grate inlets with block and gravel inlet protection (BIP) after installation.
6. Concrete washout (GK) to be established and maintained as necessary once concrete
pouring begins.
FINAL PHASE
1. Maintain construction exit pad (CEP), double row of type "A" silt fence (SB), check
dams (CS), and temporary seeding (TS) as site grading progresses.
2. Grade parking lot and construct building pad. Base, paving and building are to be
installed after utility construction is completed.
3. Install sod (SOD) on areas indicated as soon as practicable. Appropriate plant material
shall be installed area by area as site work permits.
4. Clean storm structures. Install any other permanent BMP.
5. Demuck all structural BMP's and safely dispose of material. Maintain silt fence until
vegetation has achieved 100% coverage across site with 85% density, then remove.

V. POSTDEVELOPMENT CONDITIONS
This project consists of constructing a 9100 sq.ft. retail store with a 28-space parking lot and
truck delivery area. The remaining areas will be landscaped with sod. Drainage from the roof
will be discharged on the surface and directed towards the curb line of the rear parking lot area.
All parking lot areas will be sloped to drain to one of five grate inlets located in the parking lot.
Those inlets will be connected to an 18" HDPE pipe network that will convey stormwater to an
underground detention chamber system located east of the building, near the driveway.
Proposed slopes of the parking lot range from 1.0% to 3.5%, while the remaining grassed areas
will be graded to a maximum slope of 4:1 H:V (25%).
A. WATER QUALITY AND QUANTITY CONTROL
In order to treat the first inch of stormwater runoff generated from this development, the
underground detention chamber system will include a separator row system which will remove
80% of the total suspended solids (TSS) from the stormwater. The separator row is wrapped in
filter fabric, and the system is designed so that stormwater entering the chambers must flow
through the separator row first, filtering 80% TSS before flowing downward and filling the
gravel bed and then the adjoining chambers.
To control the increased discharges due to this development, the on -site stormwater will be
detained in an underground detention chamber system. The chamber system will consist of 89
Cultec R-150XLHD chambers embedded in a gravel bed. The outflow will be controlled by the
use of a 6"x6" orifice and an 18"xl2" weir in the outlet control box located near the northeast
end of the parking lot. The orifices will force storm water to back up and be stored in the
chambers. Discharge from the outlet control box will be directed to the northeast, where it will
be discharged on the surface, and flow to the wetland area adjacent to the unnamed tributary to
Big Creek.
SITE DISCHARGE COMPARISON
Event
Predevelo ment, cfs
Postdevelo ment, cfs
Decrease, cfs
2 year
5.82
5.81
0.01
5 year
10.04
9.14
0.90
10 year
13.73
12.14
1.59
25 year
19.30
17.58
1.72
50 year
24.12
22.83
1.29
100 year
29.03
28.16
0.87

APPENDIX A
PRECONSTRUCTION SITE CALCULATIONS

DRAWN BY: JAC
DATE: 03-27-2019 /
NEW RETAIL STORE REVISED: 11-22-2019
CASHIERS ROAD
HIGHLANDS, NC PRECONSTRUCTION
MACON COUNTY CONDITIONS
DRAINAGE AREA MAP Broadway Civil Designs of NC,PIIC
SCALE: 1' = 100' 5 216WestsideSonora - Huntsville, At35801
Phone: [phone] - Fax: [phone]

2EX
Offsite PRE
Preconstruction Site
1 EX Discharge
Site
DRAWN BY: JAC
DATE: 03-27-2019 /
NEW RETAIL STORE REVISED: 11-22-2019
CASHIERS ROAD 00
HIGHLANDS, NC PRECONSTRUCTION
MACON COUNTY CONDITIONS
DRAINAGE ROUTING Broadway Civil Designs of NC,PIIC
g DIAGRAM 216westsideSquare •Nuntsaiile.a135801
Phone: [phone] - Fax: [phone]

PRECONSTRUCTION SITE CALCULATIONS
2-YEAR STORM EVENT

Highlands Preconstruction Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1 EX: Site
Runoff = 5.45 cfs @ 12.03 hrs, Volume= 15,170 cf, Depth= 1.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN DescriDtion
42,492
76 Woods/grass comb., Fair, HSG C
6,800
98 Ex. Road
48,244
43 Woods/grass comb., Fair, HSG A
97,536
61 Weighted Average
90,736
93.03% Pervious Area
6,800
6.97% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.5 296 0.0470 3.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
5
4
3 3
0
LL
2
1
t-
-k- I --k I-4 �--I -k-
Subcatchment 1 EX: Site
Hydrograph
Ifi 1 t-Ifi1-t 1
5.45 cfs
iy�eJl`-�4 ih%
-4 1-1 4-1 IR4npff-A, r"e =W� $61*
IRM off VQlyme7151170, cf
— Runoff DeT -4 8T'
IFiow L�n�gtk12661'
1 I I Isjoj)�.6400 -1'
I I I Tc�=11.61 mil)
fiItl-t r-1 tIrt _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
■ Runoff
8

Highlands Preconstruction Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 2EX: Offsite
Runoff = 0.60 cfs @ 12.08 hrs, Volume= 3,568 cf, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
Hydrograph
0.6
T
0.55
T
0.5
fit
T
I�
�I
0.45
0.4
3
-2 0.3
0.25
T I
t
1
0.2
l
0.15
1-4
—1
0.1
0.05
❑ Runoff
S4 I--� F-I T I T 17T�er�Ii 241h�
- I ---j �-- I -L12�yi -kal+n'fa`-E O. 9#
-t 1-� �-Iftrhotff ArefaO71,24-71 sf
I I IN��ffIVP*I���'01 Cf
_eeIpr 0�
Flow Len �th=2 0
- IT TI T I T it eL0.11076
11 1 1 1 1 1 IT62i11niui
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
9

Highlands Preconstruction Type 111 24-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 3
Summary for Link PRE: Preconstruction Site Discharge
Inflow Area = 168,783 sf, 8.82% Impervious, Inflow Depth = 1.33" for 2-yr event
Inflow = 5.82 cfs @ 12.03 hrs, Volume= 18,738 cf
Primary = 5.82 cfs @ 12.03 hrs, Volume= 18,738 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link PRE: Preconstruction Site Discharge
Hydrograph
❑ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
10

PRECONSTRUCTION SITE CALCULATIONS
5-YEAR STORM EVENT

Highlands Preconstruction Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 1 EX: Site
Runoff = 8.43 cfs @ 12.03 hrs, Volume= 22,727 cf, Depth= 2.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
42,492
76 Woods/grass comb., Fair, HSG C
6,800
98 Ex. Road
48,244
43 Woods/grass comb., Fair, HSG A
97,536
61 Weighted Average
90,736
93.03% Pervious Area
6,800
6.97% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.5 296 0.0470 3.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 1 EX: Site
Hydrograph
_ LI 11 L I
9 8.43 cfs
8
L I I I-t I L A L I I I -�_Jrki illhllfi1164.1[3�'
7 I I I I I I I I I I 11R4noff A,rga�97�5�61 s1t
6 IRM off VQIyrne7�217?71 cf
5 I�unof Dep�h.SQ"
LL 4 IFiow -L�n�ti1296'
ISio�6=6.Wd '/I'
3 1 T� 11.51irn
2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
■ Runoff
iv,

Highlands Preconstruction Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 2EX: Offsite
Runoff = 1.75 cfs @ 12.05 hrs, Volume= 6,716 cf, Depth= 1.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
Hydrograph
��I I � IIII � IIIIII
1.75 cfs I I
I I ITYpeI II+ 24-'hi
5Ly% Rain6110.1I3'I'
Rau noff Areat71,1247I sf
RuggfflVollume=,6,7161 cf
p l 13"
0 1 IIIIII �7'ovv 4�1 �7"I I,LL Length=200
�lope-- 0.1000 'i'
1 Td:�111 mirk
CND '43
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
13

Highlands Preconstruction Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 6
Summary for Link PRE: Preconstruction Site Discharge
Inflow Area = 168,783 sf, 8.82% Impervious, Inflow Depth = 2.09" for 5-yr event
Inflow = 10.04 cfs @ 12.03 hrs, Volume= 29,443 cf
Primary = 10.04 cfs @ 12.03 hrs, Volume= 29,443 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link PRE: Preconstruction Site Discharge
Hydrograph
T—I-7I 1 1 7-I -7I--1
11
T T I T T 10.04 cfs
10
9
—
8
LI L I L IL 11
7
w
6
3
2 5
LL
_
M TIT IT
4
—
f
� �
❑Inflow
❑Primary
1
LI L I
L I L
4
1 I�- 1
4-1 -� 1-4 I�
-t
h �I
tlt l
T
7 TI
T I T IT
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
14

PRECONSTRUCTION SITE CALCULATIONS
10-YEAR STORM EVENT
15

Highlands Preconstruction Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1 EX: Site
Runoff = 10.96 cfs @ 12.03 hrs, Volume= 29,181 cf, Depth= 3.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
42,492
76 Woods/grass comb., Fair, HSG C
6,800
98 Ex. Road
48,244
43 Woods/grass comb., Fair, HSG A
97,536
61 Weighted Average
90,736
93.03% Pervious Area
6,800
6.97% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.5 296 0.0470 3.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0
Subcatchment 1 EX: Site
Hydrograph
1 10.96 cfs I
11
I
I
10
9
N7
3611111111
0
LL
511111111
3
filrt I� �i
2
l
II0A,R,
■ Runoff
17 I F1
-TII 4Jh
�-1 I $gnpff�r�-4 0�7�"6�sf
�1 +"gff�V�I �n el �9��11 cl
IB noff-Depth -3.59"
F�wl i n; gt� 266
1 I -Si0�6 b.wdiv V
�-I 4 4 I- �-Tc I:I d
�I filrt I� �I �Irt �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
`[:

Highlands Preconstruction Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2EX: Offsite
Runoff = 2.90 cfs @ 12.05 hrs, Volume= 9,691 cf, Depth= 1.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
LO
3
0
LL
3
2
1
Subcatchment 2EX: Offsite
Hydrograph
2.90 cfs I I
I I I I ITYpeI II+ 24-1hi
I � "
'� 0 y� Rainfall 8�.19
I I I I 1 1 1 I RluiholffiAreat71,1247I sf
RUggff volurnp�%,6�1 I Cf
Runoff ulnoff Dep�h�11. 3'I
Flow Len th=2 0'
p
T�C�2 � 11 rri i r�
DN'43
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
17

Highlands Preconstruction Type 111 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 9
Summary for Link PRE: Preconstruction Site Discharge
Inflow Area = 168,783 sf, 8.82% Impervious, Inflow Depth = 2.76" for 10-yr event
Inflow = 13.73 cfs @ 12.03 hrs, Volume= 38,872 cf
Primary = 13.73 cfs @ 12.03 hrs, Volume= 38,872 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link PRE: Preconstruction Site Discharge
Hydrograph
15
14
/
13.73
cfs
12
11
+
19
L I -L I-
N
0 7
/
3
2
1=
}
- Inflow Area=168,783 sf
17
4 I
4-1 I4
I�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Inflow
❑ Primary
18

PRECONSTRUCTION SITE CALCULATIONS
25-YEAR STORM EVENT
19

Highlands Preconstruction Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 1 EX: Site
Runoff = 14.71 cfs @ 12.02 hrs, Volume= 38,777 cf, Depth= 4.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN DescriDtion
42,492
76 Woods/grass comb., Fair, HSG C
6,800
98 Ex. Road
48,244
43 Woods/grass comb., Fair, HSG A
97,536
61 Weighted Average
90,736
93.03% Pervious Area
6,800
6.97% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.5 296 0.0470 3.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 1 EX: Site
Hydrograph
16
15
LII
--I
L
14.71
cfs
14
13
12
11
10
w 9
o $
T
T
7'
LL '
6
5
4-14
1-4
�-- 14-1
-I
4
3111illllil
4 �—I +
�--i -L I —L
I--] L1 iy��Ikl 4 h%
r1 7 11
12--t-jr: IR-Jjh-fij llA.C&
�-1--I
�$
E-1 L' uIT9R !� del 1s��rl
TI T I T
.
I IF I -U t�261
�I t I -t
1-� tsio-�6 -b.w"v
1 I 1 1
1 1 1 1 -�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
■ Runoff
20

Highlands Preconstruction Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 2EX: Offsite
Runoff = 4.77 cfs @ 12.04 hrs, Volume= 14,461 cf, Depth= 2.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
Hydrograph
IIIIIIIIIII' I III III
5 4.77 cfs
I 1 ley 1pe III �4 h%
4 -t L -t L I I I2$_yr]R�Wall=d.68-�'
R4npff 4rpa�=71 j2471 sf
-4 H 4R1un�off�VQl�rn�e7-�4�4�11 cl
w 3 Runoff Depth=2.44"
o f IIII 1 1 1 IFiow L�nJ tkl266'
2 l fi l rt l IS14-6.1Odd 11'
1 1 1 Tc7g-1 mirk
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
■ Runoff
21

Highlands Preconstruction Type/1/ 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 12
Summary for Link PRE: Preconstruction Site Discharge
Inflow Area = 168,783 sf, 8.82% Impervious, Inflow Depth = 3.79" for 25-yr event
Inflow = 19.30 cfs @ 12.03 hrs, Volume= 53,237 cf
Primary = 19.30 cfs @ 12.03 hrs, Volume= 53,237 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link PRE: Preconstruction Site Discharge
Hydrograph
SIT
%I
►�I
ICI
j%
fi ��
�� � fi � �� � i
❑Inflow
❑Primary
I �VW
���6�831sf
4-14
1-4 1
I 1
4-1 +
14
I�
tIrt
I� 1
I �I
tIt
Irt
I-1
�
-E I I
C 0
E:I
I I I
I-T
Il
E:
1-14
1-4 1
I
4-1 +
14
I�
I- It
I� 1
I �I
tIt
I-
�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
`lr:

PRECONSTRUCTION SITE CALCULATIONS
50-YEAR STORM EVENT
23

Highlands Preconstruction Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1 EX: Site
Runoff = 17.87 cfs @ 12.02 hrs, Volume= 46,982 cf, Depth= 5.78"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN DescriDtion
42,492
76 Woods/grass comb., Fair, HSG C
6,800
98 Ex. Road
48,244
43 Woods/grass comb., Fair, HSG A
97,536
61 Weighted Average
90,736
93.03% Pervious Area
6,800
6.97% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.5 296 0.0470 3.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1E
1E
17
1E
1E
14
12
12
11
3 1C
o
LL
ii
Subcatchment 1 EX: Site
Hydrograph
I I I L I -1 I--� L— I -L I - L I - 1 1-1 1 ■Runoff
17.87 cfs -
�-1
4-1 -I
�-14-I-I
� 1 4
I-4k--
1
4-1 -I
14
I--�
H
fi
�I � I � I� L-1 ty�b 11Ir-�41h%
� I °Ifu � �
Runoff -Depth -5.78"
�I I�F�o-w)L�n�t�266'
� 14- 14 I � � I +ToO
H 4- 14 I � �-1 + 14 1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
24

Highlands Preconstruction Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 2EX: Offsite
Runoff = 6.46 cfs @ 12.04 hrs, Volume= 18,786 cf, Depth= 3.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
Hydrograph
k-I �I ' '- �I � i� � I-4
' 6.46 cfs
Type III 4h-
6 1 1 1 1 1 1 1 1 1 1 1 5O�yi Rainfall=110.0&
5 -1 -F I -g4 off#r�-aFTl;2471 sf
� �Rlun+off-Y77okim�e��8 7$6 c
3 4 1 1 1 1 (Runoff Depth=3.16"
�ioW1 te; gtk-�26
LL 3 1 1 1 1 1 1 Slop6=0.100011'
2 T i i Tc7g-1 min
77
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
25

Highlands Preconstruction Type 111 24-hr 50-yr Rainfall= 10. 90"
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 15
Summary for Link PRE: Preconstruction Site Discharge
Inflow Area = 168,783 sf, 8.82% Impervious, Inflow Depth = 4.68" for 50-yr event
Inflow = 24.12 cfs @ 12.03 hrs, Volume= 65,768 cf
Primary = 24.12 cfs @ 12.03 hrs, Volume= 65,768 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link PRE: Preconstruction Site Discharge
Hydrograph
❑ Inflow
❑ Primary
Time (hours)
26

PRECONSTRUCTION SITE CALCULATIONS
100-YEAR STORM EVENT
27

Highlands Preconstruction Type 11124-hr 100-yr Rainfall= 12. 10 "
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 1 EX: Site
Runoff = 21.03 cfs @ 12.02 hrs, Volume= 55,290 cf, Depth= 6.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN DescriDtion
42,492
76 Woods/grass comb., Fair, HSG C
6,800
98 Ex. Road
48,244
43 Woods/grass comb., Fair, HSG A
97,536
61 Weighted Average
90,736
93.03% Pervious Area
6,800
6.97% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.5 296 0.0470 3.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 1 EX: Site
Hydrograph
23
22 2;
1.03 cfsI
ICI 1114-h%
20
I 14
1�
H
-/�
4-1 -t�
H
4- 1d�y�-#aaWh:41 1&
�
18
17
l-
-1
fil
-
- -$
1415
—l—
I��
1�
-
� I
—l— — — — —
"°I��V i� 1 5 1
u 13
Runoff-Depth=6.89"
.2 10
I �
--Ifi
=
-I
— - 1-Fiew �n jt 2J6'
9
T I-T
1-7
F71
T7 I
F71
7 1-T 17 SII16�6:�b.UWV'
s
7
+- I-+
I�
1--I
J- I
H
i- I-+ 1� �-I +Tc�:II-I
6
4
� I �
1-1
CI
� I
E1
_
L I � I:] �I 112 �71
2
4
I�
1
0
0 1 2 3 4 5
6 7
8 9
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
■ Runoff
28

Highlands Preconstruction Type 11124-hr 100-yr Rainfall= 12. 10 "
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 2EX: Offsite
Runoff = 8.23 cfs @ 12.04 hrs, Volume= 23,347 cf, Depth= 3.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
-k-I+ I—t H
�- I --k I-4 �-I -k-
7
5
_o
1 LI1 I-1 L
u. 4
Hydrograph
■ Runoff
8.23 cfs I +- I + I -4 h
II`�4-h%
-4 1 I I -O&y� Raintail='lill-&
IR 4npff#re-aF-T1 j2471-sf
Runoff Depth=3.93"
1
-Fiow-L�� t�26d'
I I 11 1 U SAoia6.1 Q0-9v
1 1 11 1 Tc�=�-11 r0h)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
29

Highlands Preconstruction Type 11124-hr 100-yr Rainfall= 12. 10 "
Prepared by Broadway Management, LLC Printed 9/25/2019
HydroCADO 10.00-24 s/n 05474 © 2018 HydroCAD Software Solutions LLC Page 18
Summary for Link PRE: Preconstruction Site Discharge
Inflow Area = 168,783 sf, 8.82% Impervious, Inflow Depth = 5.59" for 100-yr event
Inflow = 29.03 cfs @ 12.03 hrs, Volume= 78,636 cf
Primary = 29.03 cfs @ 12.03 hrs, Volume= 78,636 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link PRE: Preconstruction Site Discharge
Hydrograph
T I T I 1 7-
32
30
29.03 cfs
28
I L I A I A
26
24
I T I T I T I T1-1
22
20
1 t T I-t I-t
�16
� T1� 1-4
3 16
0
M14
L CIA IA
12
10
1 TI T I T IT
6
T I�
4
I �-
❑Inflow
❑ Primary
���b�, ��e�1���sl�s�
LIT
1A U LI LIT 1A
I� L
TIT
IT 17 TI TIT IT
IT T
TIC
ItI-fI�
II �-i �, — IA L-1 L
17 IT 17 TI T I T IT IT T
ti-t 1� H �� fi1T I-f I�
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
30

APPENDIX B
POSTCONSTRUCTION SITE CALCULATIONS
31

DRAWN BY: JAC
DATE: 03-27-2019 /
NEW RETAIL STORE REVISED: 11-22-2019
CASHIERS ROAD
HIGHLANDS, NC POSTCONSTRUCTION
MACON COUNTY CONDITIONS
DRAINAGE AREA MAP Broadway Civil Designs of NC,PIIC
SCALE: 1 ' = 10 0' 32 216 Westside Sonora • Huntsville, At 35801
Phone: [phone] - Fax: [phone]

(2EX)
Offsite
1 S North Parking/Driveway
8S
JV We land Area
Roof V I�7 \
Postcon ruction
2S Di charge
Delivery/Dumpster Area
150XLH
Cultec eten i system
(i�
7S
Front Parking Area to
G12
Front Parking Area to
G11
Septic Area
East Driveway Aisle
Cherrywood
Dr/Driveway
Cashiers Rd. R.O.W.
DRAWN BY: JAC
DATE: 03-27-2019 /
NEW RETAIL STORE REVISED: 11-22-2019
CASHIERS ROAD 00
HIGHLANDS, NC POSTCONSTRUCTION
MACON COUNTY CONDITIONS
DRAINAGE ROUTING Broadway Civil Designs of NC,PIIC
33 DIAGRAM 216westsideSquare •Nuntsaiile.a135801
Phone: [phone] - Fax: [phone]

POSTCONSTRUCTION SITE CALCULATIONS
2-YEAR STORM EVENT
34

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1 S: Roof
Runoff = 1.44 cfs @ 12.02 hrs, Volume= 4,327 cf, Depth= 5.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN Description
9,352 98
9,352 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 70 0.0417 2.31 Sheet Flow,
Smooth surfaces n= 0.011 P2= 5.79"
0.5
U
0p
0
70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 1S: Roof
Hydrograph
��ilii�lll li
1.44 cfs
Tyi�el III 24-hi
121y% I6iri 11�=09'I'
RO nbff AOeOiO9,13521 sf
RuggfflVlollumn 74,13?71cf
Rulnpff Delp�h�5�. 51I�
Flow Len h
�b�e bb
� I I I I I T�C�1 �21 r>riir�
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
35

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 2EX: Offsite
Runoff = 0.60 cfs @ 12.08 hrs, Volume= 3,568 cf, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
Hydrograph
0.6
T
0.55
T
0.5
fit
T
I�
�I
0.45
0.4
3
-2 0.3
0.25
T I
t
1
0.2
l
0.15
1-4
—1
0.1
0.05
❑ Runoff
S4 I--� F-I T I T 17T�er�Ii 241h�
- I ---j �-- I -L12�yi -kal+n'fa`-E O. 9#
-t 1-� �-Iftrhotff ArefaO71,24-71 sf
I I IN��ffIVP*I���'01 Cf
_eeIpr 0�
Flow Len �th=2 0
- IT TI T I T it eL0.11076
11 1 1 1 1 1 IT62i11niui
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
36

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Delivery/Dumpster Area
Runoff = 0.48 cfs @ 12.02 hrs, Volume= 1,454 cf, Depth= 5.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN Description
3,142 98
3,142 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 124 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.8 124 Total, Increased to minimum Tc = 1.2 min
Subcatchment 2S: Delivery/Dumpster Area
Hydrograph
❑ Runoff
0.5 0.48 cfs
T�ielfli 24=h�
0.45
2-�%�au�fa`-I-I 5171�
0 4 L I-L I� U -i L-1 L I ft nbfff-Arle�li 13,11421 sf
0.351-4
�Ryqqff�vP"44
0 025 t-I + ��u Q _qe 5�
- FI w L n �h=124
LL 0.2 fi l fi l t 1- �1 -r l t eL0.d1
0.15 F-I - T 17 FT-6=�—j 12Trr i6
0.1 Q114-VO
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
37

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: North Parking/Driveway
Runoff = 0.88 cfs @ 12.02 hrs, Volume= 2,640 cf, Depth= 5.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN Description
5,705 98
5,705 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 127 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.7 127 Total, Increased to minimum Tc = 1.2 min
Subcatchment 3S: North Parking/Driveway
Hydrograph
-1
I
1-4
1-4
0.95
0.9
0.85
0.88
cfs
rye
�Te�fl-h
0.8
4-1
�-
14
1 W
4
�
W12�yi•
a faFtf� 719'
0.75
0.7
� I
+
14
1 �-
-
4
P
ftnbfff-Aisle 1=5,70-51 Sf
0.65
0.6
� I
+
14
1 H
4
FRY irffY071P rp-P �27,W10
w 0.55
0045
I+14
H
4
I�
11
Q Ip r"'54
-
a
0.4
0.35
�1+14
1�1
H4-I4
v� L =a 2�
O �n
L d
0.3
-H
+
1 �
H
H
H
+ I 16il 12ffiil rii
0.25
0.2
+
0.15
0.1
4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
38

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: East Driveway Aisle
Runoff = 0.47 cfs @ 12.02 hrs, Volume= 1,424 cf, Depth= 5.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN Description
3,077 98
3,077 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 108 0.0090 1.93 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.9 108 Total, Increased to minimum Tc = 1.2 min
Subcatchment 4S: East Driveway Aisle
Hydrograph
0.5 L I L L o.47 cfs l -1 L I L L 1 LT e�11 241 h%
0.45
' I I I I I � I� �I � 12�yi•�ta�falH�5�719'k
0.4
0.35 4 4 H RLinbfff-AOe�1=la,I0T71 S#
0.3 L I + 1 � 1�1� ��p� u rpe �1��41 ".57
cf
c 0.25 L I t 1—t Lu r��
.2 Flow Len th=1 8
0.2 eLa .;0
0.15 1 1 1T6=614nii6
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
39

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 5S: Front Parking Area to G12
Runoff = 0.56 cfs @ 12.02 hrs, Volume= 1,673 cf, Depth= 5.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN Description
3,615 98
3,615 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.4 70 0.0170 2.65 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.4 70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 5S: Front Parking Area to G12
Hydrograph
o.s
� �
�
� � � � � �
❑Runoff
0.55
0.56 cfs -
�1
t t 1� �
T e I I 41h-�
0.5F
I I
I I
I_ I
I I
121 % Ikali llli611:6090
0.45
Li
� Id
- I
LI
Rl.MnWA"e=116151
0.4
- 1+
14
H 4
P Y "ffY1o1 u T-� +W31 Cf
0 00.3
l--�l
7 -
.2aCTnoo
0.25
h=
0 2
pieL(�-01-�0
0.15
fi l
fi
�- 1
t t I I I NF=19
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
40

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6S: Front Parking Area to Gil
Runoff = 0.78 cfs @ 12.03 hrs, Volume= 2,197 cf, Depth= 4.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN DescriDtion
1,138
60 Avg. of Woods/grass & Newly graded, HSG A
4,543
98
5,681
90 Weighted Average
1,138
20.03% Pervious Area
4,543
79.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.7
21
0.2500
0.21
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 5.79"
0.5
51
0.0080
1.82
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
2.2
72
Total
Subcatchment 6S: Front Parking Area to Gil
Hydrograph
T I—
T- 0.78 cfs --4
0.75
0.7
I L I I I -i
0.65
0.6
ITITI�II
0.55
1-I t Irt 1 t-I
0.5
- 0.45
0
+
0.4
_
LL 0.35
I�I�I�II
0.3
0.25
L I I I -L
0.2
0.15
- - -0.1
�I 1-4T�e�i �4!h%
L I L 12�y%-F60N 0. 9J
F-1 ft nTOFArie T , I68-11 s-f
Pq"Tv1°tprp— O FI O
u Q �,pT74.-14vv
-IowLeng th=7T
L-I L I I -i U Lth= 9d
F-1 7IT17 F F1T1-1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
Ell

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 7S: Septic Area
Runoff = 0.25 cfs @ 12.05 hrs, Volume= 1,150 cf, Depth= 0.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN DescriDtion
2,401 60 Avg. of Woods/Grass & Newly graded, HSG A
16,794 43 Woods/grass comb., Fair, HSG A
19,195 45 Weighted Average
19,195 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 230 0.0730 4.05 Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
0.9 230 Total, Increased to minimum Tc = 1.2 min
0.26
0.24
0.22
02
I �14-1- I
0.18
0.16
a
TIT 17
3 0.14
L I I —L I —I
LL 0.12
0.1
n ns
Subcatchment 7S: Septic Area
Hydrograph
.-L- I--L I I I I -i- I I I I L---I L--
0.211
I__j �I 1_jTe 12+41h
IRtt hoff 'AreIzO1 ,I1951 sf
T I� I�N��PIu� ����I Cf
I� L_IuQIn r72"
o e� 3�
Is6=iI 121 rr ii
-T T'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
42

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 8S: NW Wetland Area
Runoff = 0.87 cfs @ 12.05 hrs, Volume= 2,560 cf, Depth= 1.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN DescriDtion
331 60 Avg. of Woods/Grass & Newly Graded, HSG A
2,664 83 Avg. of Woods/Grass & Newly Graded, HSG C
8,086 43 Woods/grass comb., Fair, HSG A
5,379 76 Woods/grass comb., Fair, HSG C
16,460 61 Weighted Average
16,460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 226 0.0070 1.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 8S: NW Wetland Area
Hydrograph
0.95
-4
—
1-4 —
❑Runoff
0 9
0.85
----
8 0
.7
cfs
1 4
H I
H 4 1 JT�e-fl i it h-�
0-8
k I
H
14
H
H
H
H
H 12 y%-kaki f":65j"
0.75
0`7
1
H
1
1
—
H
HR-tOoff IAre00--*,1401 sf
0.65
0.6
H I
H
14
1 H I
H
IH
PW�PTVP�UT��Z,5-1740I Cf
w 0.55
0
H 1
H
1 H
1 H I
-
I H
H I
_
Q Ip T H 4
00.5
LL
0.4
0.35
H
H
Hi
H
H
ova Lin =2W
HL Od
0.3
I
H
H
t6:63iOir ri#
0.25
0.2
-
H
H
H I H I H H
0.15
—
0.1
i
I H -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
43

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 9S: Cherrywood Dr/Driveway
Runoff = 2.15 cfs @ 12.03 hrs, Volume= 5,806 cf, Depth= 3.79"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN DescriDtion
2,293
60
Avg. of Woods/Grass & Newly Graded, HSG A
4,911
83
Avg. of Woods/Grass & Newly Graded, HSG C
4,885
98
6,273
76
Woods/grass comb., Fair, HSG C
18,362
82
Weighted Average
13,477
73.40% Pervious Area
4,885
26.60% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
2.0 256 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 9S: Cherrywood Dr/Driveway
Hydrograph
■ Runoff
2.15 cfs
Tyl �
2 1 1 1 121y% Rai rllfall�=09'1'
Rluihdffl Area#118,13621 sf
Ruggffl Vlollume�5,8Q61 cf
Runpfl Pe,pth-=3.7I9'1,
.2 -Flow Length=256
1 1 1 1 1 1 1 1 �1b�eL0.026d'i'
T6:46niirIll
1 1 CND=182
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
44

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 10S: Cashiers Rd. R.O.W.
Runoff = 1.01 cfs @ 12.03 hrs, Volume= 2,751 cf, Depth= 2.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-yr Rainfall=5.79"
Area (sf) CN DescriDtion
5,907 60 Avg. of Woods/Grass & Newly Graded, HSG A
4,208 98
2,833 43 Woods/grass comb., Fair, HSG A
12,948 69 Weighted Average
8,740 67.50% Pervious Area
4,208 32.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 383 0.0430 3.11 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 10S: Cashiers Rd. R.O.W.
Hydrograph
i III��
1.01 cfsl I � � � �
1 Thy e II+�24-hir
121y% lkt iinfa ll�=09'I'
Rluihdffl AlrOa�--112,19481 sf
Ruggffl Vlollugnp=2,7�1 i cf
3 Rulnpfl Pe,p�h=2 ' 55Flow Len th=83'
�1b�eL�.a�4�d
T641 ni i 6
CN=169
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
45

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 12
Summary for Pond 150XLHD: Cultec detention system
Inflow Area =
30,572 sf,
96.28% Impervious,
Inflow Depth = 5.38" for 2-yr event
Inflow =
4.59 cfs @
12.02 hrs, Volume=
13,714 cf
Outflow =
1.29 cfs @
12.30 hrs, Volume=
13,713 cf, Atten= 72%, Lag= 16.5 min
Primary =
1.29 cfs @
12.30 hrs, Volume=
13,713 cf
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 4,023.40' @ 12.30 hrs Surf.Area= 3,890 sf Storage= 3,229 cf
Plug -Flow detention time= 34.5 min calculated for 13,713 cf (100% of inflow)
Center -of -Mass det. time= 34.5 min ( 782.3 - 747.8 )
Volume
Invert
Avail.Storage
Storage Description
#1A
4,022.00'
576 cf
8.00'W x 95.00'L x 2.54'H Field A
1,932 cf Overall - 493 cf Embedded = 1,439 cf x 40.0% Voids
#2A
4,022.50'
493 cf
Cultec R-150XLHD x 18 Inside #1
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
#313
4,022.00'
1,614 cf
17.75'W x 125.75'L x 2.54'H Field B
5,673 cf Overall - 1,639 cf Embedded = 4,034 cf x 40.0% Voids
#413
4,022.50'
1,639 cf
Cultec R-150XLHD x 60 Inside #3
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
#5C
4,022.00'
438 cf
4.75'W x 115.50'L x 2.54'H Field C
1,394 cf Overall - 301 cf Embedded = 1,094 cf x 40.0% Voids
#6C
4,022.50'
301 cf
Cultec R-150XLHD x 11 Inside #5
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
#7
4,022.50'
8 cf
12.0" Round 37 LF 12" HDPE
L= 10.0' S= 0.0050 T
#8
4,022.53'
47 cf
4.00'D x 3.76'H J131
#9
4,022.63'
76 cf
18.0" Round 43 LF 18" HDPE
L= 43.0' S= 0.0050 T
#10
4,022.86'
42 cf
4.00'D x 3.34'H G12
#11
4,022.96'
138 cf
18.0" Round 78 LF 18" HDPE
L= 78.0' S= 0.0050 T
#12
4,023.37'
35 cf
4.00'D x 2.75'H G11
#13
4,022.69'
33 cf
4.00'D x 2.63'H G14
#14
4,022.79'
70 cf
15.0" Round 57 LF 15" HDPE
L= 57.0' S= 0.0050 T
#15
4,023.10'
33 cf
4.00'D x 2.59'H G13
#16
4,022.56'
32 cf
4.00'D x 2.58'H J132
#17
4,022.56'
40 cf
15.0" Round 33 LF 15" HDPE
L= 33.0' S= 0.0050 T
#18
4,022.75'
33 cf
4.00'D x 2.62'H G15
5,646 cf
Total Available Storage
Storage Group A created with Chamber Wizard
46

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 13
Storage Group B created with Chamber Wizard
Storage Group C created with Chamber Wizard
Device
Routing
Invert
Outlet Devices
#1
Primary
4,021.90'
18.0" Round Culvert L= 4.0' Ke= 0.500
Inlet / Outlet Invert= 4,021.90' / 4,021.75' S= 0.0375 '/' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2
Device 1
4,022.00'
6.0" W x 6.0" H Vert. Orifice C= 0.600
#3
Device 1
4,023.50'
1.5' long Weir 2 End Contraction(s) 1.0' Crest Height
#4
Device 1
4,024.50'
5.0' long Top of Wall 2 End Contraction(s)
Primary OutFlow Max=1.29 cfs @ 12.30 hrs HW=4,023.40' (Free Discharge)
L =Culvert (Passes 1.29 cfs of 6.63 cfs potential flow)
2=Orifice (Orifice Controls 1.29 cfs @ 5.15 fps)
3=Weir ( Controls 0.00 cfs)
4=Top of Wall ( Controls 0.00 cfs)
47

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system - Chamber Wizard Field A
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
9 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 =
95.00' Base Length
2 Rows x 33.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 8.00' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
18 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 2 Rows = 492.7 cf Chamber Storage
1,931.7 cf Field - 492.7 cf Chambers = 1,439.0 cf Stone x 40.0% Voids = 575.6 cf Stone Storage
Chamber Storage + Stone Storage = 1,068.3 cf = 0.025 of
Overall Storage Efficiency = 55.3%
Overall System Size = 95.00' x 8.00' x 2.54'
18 Chambers
71.5 cy Field
53.3 cy Stone
48

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 15
Pond 150XLHD: Cultec detention system - Chamber Wizard Field B
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
12 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 123.75' Row Length +12.0" End Stone x 2 =
125.75' Base Length
5 Rows x 33.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 17.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
60 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 5 Rows = 1,639.1 cf Chamber Storage
5,673.2 cf Field - 1,639.1 cf Chambers = 4,034.1 cf Stone x 40.0% Voids = 1,613.6 cf Stone Storage
Chamber Storage + Stone Storage = 3,252.7 cf = 0.075 of
Overall Storage Efficiency = 57.3%
Overall System Size = 125.75' x 17.75' x 2.54'
60 Chambers
210.1 cy Field
149.4 cy Stone
00000
49

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system - Chamber Wizard Field C
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.00'L with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
11 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 113.50' Row Length +12.0" End Stone x 2 =
115.50' Base Length
1 Rows x 33.0" Wide + 12.0" Side Stone x 2 = 4.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
11 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 1 Rows = 300.7 cf Chamber Storage
1,394.4 cf Field - 300.7 cf Chambers = 1,093.8 cf Stone x 40.0% Voids = 437.5 cf Stone Storage
Chamber Storage + Stone Storage = 738.2 cf = 0.017 of
Overall Storage Efficiency = 52.9%
Overall System Size = 115.50' x 4.75' x 2.54'
11 Chambers
51.6 cy Field
40.5 cy Stone
1-1
50

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system
Hydrograph
�I 14 IH H fi I+ I H H H + I4
S Inflow
5 1 1 1 1 1 1 1 1 1 4 59 cfs lE Primary
`inlfl� ww Area=30,572 sf
I H+ITI
4
IIIIIIIIIII
a
3
3
0
LI
1
0
0 1 2 3 4 5 6 7
-TP"kr-b d—V= 4, b2 31. 4 W
HMIMMM
0
Time (hours)
51

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 2-yr Rainfall=5.79"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Link POST: Postconstruction Site Discharge
Inflow Area = 168,784 sf, 27.62% Impervious, Inflow Depth = 2.10" for 2-yr event
Inflow = 5.81 cfs @ 12.04 hrs, Volume= 29,548 cf
Primary = 5.81 cfs @ 12.04 hrs, Volume= 29,548 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link POST: Postconstruction Site Discharge
Hydrograph
❑ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
52

POSTCONSTRUCTION SITE CALCULATIONS
5-YEAR STORM EVENT
53

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 1 S: Roof
Runoff = 1.78 cfs @ 12.02 hrs, Volume= 5,370 cf, Depth= 6.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN Description
9,352 98
9,352 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 70 0.0417 2.31 Sheet Flow,
Smooth surfaces n= 0.011 P2= 5.79"
0.5
3 1
0
LL
0p
0
70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 1S: Roof
Hydrograph
��ilii�lll li
1.78 cfs
Tyi�e1Ili 24-hi
51y% Iaiirifai11�7�.113'I'
RO nbff Arte0109,13521 sf
Ruggffl VIollugn�75,13701 cf
.
IIII 1 �mr 4E1h�'
�
Flow Len h . '
� I I I I I T�C�1 �21 r>riir�
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
54

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 2EX: Offsite
Runoff = 1.75 cfs @ 12.05 hrs, Volume= 6,716 cf, Depth= 1.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
Hydrograph
��I I � IIII � IIIIII
1.75 cfs I I
I I ITYpeI II+ 24-'hi
5Ly% Rain6110.1I3'I'
Rau noff Areat71,1247I sf
RuggfflVollume=,6,7161 cf
p l 13"
0 1 IIIIII �7'ovv 4�1 �7"I I,LL Length=200
�lope-- 0.1000 'i'
1 Td:�111 mirk
CND '43
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
55

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2S: Delivery/Dumpster Area
Runoff = 0.60 cfs @ 12.02 hrs, Volume= 1,804 cf, Depth= 6.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
3,142 98
3,142 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 124 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fDs
0.8 124 Total, Increased to minimum Tc = 1.2 min
Subcatchment 2S: Delivery/Dumpster Area
Hydrograph
0.65 + 14 I + ❑Runoff
0.60 cfs
0.6 TITIT IT � TI TITIT
— T eA 24-h�
0.55 L I+� L I 5 yi•�ta fa�N� 1
0.5
0.45 + + + H + ftnbfff AOe�i=la,114-2I sf
0.4 �f rmq lVp Mr"=I �j1� 4ICf
3 0.35 T + u Q ep�17 �
° 0.3 FI w L n �h=14
LL 0.25 T l rt l rt lI �I fi l rt eL0.d1d
0.2 II I16=� 12lri{hi
0.15 T I T 1-4 4 I H�--QN=00
0.1
0.05 17
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
56

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 3S: North Parking/Driveway
Runoff = 1.09 cfs @ 12.02 hrs, Volume= 3,276 cf, Depth= 6.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN Description
5,705 98
5,705 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 127 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.7 127 Total, Increased to minimum Tc = 1.2 min
Subcatchment 3S: North Parking/Driveway
Hydrograph
1.09 cfs
51y% 06infa 11�=�.1131I'
ROnbff Me0105,17051 sf
Ruggffl Vlolpkne73,12761 cf
eL.b2bb9'Runpff Delp�h�6.
�
LL Fowen=11'
� I I I I I T�C�1 �21 r>riir�
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
57

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 4S: East Driveway Aisle
Runoff = 0.59 cfs @ 12.02 hrs, Volume= 1,767 cf, Depth= 6.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN Description
3,077 98
3,077 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 108 0.0090 1.93 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
w
0
LL
0.9 108 Total, Increased to minimum Tc = 1.2 min
Subcatchment 4S: East Driveway Aisle
Hydrograph
TTIT 1 1 1 1 T1T 1 1
0.59 cfs
�1 ITI T IA
TIT IT IT T T
�— I T 14 I AtA T I�
0.25 T I T 17
0.2
0.15
0.1
T11
I T T
IT�elIi 14 h�
�I � 15�yi•�a�faFtf��11�
T I RO nTDfff ArFe-;� 1a OT71 s-f
IRqgq�VP�Mr"p=11 1�f71
__1 _, up Q ep�h7 97
ow Len th=1 8
TI TI T L Od
L-I T I T I-i I-T6==j J2rriuj
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
58

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 5S: Front Parking Area to G12
Runoff = 0.69 cfs @ 12.02 hrs, Volume= 2,076 cf, Depth= 6.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN Description
3,615 98
3,615 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.4 70 0.0170 2.65 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.4 70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 5S: Front Parking Area to G12
Hydrograph
1— +I -+
I --I
�—I
L I +
0.75
0.7
Li
L
I LI
_ 0.69 cfs
L I
L I L I L Tied I-
0.65
I L I
t
1 rt l
I—
I�
f-1
L 15ti•-ka �f 11�7fi.113�
0.s
0.55
1
4-
1
�- 1l,
3, Io6y1551 Sf
R nbff(f�
�I""I��II---n,I-
�A08
45
4-1
+
I
—
u�Y �~T �j�
r�
0.35
U.
0.3
I
I Ti
I
I I I
-
I �_
I I
I I
� 1 /
�nr erigt �
I I I �pieL(�-01�0
0.25
L 1
t
11
�-1
L -t I -i 1file jztf�-A
0.2
0.15
L 1
L
L
1 L 1
IL
LI
L I L I L LI LCN7-9-8
0.1
n nr
_
+
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
59

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 6S: Front Parking Area to Gil
Runoff = 0.98 cfs @ 12.03 hrs, Volume= 2,817 cf, Depth= 5.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
1,138
60 Avg. of Woods/grass & Newly graded, HSG A
4,543
98
5,681
90 Weighted Average
1,138
20.03% Pervious Area
4,543
79.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.7
21
0.2500
0.21
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 5.79"
0.5
51
0.0080
1.82
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
2.2
72
Total
3
0
LL
Subcatchment 6S: Front Parking Area to Gil
Hydrograph
0.98 cfs
Type1Ili 24-h%
151y% Rainfa ll�=�.113'I'
ROnbff AlllteA05,1661 I sf
Ruggffl Volluln��2,18171 cf
RulnOff Qeip�h7�.95"
Flow Length=72'
Tc1 1.2� nA6
,N=06
Illlllli
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
60

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 7S: Septic Area
Runoff = 0.61 cfs @ 12.03 hrs, Volume= 2,077 cf, Depth= 1.30"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
2,401 60 Avg. of Woods/Grass & Newly graded, HSG A
16,794 43 Woods/grass comb., Fair, HSG A
19,195 45 Weighted Average
19,195 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 230 0.0730 4.05 Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
0.9 230 Total, Increased to minimum Tc = 1.2 min
Subcatchment 7S: Septic Area
Hydrograph
0.65 0.61 cfs
0.6 I t I t 1� l I I-1 �I t t 1 --T�e IIi 2-4!h4
0.55 I I II 1 �1y�al; fu�11
05 I4 4 1--� HRU hoof IAre01--010,119-51 sf
0.45
0.4 T T 7 INN1°`fFa5 p71 Cf
0 0.35 Li I 1� - I-1 LI u Q Ip r__L
.2 0.3 Flow Len th=2 0
0.25 fi l fi l l I� �1 t l t -eLa .d7-id
_ P
0.15 14 + I 1— N=
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
61

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 8S: NW Wetland Area
Runoff = 1.35 cfs @ 12.05 hrs, Volume= 3,835 cf, Depth= 2.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
331 60 Avg. of Woods/Grass & Newly Graded, HSG A
2,664 83 Avg. of Woods/Grass & Newly Graded, HSG C
8,086 43 Woods/grass comb., Fair, HSG A
5,379 76 Woods/grass comb., Fair, HSG C
16,460 61 Weighted Average
16,460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 226 0.0070 1.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 8S: NW Wetland Area
Hydrograph
1.35 cfs l��I
I I I I ITYpeI II+ 24!hir
51y% l�aiirifaill�7�.113'I'
1 1 -4 1110 66ff l-Arda�- % 7460 IV
1 Ruggffl Vollugnp=3,8�5 cf
RuInpfl Pe,p�h=2 ' 80U-Flow Len th=26'
I III I I I I I I I �1b�eL�.a�o�d'�'
1 1T6C 314n{16
CN=161
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
62

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 9S: Cherrywood Dr/Driveway
Runoff = 2.83 cfs @ 12.03 hrs, Volume= 7,709 cf, Depth= 5.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
2,293
60
Avg. of Woods/Grass & Newly Graded, HSG A
4,911
83
Avg. of Woods/Grass & Newly Graded, HSG C
4,885
98
6,273
76
Woods/grass comb., Fair, HSG C
18,362
82
Weighted Average
13,477
73.40% Pervious Area
4,885
26.60% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
2.0 256 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 9S: Cherrywood Dr/Driveway
Hydrograph
1- 1 -Li�I�
3 F 2.83 cfs
Type ' I 1124-h r
151yll- RairlfaI14.113'I'
Rluihdffl Alrea$118,13621 sf
2 RuggfflVlolluTn 77,17Q91cf
Rulnoff Depth=5. 4'1,
LL Flow Length=2 6
o
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
63

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 10S: Cashiers Rd. R.O.W.
Runoff = 1.45 cfs @ 12.03 hrs, Volume= 3,907 cf, Depth= 3.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 5-yr Rainfall=7.13"
Area (sf) CN DescriDtion
5,907 60 Avg. of Woods/Grass & Newly Graded, HSG A
4,208 98
2,833 43 Woods/grass comb., Fair, HSG A
12,948 69 Weighted Average
8,740 67.50% Pervious Area
4,208 32.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 383 0.0430 3.11 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 10S: Cashiers Rd. R.O.W.
Hydrograph
1.45 cfs l��I
I I I I ITYpeI II+ 24!hir
151y % l�aiirifaill=7�.1I3'I'
Rluihdffl AlrOa�--112,1948I sf
RuggfflNlolluTp=3,9Q7i cf
RuInpfl Pep�h=3.16.2"
LL Flow Len th=383'
III III I I I I I I I �lb�eL�.a�4�d '�'
T6=21.1 n{ i 6
CN=I69
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
64

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 30
Summary for Pond 150XLHD: Cultec detention system
Inflow Area =
30,572 sf,
96.28% Impervious,
Inflow Depth = 6.72" for 5-yr event
Inflow =
5.69 cfs @
12.02 hrs, Volume=
17,110 cf
Outflow =
1.83 cfs @
12.24 hrs, Volume=
17,110 cf, Atten= 68%, Lag= 13.3 min
Primary =
1.83 cfs @
12.24 hrs, Volume=
17,110 cf
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 4,023.69' @ 12.24 hrs Surf.Area= 3,900 sf Storage= 3,991 cf
Plug -Flow detention time= 34.2 min calculated for 17,110 cf (100% of inflow)
Center -of -Mass det. time= 34.1 min ( 778.5 - 744.4 )
Volume
Invert
Avail.Storage
Storage Description
#1A
4,022.00'
576 cf
8.00'W x 95.00'L x 2.54'H Field A
1,932 cf Overall - 493 cf Embedded = 1,439 cf x 40.0% Voids
#2A
4,022.50'
493 cf
Cultec R-150XLHD x 18 Inside #1
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
#313
4,022.00'
1,614 cf
17.75'W x 125.75'L x 2.54'H Field B
5,673 cf Overall - 1,639 cf Embedded = 4,034 cf x 40.0% Voids
#413
4,022.50'
1,639 cf
Cultec R-150XLHD x 60 Inside #3
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
#5C
4,022.00'
438 cf
4.75'W x 115.50'L x 2.54'H Field C
1,394 cf Overall - 301 cf Embedded = 1,094 cf x 40.0% Voids
#6C
4,022.50'
301 cf
Cultec R-150XLHD x 11 Inside #5
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
#7
4,022.50'
8 cf
12.0" Round 37 LF 12" HDPE
L= 10.0' S= 0.0050 T
#8
4,022.53'
47 cf
4.00'D x 3.76'H J131
#9
4,022.63'
76 cf
18.0" Round 43 LF 18" HDPE
L= 43.0' S= 0.0050 T
#10
4,022.86'
42 cf
4.00'D x 3.34'H G12
#11
4,022.96'
138 cf
18.0" Round 78 LF 18" HDPE
L= 78.0' S= 0.0050 T
#12
4,023.37'
35 cf
4.00'D x 2.75'H G11
#13
4,022.69'
33 cf
4.00'D x 2.63'H G14
#14
4,022.79'
70 cf
15.0" Round 57 LF 15" HDPE
L= 57.0' S= 0.0050 T
#15
4,023.10'
33 cf
4.00'D x 2.59'H G13
#16
4,022.56'
32 cf
4.00'D x 2.58'H J132
#17
4,022.56'
40 cf
15.0" Round 33 LF 15" HDPE
L= 33.0' S= 0.0050 T
#18
4,022.75'
33 cf
4.00'D x 2.62'H G15
5,646 cf
Total Available Storage
Storage Group A created with Chamber Wizard
65

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 31
Storage Group B created with Chamber Wizard
Storage Group C created with Chamber Wizard
Device
Routing
Invert
Outlet Devices
#1
Primary
4,021.90'
18.0" Round Culvert L= 4.0' Ke= 0.500
Inlet / Outlet Invert= 4,021.90' / 4,021.75' S= 0.0375 '/' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2
Device 1
4,022.00'
6.0" W x 6.0" H Vert. Orifice C= 0.600
#3
Device 1
4,023.50'
1.5' long Weir 2 End Contraction(s) 1.0' Crest Height
#4
Device 1
4,024.50'
5.0' long Top of Wall 2 End Contraction(s)
Primary OutFlow Max=1.83 cfs @ 12.24 hrs HW=4,023.69' (Free Discharge)
L =Culvert (Passes 1.83 cfs of 8.29 cfs potential flow)
2=Orifice (Orifice Controls 1.44 cfs @ 5.76 fps)
3=Weir (Weir Controls 0.39 cfs @ 1.44 fps)
4=Top of Wall ( Controls 0.00 cfs)
66

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 32
Pond 150XLHD: Cultec detention system - Chamber Wizard Field A
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
9 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 =
95.00' Base Length
2 Rows x 33.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 8.00' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
18 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 2 Rows = 492.7 cf Chamber Storage
1,931.7 cf Field - 492.7 cf Chambers = 1,439.0 cf Stone x 40.0% Voids = 575.6 cf Stone Storage
Chamber Storage + Stone Storage = 1,068.3 cf = 0.025 of
Overall Storage Efficiency = 55.3%
Overall System Size = 95.00' x 8.00' x 2.54'
18 Chambers
71.5 cy Field
53.3 cy Stone
67

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 33
Pond 150XLHD: Cultec detention system - Chamber Wizard Field B
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
12 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 123.75' Row Length +12.0" End Stone x 2 =
125.75' Base Length
5 Rows x 33.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 17.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
60 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 5 Rows = 1,639.1 cf Chamber Storage
5,673.2 cf Field - 1,639.1 cf Chambers = 4,034.1 cf Stone x 40.0% Voids = 1,613.6 cf Stone Storage
Chamber Storage + Stone Storage = 3,252.7 cf = 0.075 of
Overall Storage Efficiency = 57.3%
Overall System Size = 125.75' x 17.75' x 2.54'
60 Chambers
210.1 cy Field
149.4 cy Stone
00000
68

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 34
Pond 150XLHD: Cultec detention system - Chamber Wizard Field C
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
11 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 113.50' Row Length +12.0" End Stone x 2 =
115.50' Base Length
1 Rows x 33.0" Wide + 12.0" Side Stone x 2 = 4.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
11 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 1 Rows = 300.7 cf Chamber Storage
1,394.4 cf Field - 300.7 cf Chambers = 1,093.8 cf Stone x 40.0% Voids = 437.5 cf Stone Storage
Chamber Storage + Stone Storage = 738.2 cf = 0.017 of
Overall Storage Efficiency = 52.9%
Overall System Size = 115.50' x 4.75' x 2.54'
11 Chambers
51.6 cy Field
40.5 cy Stone
1-1
69

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system
Hydrograph
5.69 cfs
TI T IT IT T
5
ILITI III
4
3 3
0
2 1.83 cfs
1 I l i t
0 1 2 3 4 5 6
10 11 12 13 14 15 16 17 18
Time (hours)
21 22 23 24 25 26 27 28 29 30
Inflow
❑ Primary
70

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 5-yr Rainfall= 7.13 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 36
Summary for Link POST: Postconstruction Site Discharge
Inflow Area = 168,784 sf, 27.62% Impervious, Inflow Depth = 2.94" for 5-yr event
Inflow = 9.14 cfs @ 12.04 hrs, Volume= 41,354 cf
Primary = 9.14 cfs @ 12.04 hrs, Volume= 41,354 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link POST: Postconstruction Site Discharge
Hydrograph
1 o —t 9.14 cfs
9 TI T I T IT
7
IIIIII
w
6
3 5
0
LL
3 LIII I
2 ILA
1
` �1� ❑ Inflow
6W Aee�y168' / �4 sf El Primary
1111 �
IT 17 TI T IT IT IT T
IIIIIIIIIIII
IIIIIIIIIIII
IIIIIIIIIIII
IIIIIIIIIII
1 U LI LIT
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
71

POSTCONSTRUCTION SITE CALCULATIONS
10-YEAR STORM EVENT
72

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 1 S: Roof
Runoff = 2.04 cfs @ 12.02 hrs, Volume= 6,196 cf, Depth= 7.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN Description
9,352 98
9,352 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 70 0.0417 2.31 Sheet Flow,
Smooth surfaces n= 0.011 P2= 5.79"
0.5 70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 1S: Roof
Hydrograph
I I
2.04 cfs
2 + I� 1 I I I IT�e-li 24-hi
joLyi• Oza 1411�41191h
ROnbff AOeOiO9,3521 sf
Ruggffl Vlollugn�76,11 P61 cf
L I _L 1 _�n?j 4elp�hT7I_ 5,1�
Flow een h=
11 1 1 1 1 fib eL�g�4�17I
II �
� I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
73

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 2EX: Offsite
Runoff = 2.90 cfs @ 12.05 hrs, Volume= 9,691 cf, Depth= 1.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
LO
3
0
LL
3
2
1
Subcatchment 2EX: Offsite
Hydrograph
2.90 cfs I I
I I I I ITYpeI II+ 24-1hi
I � "
'� 0 y� Rainfall 8�.19
I I I I 1 1 1 I RluiholffiAreat71,1247I sf
RUggff volurnp�%,6�1 I Cf
Runoff ulnoff Dep�h�11. 3'I
Flow Len th=2 0'
p
T�C�2 � 11 rri i r�
DN'43
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
74

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 2S: Delivery/Dumpster Area
Runoff = 0.69 cfs @ 12.02 hrs, Volume= 2,082 cf, Depth= 7.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN Description
3,142 98
3,142 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 124 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.8 124 Total, Increased to minimum Tc = 1.2 min
Subcatchment 2S: Delivery/Dumpster Area
Hydrograph
0.75
0.7
L
I
�
_ 0.69 cfs
L
-L-L -[ Tied I-
0.65
t 1
t
1--t l
I—
fi110�% a �f 11� 119
06
0.55
1 �
�- 1
Ri nbbffAJrie4 Z.11421 sf
T
�
-
�
PI"l, I'�I-- - ((fj-�'-- rrt� - ,,9#21cf
45
—u
Sul
R,pT7��
0.35
.2
-
LI w
O 1
t I
t- -t I 1 file jZ4� 16
0.2
.2
0.15
L 1
I
Li
1 L1
U
L_1
L I I I-L L_I LCN7-9-8
0.1
n nr
1—�
+
_
+
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
75

Highlands Postconstruction w smaller Chambers2 Type /// 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 3S: North Parking/Driveway
Runoff = 1.25 cfs @ 12.02 hrs, Volume= 3,780 cf, Depth= 7.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN Description
5,705 98
5,705 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 127 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.7 127 Total, Increased to minimum Tc = 1.2 min
Subcatchment 3S: North Parking/Driveway
Hydrograph
1.25 cfs
T��e II+ 24-hi
i oLyi• lka 1411�4119'h
1 I ROnbff AOeOiO5j051 sf
Ruggffl Vlollugn�73,17g01 cf
RI u�IowLen
npf 4elp h77.9j5'I�
h=127
�.b2bb �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
76

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 4S: East Driveway Aisle
Runoff = 0.67 cfs @ 12.02 hrs, Volume= 2,039 cf, Depth= 7.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN Description
3,077 98
3,077 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 108 0.0090 1.93 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.9 108 Total, Increased to minimum Tc = 1.2 min
Subcatchment 4S: East Driveway Aisle
Hydrograph
❑Runoff
0.7
o.6cfs
0.65 7 �T�p e�
0.55 �- 1 14 1 1 4 1 � H ft "fff-Aillei�-Ia,107-71 sf
0.4- qep�h77 5
LL 0.35 — — NOW Lenqth: 1%� 8!
0.25 0.2 fi I T I rt fi rt 1 rt fT6� 1z�ir�
0.2
0.1
'7 I __I r r--I
n nx
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
77

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 5S: Front Parking Area to G12
Runoff = 0.79 cfs @ 12.02 hrs, Volume= 2,395 cf, Depth= 7.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
3,615 98
3,615 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.4 70 0.0170 2.65 Shallow Concentrated Flow,
Paved Kv= 20.3 fDs
0.4 70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 5S: Front Parking Area to G12
Hydrograph
+
+
1--4
+ 1 —4
❑Runoff
0.85
0.8
L I
I
I
0.79
I
cfs
L1
L-L 1�T 24Ih>
0.7
T 1
T
17 1
1 F I
-T
T I
elh�
T110Ty%:kaillrllf":61k11!Y�
0.65
t 1
t
1 rt 1
1 t-1 1
�- 1
RO nbfff-p►Out 161-51 sf
0.6
0.55
+
I
P9rh PTVPIMrpf =1z1�1'0,51 Cf
w 0.5
a 0.45
—
�Ypj�
0.4
U.
0.35
1 /���� Q / A
Wr -LVngW
1-IIIJJJ tid
j j� f
0.3
0.25
V VVV
����777 VVVV
IT6=� 12-1rril ui
0.2
0.15
T I
T
1-T
1 1-1
fi
11
r-I
T T 1 I r1 1c Nr-"
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
78

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 6S: Front Parking Area to Gil
Runoff = 1.14 cfs @ 12.03 hrs, Volume= 3,310 cf, Depth= 6.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
1,138
60 Avg. of Woods/grass & Newly graded, HSG A
4,543
98
5,681
90 Weighted Average
1,138
20.03% Pervious Area
4,543
79.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.7
21
0.2500
0.21
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 5.79"
0.5
51
0.0080
1.82
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
2.2
72
Total
N
3
LL
Subcatchment 6S: Front Parking Area to Gil
1 [�-1 t l t l--� h t
Hydrograph
2� 1 Typel Ili 24-h%
t I tiOOLyr Rai nfal1�4.119'I'
ROnbff Ate&�5,16611 sf
Ruggffl Viol,um�73,13101 cf
Rulnoff Qeip�h7f-9;9'
Flow Length=72'
Tc-12 ni i 6
t'N=19b
Illlllli
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
79

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 7S: Septic Area
Runoff = 0.95 cfs @ 12.03 hrs, Volume= 2,939 cf, Depth= 1.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
2,401 60 Avg. of Woods/Grass & Newly graded, HSG A
16,794 43 Woods/grass comb., Fair, HSG A
19,195 45 Weighted Average
19,195 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 230 0.0730 4.05 Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
0.9 230 Total, Increased to minimum Tc = 1.2 min
Subcatchment 7S: Septic Area
Hydrograph
0.95 cfs l��I
'TYpeI II+ 24!hi•
JOLyr Rain6ll- 8.119'I'
RIu hdff Area=19,1951 sf
RuggfflVollume72,19�91 cf
Ruln? j Pe,p�h7l,. 4'I�
LL Flow Length=2 0
Slope=0.0730 T
"T'c�1 L21 mirk
1 I I CN=145
Time (hours)
❑ Runoff
80

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 8S: NW Wetland Area
Runoff = 1.76 cfs @ 12.05 hrs, Volume= 4,925 cf, Depth= 3.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
331 60 Avg. of Woods/Grass & Newly Graded, HSG A
2,664 83 Avg. of Woods/Grass & Newly Graded, HSG C
8,086 43 Woods/grass comb., Fair, HSG A
5,379 76 Woods/grass comb., Fair, HSG C
16,460 61 Weighted Average
16,460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 226 0.0070 1.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 8S: NW Wetland Area
Hydrograph
1.76 cfs l��I
I I I I ITYpeI II+ 24!hir
I JOLyi• 061411�41I9111
RluhdfflAlrOa�--116,I460I sf
Ruggffl Vollugnp=4,9?51 cf
0RT1r
�e,plh= ' YI,
- Flow Len th=2�6
LL
�1b�eL0.00�d
T6=631.01 nil16
I CN=I61
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
81

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 9S: Cherrywood Dr/Driveway
Runoff = 3.37 cfs @ 12.03 hrs, Volume= 9,243 cf, Depth= 6.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
2,293
60
Avg. of Woods/Grass & Newly Graded, HSG A
4,911
83
Avg. of Woods/Grass & Newly Graded, HSG C
4,885
98
6,273
76
Woods/grass comb., Fair, HSG C
18,362
82
Weighted Average
13,477
73.40% Pervious Area
4,885
26.60% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
2.0 256 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 9S: Cherrywood Dr/Driveway
Hydrograph
3
3
2
LL
IIIIIIIII
TT T T T
i i I I � Runoff
3.37 cfs
ITY eI II+ 241hi
T M T I T -OLyi• h"i fill1�= 9'1'
Rluihdffl AlrOa$118,13621 sf
Ruggffl VlolluT�79,I2431 cf
Rulnoff Delpth=C.04'I
Flow Length=256'
§160eL0.0260 'i'
+ T 1 - T640tn irk
1 1 CND=182
o
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
82

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 10S: Cashiers Rd. R.O.W.
Runoff = 1.81 cfs @ 12.03 hrs, Volume= 4,868 cf, Depth= 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-yr Rainfall=8.19"
Area (sf) CN DescriDtion
5,907 60 Avg. of Woods/Grass & Newly Graded, HSG A
4,208 98
2,833 43 Woods/grass comb., Fair, HSG A
12,948 69 Weighted Average
8,740 67.50% Pervious Area
4,208 32.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 383 0.0430 3.11 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 10S: Cashiers Rd. R.O.W.
Hydrograph
2 T— I t
1.81 cfs l��I
I I I I ITYpeI II+ 24!hir
1 1 1 I I 'COLy i• 061411�41I9111
RluhdfflAlrOa�--112,1948I sf
l l Ruggffl Vollugnp=4,8g81 cf
0R7?j
1 �elpth=4. 'I,.2 ow Length=3 3
�1b�eL0.041d'�'
T6=621.1 ni i 6
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
83

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 48
Summary for Pond 150XLHD: Cultec detention system
Inflow Area =
30,572 sf,
96.28% Impervious,
Inflow Depth = 7.77" for 10-yr event
Inflow =
6.55 cfs @
12.02 hrs, Volume=
19,801 cf
Outflow =
2.56 cfs @
12.15 hrs, Volume=
19,800 cf, Atten= 61 %, Lag= 8.0 min
Primary =
2.56 cfs @
12.15 hrs, Volume=
19,800 cf
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 4,023.86' @ 12.15 hrs Surf.Area= 3,873 sf Storage= 4,382 cf
Plug -Flow detention time= 32.8 min calculated for 19,800 cf (100% of inflow)
Center -of -Mass det. time= 32.7 min ( 775.1 - 742.4 )
Volume
Invert
Avail.Storage
Storage Description
#1A
4,022.00'
576 cf
8.00'W x 95.00'L x 2.54'H Field A
1,932 cf Overall - 493 cf Embedded = 1,439 cf x 40.0% Voids
#2A
4,022.50'
493 cf
Cultec R-150XLHD x 18 Inside #1
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
#313
4,022.00'
1,614 cf
17.75'W x 125.75'L x 2.54'H Field B
5,673 cf Overall - 1,639 cf Embedded = 4,034 cf x 40.0% Voids
#413
4,022.50'
1,639 cf
Cultec R-150XLHD x 60 Inside #3
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
#5C
4,022.00'
438 cf
4.75'W x 115.50'L x 2.54'H Field C
1,394 cf Overall - 301 cf Embedded = 1,094 cf x 40.0% Voids
#6C
4,022.50'
301 cf
Cultec R-150XLHD x 11 Inside #5
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
#7
4,022.50'
8 cf
12.0" Round 37 LF 12" HDPE
L= 10.0' S= 0.0050 T
#8
4,022.53'
47 cf
4.00'D x 3.76'H J131
#9
4,022.63'
76 cf
18.0" Round 43 LF 18" HDPE
L= 43.0' S= 0.0050 T
#10
4,022.86'
42 cf
4.00'D x 3.34'H G12
#11
4,022.96'
138 cf
18.0" Round 78 LF 18" HDPE
L= 78.0' S= 0.0050 T
#12
4,023.37'
35 cf
4.00'D x 2.75'H G11
#13
4,022.69'
33 cf
4.00'D x 2.63'H G14
#14
4,022.79'
70 cf
15.0" Round 57 LF 15" HDPE
L= 57.0' S= 0.0050 T
#15
4,023.10'
33 cf
4.00'D x 2.59'H G13
#16
4,022.56'
32 cf
4.00'D x 2.58'H J132
#17
4,022.56'
40 cf
15.0" Round 33 LF 15" HDPE
L= 33.0' S= 0.0050 T
#18
4,022.75'
33 cf
4.00'D x 2.62'H G15
5,646 cf
Total Available Storage
Storage Group A created with Chamber Wizard
84

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 49
Storage Group B created with Chamber Wizard
Storage Group C created with Chamber Wizard
Device
Routing
Invert
Outlet Devices
#1
Primary
4,021.90'
18.0" Round Culvert L= 4.0' Ke= 0.500
Inlet / Outlet Invert= 4,021.90' / 4,021.75' S= 0.0375 '/' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2
Device 1
4,022.00'
6.0" W x 6.0" H Vert. Orifice C= 0.600
#3
Device 1
4,023.50'
1.5' long Weir 2 End Contraction(s) 1.0' Crest Height
#4
Device 1
4,024.50'
5.0' long Top of Wall 2 End Contraction(s)
Primary OutFlow Max=2.56 cfs @ 12.15 hrs HW=4,023.86' (Free Discharge)
L =Culvert (Passes 2.56 cfs of 9.04 cfs potential flow)
2=Orifice (Orifice Controls 1.52 cfs @ 6.10 fps)
3=Weir (Weir Controls 1.04 cfs @ 2.04 fps)
4=Top of Wall ( Controls 0.00 cfs)
85

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 50
Pond 150XLHD: Cultec detention system - Chamber Wizard Field A
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
9 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 =
95.00' Base Length
2 Rows x 33.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 8.00' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
18 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 2 Rows = 492.7 cf Chamber Storage
1,931.7 cf Field - 492.7 cf Chambers = 1,439.0 cf Stone x 40.0% Voids = 575.6 cf Stone Storage
Chamber Storage + Stone Storage = 1,068.3 cf = 0.025 of
Overall Storage Efficiency = 55.3%
Overall System Size = 95.00' x 8.00' x 2.54'
18 Chambers
71.5 cy Field
53.3 cy Stone
86

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system - Chamber Wizard Field B
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
12 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 123.75' Row Length +12.0" End Stone x 2 =
125.75' Base Length
5 Rows x 33.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 17.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
60 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 5 Rows = 1,639.1 cf Chamber Storage
5,673.2 cf Field - 1,639.1 cf Chambers = 4,034.1 cf Stone x 40.0% Voids = 1,613.6 cf Stone Storage
Chamber Storage + Stone Storage = 3,252.7 cf = 0.075 of
Overall Storage Efficiency = 57.3%
Overall System Size = 125.75' x 17.75' x 2.54'
60 Chambers
210.1 cy Field
149.4 cy Stone
00000
87

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 52
Pond 150XLHD: Cultec detention system - Chamber Wizard Field C
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
11 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 113.50' Row Length +12.0" End Stone x 2 =
115.50' Base Length
1 Rows x 33.0" Wide + 12.0" Side Stone x 2 = 4.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
11 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 1 Rows = 300.7 cf Chamber Storage
1,394.4 cf Field - 300.7 cf Chambers = 1,093.8 cf Stone x 40.0% Voids = 437.5 cf Stone Storage
Chamber Storage + Stone Storage = 738.2 cf = 0.017 of
Overall Storage Efficiency = 52.9%
Overall System Size = 115.50' x 4.75' x 2.54'
11 Chambers
51.6 cy Field
40.5 cy Stone
1-1
88

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system
Hydrograph
6.55 cfs L
7 �a�fl�o-�ry Q►re�a-�,�-71--s�
6 I I I I I I I IPie k1 bi6v=0, 3.66�
5 Sf oir ge 08j2 6t
I-
4 1L I.ILILLILILILILI_
3
0
3 2.56 cfs
2 IIIIIIIII IIIIIIIIIIIII
-I_7 F-I T-ILILI7 I-
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Time (hours)
23 24 25 26 27 28 29 30
Inflow
❑ Primary
89

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 10-yr Rainfall=8.19"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Link POST: Postconstruction Site Discharge
Inflow Area = 168,784 sf, 27.62% Impervious, Inflow Depth = 3.66" for 10-yr event
Inflow = 12.14 cfs @ 12.04 hrs, Volume= 51,466 cf
Primary = 12.14 cfs @ 12.04 hrs, Volume= 51,466 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
a
U
3
0
LL
Link POST: Postconstruction Site Discharge
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
Inflow
❑ Primary
s:

POSTCONSTRUCTION SITE CALCULATIONS
25-YEAR STORM EVENT
91

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 1 S: Roof
Runoff = 2.42 cfs @ 12.02 hrs, Volume= 7,356 cf, Depth= 9.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN Description
9,352 98
9,352 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 70 0.0417 2.31 Sheet Flow,
Smooth surfaces n= 0.011 P2= 5.79"
0.5
0
70 Total, Increased to minimum Tc = 1.2 min
t I I—t I--
Subcatchment 1S: Roof
Hydrograph
2.42 cfs
1 Tyi�e1 III 24-hi
110 nbff AOeOiO9,13521 sf
Ruggffl Vlolluln�77,13�61 cf
IIII I I Ri ulnp �.e,p�h7�- 4'FI
ogth 0,
fit rt I� w en �Ib eL'64 '1'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
92

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment 2EX: Offsite
Runoff = 4.77 cfs @ 12.04 hrs, Volume= 14,461 cf, Depth= 2.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
Hydrograph
IIIIIIIIIII' I III III
5 4.77 cfs
I 1 ley 1pe III �4 h%
4 -t L -t L I I I2$_yr]R�Wall=d.68-�'
R4npff 4rpa�=71 j2471 sf
-4 H 4R1un�off�VQl�rn�e7-�4�4�11 cl
w 3 Runoff Depth=2.44"
o f IIII 1 1 1 IFiow L�nJ tkl266'
2 l fi l rt l IS14-6.1Odd 11'
1 1 1 Tc7g-1 mirk
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
■ Runoff
93

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 2S: Delivery/Dumpster Area
Runoff = 0.81 cfs @ 12.02 hrs, Volume= 2,472 cf, Depth= 9.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN Description
3,142 98
3,142 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 124 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.8 124 Total, Increased to minimum Tc = 1.2 min
Subcatchment 2S: Delivery/Dumpster Area
Hydrograph
0.9
fiITI
1111
1111
111 1�-1T
0.85
os
tITI�
0.81
cfs
�I
t tI�
T e�Ii iA 1h
°o7
I�
�I
—
0.65
- 1
+
14
4
I--]
H�Jffnf
bbfff-Aille�=-a,{1�421 Sf
0.6 0.55
1
T
1
�l �P-�- -�TP 'I -"
0.5
0 045
Li
T
1-
�
I�
LI
L Ip r_'�
-
LL 0.35
T 1
T
1
I 1
TI
1- w L n h=124
T T eL,
0.3
0.25
T
I
I
I—
-I
- — - ��� 12 r�j6
02
1 fi 1
T
I�
1-1
r- 1
-r T 1 rt r1 �N--"
0.15
0.1
/
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
94

Highlands Postconstruction w smaller Chambers2 Type /// 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment 3S: North Parking/Driveway
Runoff = 1.48 cfs @ 12.02 hrs, Volume= 4,488 cf, Depth= 9.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN Description
5,705 98
5,705 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 127 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.7 127 Total, Increased to minimum Tc = 1.2 min
Subcatchment 3S: North Parking/Driveway
Hydrograph
1.48 cfs
Tyi�e1Ili 24-hi
�5Lyi•
110nbff A te�iO5,17Q51 sf
1Iu�QVl�lue7-4,181C
IIII 1 Ri uln?j 4e,p�h7�.4'I;
Flow Len h=1�7
IIII 1 I I I �Ib eL�.b2bb'�'
� I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
95

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 4S: East Driveway Aisle
Runoff = 0.80 cfs @ 12.02 hrs, Volume= 2,420 cf, Depth= 9.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN Description
3,077 98
3,077 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 108 0.0090 1.93 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.9 108 Total, Increased to minimum Tc = 1.2 min
Subcatchment 4S: East Driveway Aisle
Hydrograph
0.85
0.80 cfs
°.75
o;
fi l
rt
l
11 rt
I�
�I5y%afa�ll�6�
0.65
t 1
t
1--�
l 1 1
�- 1R-0
nbff -AOe--a,107-71 sf
0.6
0.55
- 1
+
14
H 1 4
PW1 PTVOUTJ° ?WOO Cf
0.45
14-
0.35
L I
I-i
L
L 1
L 1 I
0.3
0.25
IT6:�-1 ii rril ui
0.2
0.15
fi 1
T
-r rt I I I 1�-c Nf-"
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
96

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 5S: Front Parking Area to G12
Runoff = 0.93 cfs @ 12.02 hrs, Volume= 2,844 cf, Depth= 9.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN Description
3,615 98
3,615 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.4 70 0.0170 2.65 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.4 70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 5S: Front Parking Area to G12
Hydrograph
— �-
1 0.93 cfs
I I I I I Tyi�e1Ili 24-hi
I �5Lyi•
110 nbff Me0103,16151 sf
R u gaff l Vlollu ln�72,18441 c f
IIII 1 Ri uln?j �.e,p�h7�4'LL FI w en h� ,
�b�edd d�
� I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
97

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 6S: Front Parking Area to Gil
Runoff = 1.37 cfs @ 12.03 hrs, Volume= 4,007 cf, Depth= 8.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN DescriDtion
1,138
60 Avg. of Woods/grass & Newly graded, HSG A
4,543
98
5,681
90 Weighted Average
1,138
20.03% Pervious Area
4,543
79.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.7
21
0.2500
0.21
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 5.79"
0.5
51
0.0080
1.82
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
2.2
72
Total
Subcatchment 6S: Front Parking Area to Gil
Hydrograph
1.37 cfs
Type1 III 24-hr
l l l l �5Lyr Rainfall=9.68"
—I I -ROnbff Ate&�5,16-81IV
u Iff Volum 4 0 7 II III I I I I�mQ I � � ����IQI c f
Runoff Qeip�h�A,6'i,
LL Flow Length=72
t'N=19b
I' Illlllli
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
98

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 7S: Septic Area
Runoff = 1.51 cfs @ 12.02 hrs, Volume= 4,304 cf, Depth= 2.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN DescriDtion
2,401 60 Avg. of Woods/Grass & Newly graded, HSG A
16,794 43 Woods/grass comb., Fair, HSG A
19,195 45 Weighted Average
19,195 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 230 0.0730 4.05 Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
0.9 230 Total, Increased to minimum Tc = 1.2 min
1
in
LL
Subcatchment 7S: Septic Area
Hydrograph
1.51 cfs
'TeeIlli 241hi•
�5Lyr Rain611§.68'I'
RluhdfflArea=19,195, sf
�upgffj Vloilume74,1394j cf
l l Ruln? j Pe,p�h7?. 9'I'
Flow Length=2 0
Slope=0.0730 T
Time (hours)
❑ Runoff
99

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 8S: NW Wetland Area
Runoff = 2.35 cfs @ 12.05 hrs, Volume= 6,544 cf, Depth= 4.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN DescriDtion
331 60 Avg. of Woods/Grass & Newly Graded, HSG A
2,664 83 Avg. of Woods/Grass & Newly Graded, HSG C
8,086 43 Woods/grass comb., Fair, HSG A
5,379 76 Woods/grass comb., Fair, HSG C
16,460 61 Weighted Average
16,460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 226 0.0070 1.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 8S: NW Wetland Area
Hydrograph
1
� I-
3
0
LL 1 IT I_ T
❑ Runoff
ITYpeI II+ 24!hir
1 �5�y% litaii-rif�]1l 461-wv
RluhdfflAlrOa�116,14601 sf
RuggfflVolium p=6,5441 cf
Runoff Depth=4.7I7'I
Flow Length=226'
T T IT �loeLo.od �
T6=6314 nil16
I I CN=161
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
100

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 9S: Cherrywood Dr/Driveway
Runoff = 4.12 cfs @ 12.03 hrs, Volume= 11,426 cf, Depth= 7.47"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN DescriDtion
2,293
60
Avg. of Woods/Grass & Newly Graded, HSG A
4,911
83
Avg. of Woods/Grass & Newly Graded, HSG C
4,885
98
6,273
76
Woods/grass comb., Fair, HSG C
18,362
82
Weighted Average
13,477
73.40% Pervious Area
4,885
26.60% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.0 256 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 9S: Cherrywood Dr/Driveway
Hydrograph
4.12 cfs
4 Type III 24-hr
12$-err Rainfall=9.68"
- I -Rpnpff Area��t8,3621-Sf
3 RMni Q�
off V I m- 1 4 c
I IIe�� ��6I
Runoff Depth=7.47"
3 Flow ength=256'
2 �I
Slope=6.0200 T
o
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
101

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment 10S: Cashiers Rd. R.O.W.
Runoff = 2.33 cfs @ 12.03 hrs, Volume= 6,268 cf, Depth= 5.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-yr Rainfall=9.68"
Area (sf) CN DescriDtion
5,907 60 Avg. of Woods/Grass & Newly Graded, HSG A
4,208 98
2,833 43 Woods/grass comb., Fair, HSG A
12,948 69 Weighted Average
8,740 67.50% Pervious Area
4,208 32.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 383 0.0430 3.11 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 10S: Cashiers Rd. R.O.W.
Hydrograph
2.33 cfs l��I
ITYpeI Ili 24=hir
�I 2 -4 H
7
RluhdfflAlrOa�112,1948I sf
RuggfflVolium p=6,2g8i cf
1 Run
off Depth=5.81"
LL Length=3831'
1 -t �1o�eL0.041d')'
T6=621.1 ni i 6
CPI=I69
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
102

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 66
Summary for Pond 150XLHD: Cultec detention system
Inflow Area =
30,572 sf,
96.28% Impervious,
Inflow Depth = 9.26" for 25-yr event
Inflow =
7.76 cfs @
12.02 hrs, Volume=
23,586 cf
Outflow =
4.10 cfs @
12.10 hrs, Volume=
23,585 cf, Atten= 47%, Lag= 5.1 min
Primary =
4.10 cfs @
12.10 hrs, Volume=
23,585 cf
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 4,024.14' @ 12.10 hrs Surf.Area= 3,792 sf Storage= 4,883 cf
Plug -Flow detention time= 30.9 min calculated for 23,585 cf (100% of inflow)
Center -of -Mass det. time= 30.9 min ( 770.9 - 740.1 )
Volume
Invert
Avail.Storage
Storage Description
#1A
4,022.00'
576 cf
8.00'W x 95.00'L x 2.54'H Field A
1,932 cf Overall - 493 cf Embedded = 1,439 cf x 40.0% Voids
#2A
4,022.50'
493 cf
Cultec R-150XLHD x 18 Inside #1
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
#313
4,022.00'
1,614 cf
17.75'W x 125.75'L x 2.54'H Field B
5,673 cf Overall - 1,639 cf Embedded = 4,034 cf x 40.0% Voids
#413
4,022.50'
1,639 cf
Cultec R-150XLHD x 60 Inside #3
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
#5C
4,022.00'
438 cf
4.75'W x 115.50'L x 2.54'H Field C
1,394 cf Overall - 301 cf Embedded = 1,094 cf x 40.0% Voids
#6C
4,022.50'
301 cf
Cultec R-150XLHD x 11 Inside #5
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
#7
4,022.50'
8 cf
12.0" Round 37 LF 12" HDPE
L= 10.0' S= 0.0050 T
#8
4,022.53'
47 cf
4.00'D x 3.76'H J131
#9
4,022.63'
76 cf
18.0" Round 43 LF 18" HDPE
L= 43.0' S= 0.0050 T
#10
4,022.86'
42 cf
4.00'D x 3.34'H G12
#11
4,022.96'
138 cf
18.0" Round 78 LF 18" HDPE
L= 78.0' S= 0.0050 T
#12
4,023.37'
35 cf
4.00'D x 2.75'H G11
#13
4,022.69'
33 cf
4.00'D x 2.63'H G14
#14
4,022.79'
70 cf
15.0" Round 57 LF 15" HDPE
L= 57.0' S= 0.0050 T
#15
4,023.10'
33 cf
4.00'D x 2.59'H G13
#16
4,022.56'
32 cf
4.00'D x 2.58'H J132
#17
4,022.56'
40 cf
15.0" Round 33 LF 15" HDPE
L= 33.0' S= 0.0050 T
#18
4,022.75'
33 cf
4.00'D x 2.62'H G15
5,646 cf
Total Available Storage
Storage Group A created with Chamber Wizard
103

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Storage Group B created with Chamber Wizard
Storage Group C created with Chamber Wizard
Device
Routing
Invert
Outlet Devices
#1
Primary
4,021.90'
18.0" Round Culvert L= 4.0' Ke= 0.500
Inlet / Outlet Invert= 4,021.90' / 4,021.75' S= 0.0375 '/' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2
Device 1
4,022.00'
6.0" W x 6.0" H Vert. Orifice C= 0.600
#3
Device 1
4,023.50'
1.5' long Weir 2 End Contraction(s) 1.0' Crest Height
#4
Device 1
4,024.50'
5.0' long Top of Wall 2 End Contraction(s)
Primary OutFlow Max=4.10 cfs @ 12.10 hrs HW=4,024.13' (Free Discharge)
L =Culvert (Passes 4.10 cfs of 10.37 cfs potential flow)
2=Orifice (Orifice Controls 1.65 cfs @ 6.60 fps)
3=Weir (Weir Controls 2.44 cfs @ 2.81 fps)
4=Top of Wall ( Controls 0.00 cfs)
104

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system - Chamber Wizard Field A
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
9 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 =
95.00' Base Length
2 Rows x 33.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 8.00' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
18 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 2 Rows = 492.7 cf Chamber Storage
1,931.7 cf Field - 492.7 cf Chambers = 1,439.0 cf Stone x 40.0% Voids = 575.6 cf Stone Storage
Chamber Storage + Stone Storage = 1,068.3 cf = 0.025 of
Overall Storage Efficiency = 55.3%
Overall System Size = 95.00' x 8.00' x 2.54'
18 Chambers
71.5 cy Field
53.3 cy Stone
105

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system - Chamber Wizard Field B
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
12 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 123.75' Row Length +12.0" End Stone x 2 =
125.75' Base Length
5 Rows x 33.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 17.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
60 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 5 Rows = 1,639.1 cf Chamber Storage
5,673.2 cf Field - 1,639.1 cf Chambers = 4,034.1 cf Stone x 40.0% Voids = 1,613.6 cf Stone Storage
Chamber Storage + Stone Storage = 3,252.7 cf = 0.075 of
Overall Storage Efficiency = 57.3%
Overall System Size = 125.75' x 17.75' x 2.54'
60 Chambers
210.1 cy Field
149.4 cy Stone
00000
106

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 70
Pond 150XLHD: Cultec detention system - Chamber Wizard Field C
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
11 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 113.50' Row Length +12.0" End Stone x 2 =
115.50' Base Length
1 Rows x 33.0" Wide + 12.0" Side Stone x 2 = 4.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
11 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 1 Rows = 300.7 cf Chamber Storage
1,394.4 cf Field - 300.7 cf Chambers = 1,093.8 cf Stone x 40.0% Voids = 437.5 cf Stone Storage
Chamber Storage + Stone Storage = 738.2 cf = 0.017 of
Overall Storage Efficiency = 52.9%
Overall System Size = 115.50' x 4.75' x 2.54'
11 Chambers
51.6 cy Field
40.5 cy Stone
1-1
107

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I I I
7.76 cfs 1
7 IIIIIIIIIII
IIIIIIIIII�
6
IIIIIIII
5
I TITIT 174.10cfs
0 4-
3
v.I fil�lrtl
6
0 1 2 3 4 5
I Itift W1 IA%6aL30,672Isf
IPie kl bi6v=4,b�4.44�
I I Sfoir g6:�4,W 6t
IIIIIIIIIIIIIII
I7F-ITITITI7
�It1- --1 ---1 tIt
-I + I-+ I-i --I -1--I +I +
10 11 12 13 14 15 16 17 18
Time (hours)
21 22 23 24 25 26 27 28 29 30
Inflow
❑ Primary
108

Highlands Postconstruction w smaller Chambers2 Type/1/ 24-hr 25-yr Rainfall=9.68"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Link POST: Postconstruction Site Discharge
Inflow Area = 168,784 sf, 27.62% Impervious, Inflow Depth = 4.73" for 25-yr event
Inflow = 17.58 cfs @ 12.05 hrs, Volume= 66,588 cf
Primary = 17.58 cfs @ 12.05 hrs, Volume= 66,588 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link POST: Postconstruction Site Discharge
Hydrograph
j
❑ Inflow
[1 Primary
14
`n�li� �e�1���81�s�
I-f I
I �I
J- I+
I-f
H
�I
t I t
I�
I�
�Irt
I� II
�I
filrt
I�
I�
�
Z I 1
0 1
I D
ZII
1�
❑
L
LI
-1 1
I L1
L1
IA
L
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
109

POSTCONSTRUCTION SITE CALCULATIONS
50-YEAR STORM EVENT
i`n

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 73
Summary for Subcatchment 1 S: Roof
Runoff = 2.72 cfs @ 12.02 hrs, Volume= 8,307 cf, Depth=10.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN Description
9,352 98
9,352 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 70 0.0417 2.31 Sheet Flow,
Smooth surfaces n= 0.011 P2= 5.79"
3
0
LL
0.5
3
0
0&
0
70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 1S: Roof
Hydrograph
1 t I t —F I—T I fi l --r I--� 1 t I t I�
I I I I I I I I 2.72 cfs I I I I I I I I I ��
T e II+ 24-hir
�6-�r IR�Ik6h=i O.9&
l -4 -4 1-RUnbff-4ife0i=9,1521-sf
Ruggffl Vlollugne78,13Q71 cf
Lq.�js'I
Flowen h=7
1 1 1 t L g��0;,
I T�C�1 �21 r>riir�
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
liiffil

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 74
Summary for Subcatchment 2EX: Offsite
Runoff = 6.46 cfs @ 12.04 hrs, Volume= 18,786 cf, Depth= 3.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
Hydrograph
k-I �I ' '- �I � i� � I-4
' 6.46 cfs
Type III 4h-
6 1 1 1 1 1 1 1 1 1 1 1 5O�yi Rainfall=110.0&
5 -1 -F I -g4 off#r�-aFTl;2471 sf
� �Rlun+off-Y77okim�e��8 7$6 c
3 4 1 1 1 1 (Runoff Depth=3.16"
�iow te; gtk-�26
LL 3 1 1 1 1 1 1 Slop6=0.100011'
2 T i i Tc7g-1 min
77
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
`sm

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 75
Summary for Subcatchment 2S: Delivery/Dumpster Area
Runoff = 0.92 cfs @ 12.02 hrs, Volume= 2,791 cf, Depth=10.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN Description
3,142 98
3,142 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 124 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.8 124 Total, Increased to minimum Tc = 1.2 min
Subcatchment 2S: Delivery/Dumpster Area
Hydrograph
1 0.92 cfs
Type' III 24-hi•
1 6-yr IR�Ik6h=i O.9&
RO nbff AOeOiO30 421 sf
Ruggffl Vlollugne72j1 lj cf
o I I IIII 1 �� °f� Pgpt�=� q. s�1,
low Len h=124
I I I � I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
113

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 3S: North Parking/Driveway
Runoff = 1.66 cfs @ 12.02 hrs, Volume= 5,067 cf, Depth=10.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN Description
5,705 98
5,705 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 127 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.7 127 Total, Increased to minimum Tc = 1.2 min
Subcatchment 3S: North Parking/Driveway
Hydrograph
1 1 1 I l
1.66 cfs
Ty el III24-hi•
l l l l l l l l �6-�r IR�Ik6h=i 0.9&
ROnbff McOiO5,17051 sf
L --t L I L � LRUTQf tVO1UInn��5,U? c
0 °f� Pg�t'1=1 q.�js'I;
low Len h=127
I C I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
ISE]

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 77
Summary for Subcatchment 4S: East Driveway Aisle
Runoff = 0.90 cfs @ 12.02 hrs, Volume= 2,733 cf, Depth=10.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN Description
3,077 98
3,077 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 108 0.0090 1.93 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.9 108 Total, Increased to minimum Tc = 1.2 min
Subcatchment 4S: East Driveway Aisle
Hydrograph
0.90 cfs
Type' III 24-hi•
1 6-yr IR�Ik6h=i O.9&
ROnbff Me0103,10771 sf
Ruggffl Vlollugne72J1 31 cf
o
low Len th=1 8
IIII 1 I I I �Ib eL�.do�d ���
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
115

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 78
Summary for Subcatchment 5S: Front Parking Area to G12
Runoff = 1.05 cfs @ 12.02 hrs, Volume= 3,211 cf, Depth=10.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN Description
3,615 98
3,615 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.4 70 0.0170 2.65 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
3
0
LL
0.4 70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 5S: Front Parking Area to G12
Hydrograph
1.05 cfs
1
15(�_�►r IR�iinfal�=�1 d.9�0�'
RO nbff Me0103,16151 sf
Ruggffl Vlolluln�73,1?J 11 cf
Pgpt�=j q. 6'I,
Flow Len h=7
�b�edd d�
� I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
116

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 79
Summary for Subcatchment 6S: Front Parking Area to Gil
Runoff = 1.55 cfs @ 12.03 hrs, Volume= 4,579 cf, Depth= 9.67"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN DescriDtion
1,138
60 Avg. of Woods/grass & Newly graded, HSG A
4,543
98
5,681
90 Weighted Average
1,138
20.03% Pervious Area
4,543
79.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.7
21
0.2500
0.21
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 5.79"
0.5
51
0.0080
1.82
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
2.2
72
Total
3
LL
Subcatchment 6S: Front Parking Area to Gil
Hydrograph
1.55 cfs
Type III 24-h%
16-�r Rai nfialkl0.9&
Rtnbff Ate&�5,16611 sf
t-R�u qf# Violpme74,1-5791-ef
RI ulnOff Qeip�h7�.6,7..
Flow Length=72'
Tc1 1.2' nA 6
t'N=19b
Illlllli
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
IMN

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 80
Summary for Subcatchment 7S: Septic Area
Runoff = 2.00 cfs @ 12.02 hrs, Volume= 5,531 cf, Depth= 3.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN DescriDtion
2,401 60 Avg. of Woods/Grass & Newly graded, HSG A
16,794 43 Woods/grass comb., Fair, HSG A
19,195 45 Weighted Average
19,195 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 230 0.0730 4.05 Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
0.9 230 Total, Increased to minimum Tc = 1.2 min
Subcatchment 7S: Septic Area
'�illll
U- 1
Hydrograph
2.00 cfs
T��e lli 41hi
1 6-_ r Rainfall=16.9'&
RluhdfflArea=19,195, sf
RuggfflVollume75,15�1 I cf
� I lung elp h7 619
Flow Length=2 0'
Slope=0.0730 T
CN=145
Time (hours)
■ Runoff
118

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 81
Summary for Subcatchment 8S: NW Wetland Area
Runoff = 2.86 cfs @ 12.05 hrs, Volume= 7,929 cf, Depth= 5.78"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN DescriDtion
331 60 Avg. of Woods/Grass & Newly Graded, HSG A
2,664 83 Avg. of Woods/Grass & Newly Graded, HSG C
8,086 43 Woods/grass comb., Fair, HSG A
5,379 76 Woods/grass comb., Fair, HSG C
16,460 61 Weighted Average
16,460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 226 0.0070 1.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
3
0
LL
3
2
1
Subcatchment 8S: NW Wetland Area
Hydrograph
1 _I 1
2.86 cfs
T��e Ili 24-hir
'' i l i i' i l l I I I I I 15�_�►r IR�iinfal�=�1 �.9�0�'
RluhdfflAlrOa�--116,14601 sf
RUggfflVOW m p77,929i Cf
Runoff Depth=5.78'I
Flow Length=226'
T6=6314 nil16
I CN=161
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
Iim

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 82
Summary for Subcatchment 9S: Cherrywood Dr/Driveway
Runoff = 4.73 cfs @ 12.03 hrs, Volume= 13,231 cf, Depth= 8.65"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN DescriDtion
2,293
60
Avg. of Woods/Grass & Newly Graded, HSG A
4,911
83
Avg. of Woods/Grass & Newly Graded, HSG C
4,885
98
6,273
76
Woods/grass comb., Fair, HSG C
18,362
82
Weighted Average
13,477
73.40% Pervious Area
4,885
26.60% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
2.0 256 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 9S: Cherrywood Dr/Driveway
Hydrograph
4.73 cfs
4
w 3
3
0
LL
2-
0
❑ Runoff
Type III 24-hr
Rainfall=11-0.90-1'
Rgnpff Area�=18�3621 sf
�Rl-noff�VQlyme713,2�11 cl
(Runoff Depth=8.65"
Flow Length=256'
1 17 T I T I Slopd=6.0200 '/I'
I T0�=�-6 min
=P
o
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
120

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 83
Summary for Subcatchment 10S: Cashiers Rd. R.O.W.
Runoff = 2.76 cfs @ 12.03 hrs, Volume= 7,447 cf, Depth= 6.90"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-yr Rainfall=10.90"
Area (sf) CN DescriDtion
5,907 60 Avg. of Woods/Grass & Newly Graded, HSG A
4,208 98
2,833 43 Woods/grass comb., Fair, HSG A
12,948 69 Weighted Average
8,740 67.50% Pervious Area
4,208 32.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 383 0.0430 3.11 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 10S: Cashiers Rd. R.O.W.
Hydrograph
3-
2
N I�� III II
3
LL
1
❑ Runoff
ITYpeI Ili 24=hir
� I Rul holffl-Arda�-- 2,19481- f
RuggfflVolium p77,447i cf
Runoff Depth=6.90'I
Flow Length=383'
T621,E nii6
CPI=169
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
121

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 50-yr Rainfall= 10. 90"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 84
Summary for Pond 150XLHD: Cultec detention system
Inflow Area =
30,572 sf,
96.28% Impervious,
Inflow Depth = 10.48" for 50-yr event
Inflow =
8.75 cfs @
12.02 hrs, Volume=
26,688 cf
Outflow =
5.45 cfs @
12.09 hrs, Volume=
26,687 cf, Atten= 38%, Lag= 4.2 min
Primary =
5.45 cfs @
12.09 hrs, Volume=
26,687 cf
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 4,024.34' @ 12.09 hrs Surf.Area= 3,721 sf Storage= 5,219 cf
Plug -Flow detention time= 29.6 min calculated for 26,678 cf (100% of inflow)
Center -of -Mass det. time= 29.6 min ( 768.2 - 738.5 )
Volume
Invert
Avail.Storage
Storage Description
#1A
4,022.00'
576 cf
8.00'W x 95.00'L x 2.54'H Field A
1,932 cf Overall - 493 cf Embedded = 1,439 cf x 40.0% Voids
#2A
4,022.50'
493 cf
Cultec R-150XLHD x 18 Inside #1
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
#313
4,022.00'
1,614 cf
17.75'W x 125.75'L x 2.54'H Field B
5,673 cf Overall - 1,639 cf Embedded = 4,034 cf x 40.0% Voids
#413
4,022.50'
1,639 cf
Cultec R-150XLHD x 60 Inside #3
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
#5C
4,022.00'
438 cf
4.75'W x 115.50'L x 2.54'H Field C
1,394 cf Overall - 301 cf Embedded = 1,094 cf x 40.0% Voids
#6C
4,022.50'
301 cf
Cultec R-150XLHD x 11 Inside #5
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
#7
4,022.50'
8 cf
12.0" Round 37 LF 12" HDPE
L= 10.0' S= 0.0050 T
#8
4,022.53'
47 cf
4.00'D x 3.76'H J131
#9
4,022.63'
76 cf
18.0" Round 43 LF 18" HDPE
L= 43.0' S= 0.0050 T
#10
4,022.86'
42 cf
4.00'D x 3.34'H G12
#11
4,022.96'
138 cf
18.0" Round 78 LF 18" HDPE
L= 78.0' S= 0.0050 T
#12
4,023.37'
35 cf
4.00'D x 2.75'H G11
#13
4,022.69'
33 cf
4.00'D x 2.63'H G14
#14
4,022.79'
70 cf
15.0" Round 57 LF 15" HDPE
L= 57.0' S= 0.0050 T
#15
4,023.10'
33 cf
4.00'D x 2.59'H G13
#16
4,022.56'
32 cf
4.00'D x 2.58'H J132
#17
4,022.56'
40 cf
15.0" Round 33 LF 15" HDPE
L= 33.0' S= 0.0050 T
#18
4,022.75'
33 cf
4.00'D x 2.62'H G15
5,646 cf
Total Available Storage
Storage Group A created with Chamber Wizard
`FIN

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 50-yr Rainfall= 10. 90"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 85
Storage Group B created with Chamber Wizard
Storage Group C created with Chamber Wizard
Device
Routing
Invert
Outlet Devices
#1
Primary
4,021.90'
18.0" Round Culvert L= 4.0' Ke= 0.500
Inlet / Outlet Invert= 4,021.90' / 4,021.75' S= 0.0375 '/' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2
Device 1
4,022.00'
6.0" W x 6.0" H Vert. Orifice C= 0.600
#3
Device 1
4,023.50'
1.5' long Weir 2 End Contraction(s) 1.0' Crest Height
#4
Device 1
4,024.50'
5.0' long Top of Wall 2 End Contraction(s)
Primary OutFlow Max=5.45 cfs @ 12.09 hrs HW=4,024.34' (Free Discharge)
L =Culvert (Passes 5.45 cfs of 11.07 cfs potential flow)
2=Orifice (Orifice Controls 1.74 cfs @ 6.96 fps)
3=Weir (Weir Controls 3.71 cfs @ 3.31 fps)
4=Top of Wall ( Controls 0.00 cfs)
123

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 86
Pond 150XLHD: Cultec detention system - Chamber Wizard Field A
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
9 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 =
95.00' Base Length
2 Rows x 33.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 8.00' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
18 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 2 Rows = 492.7 cf Chamber Storage
1,931.7 cf Field - 492.7 cf Chambers = 1,439.0 cf Stone x 40.0% Voids = 575.6 cf Stone Storage
Chamber Storage + Stone Storage = 1,068.3 cf = 0.025 of
Overall Storage Efficiency = 55.3%
Overall System Size = 95.00' x 8.00' x 2.54'
18 Chambers
71.5 cy Field
53.3 cy Stone
IPZII

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 87
Pond 150XLHD: Cultec detention system - Chamber Wizard Field B
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
12 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 123.75' Row Length +12.0" End Stone x 2 =
125.75' Base Length
5 Rows x 33.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 17.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
60 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 5 Rows = 1,639.1 cf Chamber Storage
5,673.2 cf Field - 1,639.1 cf Chambers = 4,034.1 cf Stone x 40.0% Voids = 1,613.6 cf Stone Storage
Chamber Storage + Stone Storage = 3,252.7 cf = 0.075 of
Overall Storage Efficiency = 57.3%
Overall System Size = 125.75' x 17.75' x 2.54'
60 Chambers
210.1 cy Field
149.4 cy Stone
00000
125

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 88
Pond 150XLHD: Cultec detention system - Chamber Wizard Field C
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
11 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 113.50' Row Length +12.0" End Stone x 2 =
115.50' Base Length
1 Rows x 33.0" Wide + 12.0" Side Stone x 2 = 4.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
11 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 1 Rows = 300.7 cf Chamber Storage
1,394.4 cf Field - 300.7 cf Chambers = 1,093.8 cf Stone x 40.0% Voids = 437.5 cf Stone Storage
Chamber Storage + Stone Storage = 738.2 cf = 0.017 of
Overall Storage Efficiency = 52.9%
Overall System Size = 115.50' x 4.75' x 2.54'
11 Chambers
51.6 cy Field
40.5 cy Stone
1-1
126

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 50-yr Rainfall= 10. 90 "
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 89
Pond 150XLHD: Cultec detention system
Hydrograph
I I I I I I I Inflow
8.75 cfS L ❑ Primary
9 - W111 aary Q►re�a— 71 s
6 5.45 cfS
N
5
3 — —
4 I LILILL L 1L IL LI LILILIL
3 L L L LL11
2 -� I--� I �-I L I
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
MA

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 50-yr Rainfall= 10. 90"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD® 10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 90
Summary for Link POST: Postconstruction Site Discharge
Inflow Area = 168,784 sf, 27.62% Impervious, Inflow Depth = 5.66" for 50-yr event
Inflow = 22.83 cfs @ 12.04 hrs, Volume= 79,610 cf
Primary = 22.83 cfs @ 12.04 hrs, Volume= 79,610 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link POST: Postconstruction Site Discharge
Hydrograph
24
22
22.83 cfs
T I T I T T
20
L I-L I-1 1_
18�
0 12
LL 10L7'7;�'�j
+
6-4.
2.
J Inflov`r �4rea=168,784 isf
IT 17 TI
T I i r
T
T
1LLILIII-1L-1
L
I t-IfilT11 I-1 t-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Inflow
❑ Primary
128

POSTCONSTRUCTION SITE CALCULATIONS
400-YEAR STORM EVENT
129

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 91
Summary for Subcatchment 1 S: Roof
Runoff = 3.02 cfs @ 12.02 hrs, Volume= 9,242 cf, Depth=11.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf)
CN Description
9,352
98
9,352
100.00% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 70
0.0417 2.31 Sheet Flow,
Smooth surfaces n= 0.011 P2= 5.79"
0.5 70
Total, Increased to minimum Tc = 1.2 min
Subcatchment 1S: Roof
Hydrograph
I
I
❑Runoff
3.02 cfs
-IT�e Ili 24-hi
I
I I 1 1 11 bU-�rr IR�ai%fal�=�12�.110�'
RO nbff AOeOiO9,13521 sf
17
TRIQVloilu"�12421
2
LL
lR�IlnlO7 P�ptf1=l1.86'I1
Flow Length=70
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
130

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 92
Summary for Subcatchment 2EX: Offsite
Runoff = 8.23 cfs @ 12.04 hrs, Volume= 23,347 cf, Depth= 3.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN DescriDtion
8,084
98 road
63,163
36 Woods, Fair, HSG A
71,247
43 Weighted Average
63,163
88.65% Pervious Area
8,084
11.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 200 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
Subcatchment 2EX: Offsite
-k-I+ I—t H
�- I --k I-4 �-I -k-
7
5
_o
1 LI1 I-1 L
u. 4
Hydrograph
■ Runoff
8.23 cfs I +- I + I -4 h
II`�4-h%
-4 1 I I -O&y� Raintail='lill-&
IR 4npff#re-aF-T1 j2471-sf
Runoff Depth=3.93"
1
-Fiow-L�� t�26d'
I I 11 1 U SAoia6.1 Q0-9v
1 1 11 1 Tc�=�-11 r0h)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
131

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 93
Summary for Subcatchment 2S: Delivery/Dumpster Area
Runoff = 1.02 cfs @ 12.02 hrs, Volume= 3,105 cf, Depth=11.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN Description
3,142 98
3,142 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.8 124 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.8 124 Total, Increased to minimum Tc = 1.2 min
Subcatchment 2S: Delivery/Dumpster Area
Hydrograph
I I
1.02 cfs
I� �I IT�etl1 24-hi•
I I I 1 1 11 bU-�rr IR�ai%fal�=�12�.110�'
RO nbff Me01030 421 sf
Ruggffl Vlollugne73,11 Q51 cf
6
o 'I�
low Len h=1 4
IIII 1 I I I �Ib eL�.d1
� I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
132

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 94
Summary for Subcatchment 3S: North Parking/Driveway
Runoff = 1.85 cfs @ 12.02 hrs, Volume= 5,638 cf, Depth=11.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN Description
5,705 98
5,705 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 127 0.0200 2.87 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.7 127 Total, Increased to minimum Tc = 1.2 min
2
0 1
LL
Subcatchment 3S: North Parking/Driveway
Hydrograph
low-my,
%m
�— I � I —� I-
Ty�el II+ 241hi
1 bU-�rr IR�ai%fal�=�12�.110�'
ROnbff McOiO5,17051 sf
Ruggffl Vlollulne75,16�81 cf
T I -��!Olf- "t�'= .':
Flow Len dh=; 7
eL�.2bb'�'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
133

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 95
Summary for Subcatchment 4S: East Driveway Aisle
Runoff = 1.00 cfs @ 12.02 hrs, Volume= 3,041 cf, Depth=11.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN Description
3,077 98
3,077 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 108 0.0090 1.93 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.9 108 Total, Increased to minimum Tc = 1.2 min
Subcatchment 4S: East Driveway Aisle
Hydrograph
1.00 cfs
1
l
❑ Runoff
T �e II+ 24-hi
1 bb-�r IRS i%fah=ii11&
1110nbff Me0103,10771 sf
Ruggffl Vlollulne73,10411 cf
L
ow Len th=1 8
I I I �Ib eL�.do�d'i'
I I I � I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
134

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 96
Summary for Subcatchment 5S: Front Parking Area to G12
Runoff = 1.17 cfs @ 12.02 hrs, Volume= 3,572 cf, Depth=11.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN Description
3,615 98
3,615 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.4 70 0.0170 2.65 Shallow Concentrated Flow,
Paved Kv= 20.3 fos
0.4 70 Total, Increased to minimum Tc = 1.2 min
Subcatchment 5S: Front Parking Area to G12
Hydrograph
1.17 cfs
1
0
LL
� IIIII
Ty aI II+ 241hi
RO nbff Me0103,16151 sf
Ruggffl Vlolluln�73,15721 cf
lR�Ilrllo7 P�ptf1=l 1 86 91
Flow Length=70
� I I I I I T�C�1 �21 r>riir�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
135

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 97
Summary for Subcatchment 6S: Front Parking Area to Gil
Runoff = 1.73 cfs @ 12.03 hrs, Volume= 5,142 cf, Depth=10.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN DescriDtion
1,138
60 Avg. of Woods/grass & Newly graded, HSG A
4,543
98
5,681
90 Weighted Average
1,138
20.03% Pervious Area
4,543
79.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.7
21
0.2500
0.21
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 5.79"
0.5
51
0.0080
1.82
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
2.2
72
Total
Subcatchment 6S: Front Parking Area to Gil
Hydrograph
1.73 cfs
Type1 III 24-h%
1 1 11 bb-�r'Rainfali=12.1 &
Rtnbff Ate&II15,16611 sf
Ruggffl Violpm�75,11421 cf
LL Flow Length=72
tN=19b
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
136

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
HydroCAD®10.00-24 s/n 05474 ©2018 HydroCAD Software Solutions LLC Page 98
Summary for Subcatchment 7S: Septic Area
Runoff = 2.52 cfs @ 12.02 hrs, Volume= 6,816 cf, Depth= 4.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN DescriDtion
2,401 60 Avg. of Woods/Grass & Newly graded, HSG A
16,794 43 Woods/grass comb., Fair, HSG A
19,195 45 Weighted Average
19,195 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 230 0.0730 4.05 Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
0.9 230 Total, Increased to minimum Tc = 1.2 min
MO
Subcatchment 7S: Septic Area
Hydrograph
2.52 cfs
1 1 1 1 1 1 'T��eI II+ 24!hr
1 bb-�r IRai%fali=li11&
RluhdfflAlrea#1'9,1951 sf
RuggfflVollume=16,8161 cf
I Pep�hj. 1 uFlow Len th
9=2 01'
�I
Slope' =
�I� 0.0730 '%'
� � T'c�1 L21 mirk
CN=145
Time (hours)
❑ Runoff
137

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 8S: NW Wetland Area
Runoff = 3.36 cfs @ 12.05 hrs, Volume= 9,331 cf, Depth= 6.80"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN DescriDtion
331 60 Avg. of Woods/Grass & Newly Graded, HSG A
2,664 83 Avg. of Woods/Grass & Newly Graded, HSG C
8,086 43 Woods/grass comb., Fair, HSG A
5,379 76 Woods/grass comb., Fair, HSG C
16,460 61 Weighted Average
16,460 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 226 0.0070 1.25 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 8S: NW Wetland Area
Hydrograph
3.36 cfs
3I
2
3
0
LL
1 It
ITYpeI II+ 24!hir
1 b�-�►r IR�i%fal�=�12�.1I0�'
RluhdfflAlrOa�116,I460I sf
Ruggffl Vollugnp79,13�1 I cf
Ruln?" i Pep�h7 . 0'I
Flow Len th=2 6,
�lb�eL�.a�o�d'�'
1 I fiT631.0fini i r�
I CN=161
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
❑ Runoff
138

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 9S: Cherrywood Dr/Driveway
Runoff = 5.33 cfs @ 12.03 hrs, Volume= 15,016 cf, Depth= 9.81"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN DescriDtion
2,293
60
Avg. of Woods/Grass & Newly Graded, HSG A
4,911
83
Avg. of Woods/Grass & Newly Graded, HSG C
4,885
98
6,273
76
Woods/grass comb., Fair, HSG C
18,362
82
Weighted Average
13,477
73.40% Pervious Area
4,885
26.60% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
2.0 256 0.0200 2.12 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 9S: Cherrywood Dr/Driveway
Hydrograph
i I I Runoff
5.33 cfs
Type 1114�hi•
5 I 1 d0�yi Rainfall=l1 i11&
�I —I 1 RgnpffArea$�3¢21-sf
4 �R off V I me- 5,016 c
Mn Q I �� I l
w Runoff -Depth=9.8V
" 3'I
Flow Length=256'
LL
L- L- I -t LL L -t I I L_ I L- I -1 $Iop=0.0200 't'
2 " I I I I I T0�=�•8 Min
fi I T I-t I fi l rt�-18�
o
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
139

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Subcatchment 10S: Cashiers Rd. R.O.W.
Runoff = 3.18 cfs @ 12.03 hrs, Volume= 8,626 cf, Depth= 7.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-yr Rainfall=12.10"
Area (sf) CN DescriDtion
5,907 60 Avg. of Woods/Grass & Newly Graded, HSG A
4,208 98
2,833 43 Woods/grass comb., Fair, HSG A
12,948 69 Weighted Average
8,740 67.50% Pervious Area
4,208 32.50% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 383 0.0430 3.11 Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
Subcatchment 10S: Cashiers Rd. R.O.W.
Hydrograph
III Ills �� III
3.1 s cfs
3 I I I I 1 1 1 1 11 b�-�►r IR�i%fal�=�12�.110�'
Runoff l AlrOa�-- 112,19481 sf
N 2 , -4 +RupgTVo1iump=8,g61zf
3 Runoff Depth=7. 91
LL Flow Length=3 3'
�1b�eL0.041d '/'
1 1 1 1 +-t 1 1 T6k21A n{ i 6
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
■ Runoff
140

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Pond 150XLHD: Cultec detention system
Inflow Area =
30,572 sf,
96.28% Impervious,
Inflow Depth = 11.67" for 100-yr event
Inflow =
9.73 cfs @
12.02 hrs, Volume=
29,740 cf
Outflow =
6.78 cfs @
12.08 hrs, Volume=
29,739 cf, Atten= 30%, Lag= 3.5 min
Primary =
6.78 cfs @
12.08 hrs, Volume=
29,739 cf
Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Peak Elev= 4,024.52' @ 12.08 hrs Surf.Area= 3,686 sf Storage= 5,501 cf
Plug -Flow detention time= 28.5 min calculated for 29,729 cf (100% of inflow)
Center -of -Mass det. time= 28.6 min ( 765.9 - 737.3 )
Volume
Invert
Avail.Storage
Storage Description
#1A
4,022.00'
576 cf
8.00'W x 95.00'L x 2.54'H Field A
1,932 cf Overall - 493 cf Embedded = 1,439 cf x 40.0% Voids
#2A
4,022.50'
493 cf
Cultec R-150XLHD x 18 Inside #1
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
#313
4,022.00'
1,614 cf
17.75'W x 125.75'L x 2.54'H Field B
5,673 cf Overall - 1,639 cf Embedded = 4,034 cf x 40.0% Voids
#413
4,022.50'
1,639 cf
Cultec R-150XLHD x 60 Inside #3
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
#5C
4,022.00'
438 cf
4.75'W x 115.50'L x 2.54'H Field C
1,394 cf Overall - 301 cf Embedded = 1,094 cf x 40.0% Voids
#6C
4,022.50'
301 cf
Cultec R-150XLHD x 11 Inside #5
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
#7
4,022.50'
8 cf
12.0" Round 37 LF 12" HDPE
L= 10.0' S= 0.0050 T
#8
4,022.53'
47 cf
4.00'D x 3.76'H J131
#9
4,022.63'
76 cf
18.0" Round 43 LF 18" HDPE
L= 43.0' S= 0.0050 T
#10
4,022.86'
42 cf
4.00'D x 3.34'H G12
#11
4,022.96'
138 cf
18.0" Round 78 LF 18" HDPE
L= 78.0' S= 0.0050 T
#12
4,023.37'
35 cf
4.00'D x 2.75'H G11
#13
4,022.69'
33 cf
4.00'D x 2.63'H G14
#14
4,022.79'
70 cf
15.0" Round 57 LF 15" HDPE
L= 57.0' S= 0.0050 T
#15
4,023.10'
33 cf
4.00'D x 2.59'H G13
#16
4,022.56'
32 cf
4.00'D x 2.58'H J132
#17
4,022.56'
40 cf
15.0" Round 33 LF 15" HDPE
L= 33.0' S= 0.0050 T
#18
4,022.75'
33 cf
4.00'D x 2.62'H G15
5,646 cf
Total Available Storage
Storage Group A created with Chamber Wizard
`«i

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Storage Group B created with Chamber Wizard
Storage Group C created with Chamber Wizard
Device
Routing
Invert
Outlet Devices
#1
Primary
4,021.90'
18.0" Round Culvert L= 4.0' Ke= 0.500
Inlet / Outlet Invert= 4,021.90' / 4,021.75' S= 0.0375 '/' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2
Device 1
4,022.00'
6.0" W x 6.0" H Vert. Orifice C= 0.600
#3
Device 1
4,023.50'
1.5' long Weir 2 End Contraction(s) 1.0' Crest Height
#4
Device 1
4,024.50'
5.0' long Top of Wall 2 End Contraction(s)
Primary OutFlow Max=6.76 cfs @ 12.08 hrs HW=4,024.52' (Free Discharge)
L =Culvert (Passes 6.76 cfs of 11.63 cfs potential flow)
2=Orifice (Orifice Controls 1.81 cfs @ 7.25 fps)
3=Weir (Weir Controls 4.90 cfs @ 3.71 fps)
4=Top of Wall (Weir Controls 0.04 cfs @ 0.45 fps)
142

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system - Chamber Wizard Field A
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 2 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
9 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 93.00' Row Length +12.0" End Stone x 2 =
95.00' Base Length
2 Rows x 33.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 8.00' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
18 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 2 Rows = 492.7 cf Chamber Storage
1,931.7 cf Field - 492.7 cf Chambers = 1,439.0 cf Stone x 40.0% Voids = 575.6 cf Stone Storage
Chamber Storage + Stone Storage = 1,068.3 cf = 0.025 of
Overall Storage Efficiency = 55.3%
Overall System Size = 95.00' x 8.00' x 2.54'
18 Chambers
71.5 cy Field
53.3 cy Stone
143

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system - Chamber Wizard Field B
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 5 rows
33.0" Wide + 6.0" Spacing = 39.0" C-C Row Spacing
12 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 123.75' Row Length +12.0" End Stone x 2 =
125.75' Base Length
5 Rows x 33.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 17.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
60 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 5 Rows = 1,639.1 cf Chamber Storage
5,673.2 cf Field - 1,639.1 cf Chambers = 4,034.1 cf Stone x 40.0% Voids = 1,613.6 cf Stone Storage
Chamber Storage + Stone Storage = 3,252.7 cf = 0.075 of
Overall Storage Efficiency = 57.3%
Overall System Size = 125.75' x 17.75' x 2.54'
60 Chambers
210.1 cy Field
149.4 cy Stone
00000
`«1

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system - Chamber Wizard Field C
Chamber Model = Cultec R-150XLHD (Cultec Recharger®150XLHD)
Effective Size= 29.8"W x 18.0"H => 2.65 sf x 10.251 = 27.2 cf
Overall Size= 33.0"W x 18.5"H x 11.001 with 0.75' Overlap
Row Length Adjustment= +0.75' x 2.65 sf x 1 rows
11 Chambers/Row x 10.25' Long +0.75' Row Adjustment = 113.50' Row Length +12.0" End Stone x 2 =
115.50' Base Length
1 Rows x 33.0" Wide + 12.0" Side Stone x 2 = 4.75' Base Width
6.0" Base + 18.5" Chamber Height + 6.0" Cover = 2.54' Field Height
11 Chambers x 27.2 cf +0.75' Row Adjustment x 2.65 sf x 1 Rows = 300.7 cf Chamber Storage
1,394.4 cf Field - 300.7 cf Chambers = 1,093.8 cf Stone x 40.0% Voids = 437.5 cf Stone Storage
Chamber Storage + Stone Storage = 738.2 cf = 0.017 of
Overall Storage Efficiency = 52.9%
Overall System Size = 115.50' x 4.75' x 2.54'
11 Chambers
51.6 cy Field
40.5 cy Stone
1-1
145

Highlands Postconstruction w smaller Chambers2 Type 11124-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Pond 150XLHD: Cultec detention system
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I I I
9.73 cfs
10
I_
9
L I—L 1-1 1 I
8
14 1-4 II
6.78 cfs
0 5
v.
IIIIIIIIII
4
3
IIIIIIIII
2
f
1 2 3 4 5 6
IifIbW I Irea=30, 72-Is
4 4 Into lr g ez�g,-60 f-ci�
J rt I- I� � �—
TI-TI-I Ir -TI-1F
0 11 12 13 14 15 16 '
Time (hours)
19 20 21 22 23 24 25 26 27 28 29 30
Inflow
❑ Primary
146

Highlands Postconstruction w smaller Chambers2 Type 111 24-hr 100-yr Rainfall=12.10"
Prepared by Broadway Management, LLC Printed 1/10/2020
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Summary for Link POST: Postconstruction Site Discharge
Inflow Area = 168,784 sf, 27.62% Impervious, Inflow Depth = 6.60" for 100-yr event
Inflow = 28.16 cfs @ 12.04 hrs, Volume= 92,875 cf
Primary = 28.16 cfs @ 12.04 hrs, Volume= 92,875 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs
Link POST: Postconstruction Site Discharge
Hydrograph
T
T
i —t
— I
❑ Inflow
28
T
T I T
1 T
28. % CfsP
—
lnflov`r Area=168,784 sf
❑ Pnmary
26r,
I T
T T
T
T H I T
24
22
20
1 T-I
T I T
17
n 18
`16
1T
TIC
IT
TI
-ihTItITIT
io 14
� 14
1-4-
� �
1-4 1 1 4-1 �
12
10
8
6
T —t
1T
4-
2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Time (hours)
IEW

APPENDIX C
NRCS SOIL REPORT
148

b
301610 301640 301670 301700
35° S 17" N
—� •fir.. ~ � -� ,f
Z ~ 1f IL
■ As
lob
35° 510"N
301610 301640 301670 301700 301730 301760 301790
3
o Map Scale: 1:1,480 if printed on A landscape (11" x 8.5") sheet.
Meters
N 0 20 40 80 120
Feet
0 50 100 200 300
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Macon County, North Carolina
301730 301760 301790
1 1 1
301820
112
3
a
301850 301880 301910
35° S 17" N
301820 301850 301880
35° S 10" N
301910
3
0
2/28/2019
Page 1 of 4

Hydrologic Soil Group —Macon County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
■ B
■ B/D
MAP INFORMATION
p C
The soil surveys that comprise your AOI were mapped at
1:12,000.
0 C/D
0 D
Warning: Soil Map may not be valid at this scale.
p Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting soils that could have been shown at a more detailed
scale.
Transportation
§_§_+ Rails
Please rely on the bar scale on each map sheet for map
rJ Interstate Highways
measurements.
US Routes
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
® Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Macon County, North Carolina
Survey Area Data: Version 15, Sep 11, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 6, 2016—Oct 26,
2017
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.
UU� Natural Resources Web St9C6urvey 2/28/2019
� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Macon County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CuD
Cullasaja-Tuckasegee
complex, 15 to 30
percent slopes, stony
A
2.3
58.3%
EdC
Edneyville-Chestnut
complex, 8 to 15
percent slopes, stony
A
0.0
0.2%
Ud
Udorthents, loamy
C
1.6
41.5%
Totals for Area of Interest
3.9
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
usDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/28/2019
Page 3 of 4
151

Hydrologic Soil Group —Macon County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
uSDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/28/2019
Page 4 of 4
152