19990282 Ver 1_Complete File_19990413

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
A ??
NCDENR
DIVISION OF WATER QUALITY
June 9, 1999
Thomasville Business Park, LLC
P.O. Box 14127
Archdale, NC 27263
Subject: Stormwater Ponds and Sand Filter
Thomasville Business Parke
Davidson County, NC
DWQ# 990282
Dear Sirs:
This Office is in receipt of the plans dated April 29, 1999 for a sand filter and June 1,
1999 for the stormwater management pond at the subject facility prepared on your behalf by
Jamestown Engineering Group, Inc., and submitted to the Division on June 7, 1999. Staff from
the Wetlands Unit reviewed the plans and found them acceptable.
If you have any questions regarding this matter, please contact Mr. Todd St. John at (919)
733-1786.
John R. Domey
Wet ds Unit Sup iso

cc: Mr. Todd St. John, Wetlands Unit
Winston-Salem Regional Office
File
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
Project No. DWQ 990282
Project Name: Thomasville Business Park
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations status
Bottom of Basin (ft) 862.2
Permanent Pool (ft) 8662 4 ft. depth ok
Temporary Pool (ft) 868.3 2.1 ft. depth ok
areas
Permanent Pool SA (sq ft)
47203
43348 sq. ft.
ok
Drainage Area (ac) 44.6
Impervious Area (ac) 30.s 68.4 % -

volumes
Permanent Pool (cu ft) 0
Temporary Pool (cu ft) 115527 107738 cu. ft. ok
Forebay (cu ft) 0 #DIV/0! % #DIV10!
other parameters
SAIDA 1.73 2.23 - eq diameter
Orifice Diameter (in) 3.536 0.34 cfs drawdown - 3.535534
Design Rainfall (in) 1 4.0 day drawdown ok
area
9.8175
Linear Interpolation of Correct SAIDA ***
4 ft. Permanent Pool Depth
1OX Impervious SAIDA from Table
Next Lowest 60 2.03
Project Impervious 68.4 2.23
Next Highest 70 2.27

NOT ,S:
*This spreadsheet is designed to perform a quick preliminary check of design requirements and should not (?
be considered a complete evaluation of any project. Use 'tab' instead of 'enter' to automatically advance
to the next data entry window.
1`5 0k
**This spreadsheet is designed to roughly calculate the draw-down time using the average temporary pool
depth and the orifice equation to estimate the change in driving head over time.
***Calculation of the required design parameters requires the SAIDA be computed in the linear
interpolation table provided. If the project % impervious is an even value that can be found directly in
the table then enter this as either the next higher or lower value and complete the table.
JiAMESTOWN ENGINEERING GROUP, INC.
C 117 EAST MAIN STREET
JAMESTOWN, NC 27282
Phone [phone] Fax [phone]
TO Air _T)r_ni-e - 1 ?9o
2
0
> WE ARE SENDING YOU tached ? Under sepa
? Shop drawings ? Prints
? Copy of letter ? Change order
? Samples

I

DATE
q JO NO.
623
ATTENTION'
O b
Lj 62 0 Z92
S
? M ??t'S

r
rer via_
laps
the following items:
? Specifications
COPIES DATE NO. DESCRIPTION

?? A,-L Q? SST

-Z
VI" N
7- .?S

THESE ARE TRANSMITTED as checked below:
For approval ? Approved as submitted
? For your use ? Approved as noted
BAs requested ? Returned for corrections
? For review and comment ?
? FOR BIDS DUE 19
REMARKS

? PRINTS RETURNED AFTER LOAN TO US
COPY TO
? Resubmit copies for approval
? Submit copies for distribution
? Return corrected prints
SIGNED: IS I(
If enclosures are not as noted, kindly notify us at once.
T
POND MAINTENANCE REQUIREMENTS
PROJECT NAME: ,I SV/GL,E R'Ty? PROJECT NUMBER: .a k/
RESPONSIBLE PARTY: PHONE NUMBER: 5%
ADDRESS: 7-->©. Sox ?yia 7 . k&ACAI, C, ,y' ?''?? ?alo3
1. INSPECT MONTHLY, OR AFTER EVERY RUNOFF-PRODUCING EVENT, WHICHEVER COMES FIRST
A. REMOVE DEBRIS FROM THE TRASH RACK.
B. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS.
C. CHECK THE POND SIDE SLOPES; REMOVE TRASH; REPAIR ERODED AREAS BEFORE THE
NEXT RAINFALL EVENT.
D. IF THE POND IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT
ACCUMULATION, EROSION AND PROPER OPERATION OF THE FLOW SPREADER MECHANISM.
REPAIR AS NECESSARY.
11. QUARTERLY
A. INSPECT THE COLLECTION SYSTEM (I.E., CATCH BASINS, PIPING, GRASSED SWALES) FOR
PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN BOTTOMS, AND CHECK
PIPING FOR OBSTRUCTIONS.
B. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIP-RAP, AND REPAIR BROKEN PIPES.
C. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE, TWICE A YEAR
AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY.
M. EVERY 6 MONTHS
A. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE.
B. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF THE DEPTH IS REDUCED TO 75%
OF THE ORIGINAL DESIGN DEPTH, THE SEDIMENT WILL BE REMOVED TO AT LEAST ORIGINAL
DESIGN DEPTH.
IV. GENERAL
A. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, ACCORDING
TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6'.
B. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE PERIMETER;
HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE AREA OF THE POND.
C. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAWDOWN IS NOT
ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF THE CLOGGING
MUST BE FOUND AND ELIMINATED.
D. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING ORDER.
#, Low &. -Wu,ske , HEREBY ACKNOWLEDGE THAT I AM THE FINANCIALLY
RESPONSIBLE ARTY FOR MAINTENANCE OF THIS DETENTION POND. I WILL PERFORM THE MAINTENANCE
AS OUTLINED VE, AS PART OF THE CERTIFICATION OF COMPLIANCE WITH STORMWATER REGULATIONS
RECEIVED F THI ROJECT.
SIGNATU DATE: -? ^•-R7
I, d Gt• 'Q. e ? A NOTARY PUBLIC FIO_R' THE STATE OF NORTH CAROLINA, COUNTY OF
?FtY 1,DSo , DO HERESY CERTIFY THAT 1.n+t??.v? a • 4 ws ? PERSONALLY APPEARED
BEFORE Mt ,THIS ' .. h DAY OF --S-L4 "t- ,1991, AND ACKNOWLEDGE THE DUE EXECUTION OF THE
FO t€GCTINt 41+15 FPUMENT. WITNESS MY HAND AND OFFICIAL SEAL,
SEAL
MY COMMISSION EXPIRES.
POND MAINTENANCE REQUIREMENTS
PROJECT NAME. / WAX-sI/ ug ?1?GG??TS??iNr/S PROJECT NUMBER: a IVO AA- 99KV l l
RESPONSIBLE PARTY: Cam; 5&61/ PHONE NUMBER:
ADDRESS: /75'>40. Oou /yia
L INSPECT MONTHLY, OR AFTER EVERY RUNOFF-PRODUCING EVENT, WHICHEVER COMES FIRST
A. REMOVE DEBRIS FROM THE TRASH RACK.
B. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS.
C. CHECK THE POND SIDE SLOPES: REMOVE TRASH: REPAIR ERODED AREAS BEFORE THE
NEXT RAINFALL EVENT.
D. IF THE POND IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT
ACCUMULATION, EROSION AND PROPER OPERATION OF THE FLOW SPREADER MECHANISM.
REPAIR AS NECESSARY.
II. QUARTERLY
A. INSPECT THE COLLECTION SYSTEM (I.E., CATCH BASINS, PIPING, GRASSED SWALES) FOR
PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN BOTTOMS, AND CHECK
PIPING FOR OBSTRUCTIONS.
B. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIP-RAP, AND REPAIR BROKEN PIPES.
C. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE, TWICE A YEAR
AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY.
IL. EVERY 6 MONTHS
A, REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE
B. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF THE DEPTH IS REDUCED TO 75%
` OF THE ORIGINAL DESIGN DEPTH, THE SEDIMENT WILL BE REMOVED TO AT LEAST ORIGINAL
DESIGN DEPTH.
IV. GENERAL
A. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, ACCORDING
TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE r.
S. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE PERIMETER;,
HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE AREA OF THE POND.
C. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2S DAYS. IF DRAWDOWN IS NOT
ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF THE CLOGGING
MUST BE FOUND AND ELIMINATED.
D. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING ORDER.
Lowr 0, 4Juske HEREBY ACKNOWLEDGE THAT I AM THE FINANCIALLY
RESPONSIBLE ARTY FOR MAINTENANCE OF THIS DETENTION POND. I WILL PERFORM THE MAINTENANCE
AS OUTLINED VE, AS PART OF THE CERTIFICATION OF COMPLIANCE WITH STORMWATER REGULATIONS
RECEIVED rF THI ROJECT. , •
SIGNATU DATE:
Q. ?? A NOTARY PUBLIC FOR THE STATE OF NORTH CAROLINA, COUNTY OF
mnJ - DO HEREBY CERTIFY THAT 64Lk...? - • -w w5 L", PERSONALLY APPEARED
BWPORE ME;THIS, ` . h DAY OF Sldr It 1193A, AND ACKNOWLEDGE THE DUE EXECUTION OF THE
{JIs?fZIJ1MENT. WITNESS MY HAND AND OFFICIAL SEAL,
>. i . SEAL
W COMWS1'FON.EX0lRES. 03 A5 ?o Z.
SAND FILTER MAINTENANCE REQUIREMENTS
PROJECT NAME: 7j60l4gi/dA,-,&_WM &W, PROJECT NUMBER: J}foa a, &""
RESPONSIBLE PARTY: . f1LJ5kEZ1 PHONE NUMBER:
ADDRESS: T• D• aG17C ?'s?/il?T2"f/i?ILE. ?C?. ?7??0 3
INSPECT MONTHLY, OR AFTER EVERY RUNOFF-PRODUCING EVENT, WHICHEVER COMES FIRST
A. CHECKAND CLEAR THE OVERFLOW CATCH BASIN OF ANY OBSTRUCTIONS.
B. CHECK THE BASIN SIDE SLOPES; REMOVE TRASH; REPAIR ERODED AREAS BEFORE THE
NEXT RAINFALL EVENT.
C. IF THE BASIN IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT
ACCUMULATION, EROSION AND PROPER OPERATION OF THE FLOW SPREADER MECHANISM.
REPAIR AS NECESSARY.
11. EVERY 6 MONTHS
A. INSPECT THE COLLECTION SYSTEM (I.E., CATCH BASINS, PIPING, GRASSED SWALES) FOR
PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN BOTTOMS, AND CHECK
PIPING FOR OBSTRUCTIONS.
B. CHECK BASIN INLET PIPES FOR UNDERCUTTING, REPLACE RIP-RAP, AND REPAIR BROKEN PIPES.
C. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. REPAIR ERODED
AREAS IMMEDIATELY.
III. ANNUALLY
A. INSPECT THE FILTER AFTER AN APPROXIMATELY ONE INCH STORM TO ENSURE THE RUNOFF PASSES
THROUGH THE FILTER IN A 24 HOUR PERIOD. IF THE RUNOFF TAKES LONGER THAN 24 HOURS TO
PASS, THE FOLLOWING MAINTENANCE MUST OCCUR:
1) REMOVE THE FIRST 2 TO 3 INCHES OF DISCOLORED SAND AND REPLACE WITH NEW SAND.
2) DEWATER THE REMOVED SAND, IF NECESSARY, AND TAKE IT TO A LANDFILL.
3) PUMP DOWN THE SEDIMENT CHAMBER AND REMOVE ALL DEBRIS.
4) DEWATER THE SEDIMENT CHAMBER DEBRIS AND TAKE IT TO A LANDFILL.
IV. GENERAL
A. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, ACCORDING
TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6".
B. ALL COMPONENTS OF THE SAND FILTER SYSTEM MUST BE KEPT IN GOOD WORKING ORDER.
1, Lwr G. W LLsi<e , HEREBY ACKNOWLEDGE THAT I AM THE FINANCIALLY
RESPONSIB E PARTY FOR MAINTENANCE OF THIS DETENTION POND. I WILL PERFORM THE MAINTENANCE
AS OUTLINED ABOVE, AS PART OF THE CERTIFICATION OF COMPLIANCE WITH STORMWATER REGULATIONS
RECEIVED F THI ROJECT. w__
SIGNATUR DATE:a
A NOTARY PUBLIC FOR THE STATE OF NORTH CAROLINA, COUNTY OF
O HEREBY CERTIFY THAT PERSONALLY APPEARED
B3 FOI?Ev 11.145 " DAY OF Su We. 19-ii AND ACKNOWLEDGE THE DUE EXECUTION OF THE
V'dREGOING IftirS;TRt1MENT. WITNESS MY HAND AND OFFICIAL SEAL,
SEAL
1,IY COM[VIISS?01XP}RES
SAND FILTER MAINTENANCE REQUIREMENTS
PROJECT NAME: 7Z6o-AIL pdJ;', ?y QfG PROJECT NUMBER: Dwil 4,h,
RESPONSIBLE PARTY:.Lwa PHONE NUMBER: 33(e
ADDRESS: j?D.[ ?•y?/f <??,?c!. `s?? 3
1. INSPECT MONTHLY, OR AFTER EVERY RUNOFF-PRODUCING EVENT, WHICHEVER COMES FIRST
A. CHECK AND CLEAR THE OVERFLOW CATCH BASIN OF ANY OBSTRUCTIONS.
B. CHECK THE BASIN SIDE SLOPES; REMOVE TRASH; REPAIR ERODED AREAS BEFORE THE
NEXT RAINFALL EVENT.
C. IF THE BASIN IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT
ACCUMULATION, EROSION AND PROPER OPERATION OF THE FLOW SPREADER MECHANISM.
REPAIR AS NECESSARY.
IL EVERY 6 MONTHS
A. INSPECT THE COLLECTION SYSTEM (I.E., CATCH BASINS, PIPING, GRASSED SWALES) FOR
PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN BOTTOMS, AND CHECK
PIPING FOR OBSTRUCTIONS.
B. CHECK BASIN INLET PIPES FOR UNDERCUTTING, REPLACE RIP-RAP, AND REPAIR BROKEN PIPES.
C. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. REPAIR ERODED
AREAS IMMEDIATELY.
ff. ANNUALLY
A. INSPECT THE FILTER AFTER AN APPROXIMATELY ONE INCH STORM TO ENSURE THE RUNOFF PASSES
r THROUGH THE FILTER IN A 24 HOUR PERIOD. IF THE RUNOFF TAKES LONGER THAN 24 HOURS TO
PASS, THE FOLLOWING MAINTENANCE MUST OCCUR:
1) REMOVE THE FIRST 2 TO 3 INCHES OF DISCOLORED SAND AND REPLACE WITH NEW SAND.
2) DEWATER THE REMOVED SAND, IF NECESSARY, AND TAKE IT TO A LANDFILL
3) PUMP DOWN THE SEDIMENT CHAMBER AND REMOVE ALL DEBRIS.
4) DEWATER THE SEDIMENT CHAMBER DEBRIS AND TAKE IT TO A LANDFILL
IV. GENERAL
A. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, ACCORDING
TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6".
B. ALL COMPONENTS OF THE SAND FILTER SYSTEM MUST BE KEPT IN GOOD WORKING ORDER.
I Lat-I:W G, u u-5Ke , HEREBY ACKNOWLEDGE THAT I AM THE FINANCIALLY
RESPONSIB E PARTY FOR MAINTENANCE OF THIS DETENTION POND. I WILL PERFORM THE MAINTENANCE
%S OUTLINED ABOVE, AS PART OF THE CERTIFICATION OF COMPLIANCE WITH STORMWATER REGULATIONS
RECEIVED STHI ROJECT.
SIGNATUR DATE?=?
1, w A NOTARY PUBLIC FOR THE STATE OF NORTH CAROLINA, COUNTY OF
O HEREBY CERTIFY THAT PERSONALLY APPEARED
DAY OF 3u 1J2 19? AND ACKNOWLEDGE THE DUE EXECUTION OF THE
"EGOING iI4STTRUMENT. WITNESS MY HAND AND OFFICIAL SEAL,
SEAL
MYzcpMyISbIOfiE4PIRES 03A3 ?o?
THOMASVILLE BUSINESS PARK
THOMASVILLE, NC
DAVIDSON COUNTY
MAY, 1999
WATER QUALITY POND SUMMARY:
TIME OF CONCENTRATION = 0.45 HR (SEE APPENDIX A)
PRE-CONSTRUCTION:
OFF-SITE AREA = 3.27 AC (CN = 89)
ON-SITE AREA = 33.03 AC (CN = 74)
36.30 AC (CN = 75) (SEE APPENDIX B)
10 YEAR STORM RUNOFF = 76 CFS (SEE APPENDIX C)
100 YEAR STORM RUNOFF = 138 CFS (SEE APPENDIX D)

POST-CONSTRUCTION:
OFF-SITE AREA = 3.27 AC (CN = 89)
ON-SITE AREA (BUILT-UPON) = 28.90 AC (CN = 95)
ON-SITE AREA (NONBUILT-UPON) = 12.40 AC (CN = 74)
44.60 AC (CN = 89) (SEE APPENDIX E)
POND INFLOW:
10 YEAR STORM RUNOFF
100 YEAR STORM RUNOFF
POND OUTFLOW:
10 YEAR STORM RUNOFF
100 YEAR STORM RUNOFF
= 146 CFS (SEE APPENDIX F)
= 228 CFS (SEE APPENDIX G)
= 61 CFS (SEE APPENDIX H)
= 134 CFS (SEE APPENDIX 1)
*FOR POND AND STRUCTURE DATA SEE APPENDIX J
DISCHARGE SUMMARY AT WESTERN PROPERTY LINE:
PRE-CONSTRUCTION:
C = 0.35
AREA = 25.17 AC
1(10) = 5.8 IN/HR
Q(10) = 51 CFS
POST-CONSTRUCTION:
(SEE PIPING TABLE ON SHEET 2 OF 3 ON
EROSION CONTROL PLAN.)
Q(10) = 54 CFS
PERMANENT WET DETENTION POND DESIGN - JAN., 1997
GUILFORD COUNTY
PLANNING & DEVELOPMENT DEPARTMENT
PROJECT: THOMASVILLE BUSINESS PARK INDEX NO: 99025
CHECKED BY: TRG
LOCATION: RALEIGH ROAD AND 1-85 DATE: 5/14/99
THOMASVILLE, NC - DAVIDSON COUNTY REVISED:
TOTAL SITE AREA = 60.43 acres WATERSHED = YADKIN
PROPOSED BUILT UPON AREA = 4.30 acres CLASSIFICATION : WS - NONE
FUTURE BUILT UPON AREA = 26.20 acres
TOTAL ON-SITE BUILT UPON AREA = 42.30 acres
PERCENT BUILT UPON TOTAL = 70.00%
TOTAL BUILT UPON IN DRAINAGE AREA = 30.50 acres
ERCENT BUILT-UPON (DA.) (OF TOTAL= 50.47% (GWANVCA) = NONE
ON-SITE DRAINAGE AREA TO POND = 41.33 acres MAX. OFF-SITE B.U.% = 70%
OFF-SITE DRAINAGE AREA TO POND = 3.27 acres
TOTAL WATERSHED AREA TO POND = 44.60 acres
DISTURBED AREA = 40.00 acres
TEMP. SED. STOR. USED /N Y
TEMPORARY SEDIMENT STORAGE
PERMANENT SEDIMENT STORAGE
PERMANENT WATER QUALITY
COMPOSITE B.U.,%
DEPTH (minimum 3 feet)
SAIDA (Figure 5.6-2)
TEMPORARY WATER QUALITY
PRINCIPAL SPILLWAY
TYPE
DESIGN STORM
RAINFALL INTENSITY
RUNOFF COEFFICIENT
EMERGENCY SPILLWAY
TYPE
DESIGN STORM
RAINFALL INTENSITY
RUNOFF COEFFICIENT
POND DATA
ELEV. @ BOT. OF POND = 860
ELEV.@ BOT. OF PSS = 860
ELEV. @ BOT. OF PWQ = 862.2
ELEV. @ BOT. OF TWQ = 866.2
ELEV. @ TOP. OF TWQ = 868.3
ELEV. @ EMER. SPILLWAY = 870.1
ELEV. @ TOP OF DAM = 872.4
INVERT OF BARREL = 862.2
0.5 acre4nch per disturbed acre
0.125 acre4n per total drainage area
73.52 percent
4.0 feet
2.27 percent
1.0 Inch rainfall to be controlled
X corrugated aluminum
reinforced concrete
10 year
5.8 inches per hour
0.7
X grass lined
rip-rap lined
100 year
7.8 inches per hour
0.7
SURFACE AREA = 2026 SF
SURFACE AREA = 2026 SF
SURFACE AREA= 17976 SF
SURFACE AREA = 47203 SF
SURFACE AREA = 62823 SF
Page 1
POND DESIGN
ELEV. @ BOT. OF POND= 860.00
ELEV. @ BOT. OF TWQ = 866.20
ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE =
ELEV. @ BOT. OF PSS = 860.00
ELEV. @ BOT. OF PWQ = 862.20
VOLUME PROVIDED =
SURFACE AREA = 2026 Square Feet
SURFACE AREA = 47203 Square Feet
SURFACE AREA = 2026 Square Feet
SURFACE AREA = 17976 Square Feet
NORMAL POOL ELEVATION =
SURFACE AREA PROVIDED =
866.201
Rv=
VOLUME REQUIRED =
VOLUME PROVIDED
ELEV. @ BOT. OF TWQ = 866.20
ELEV. @ TOP OF TWQ = 868.30
0.712 inrn
SURFACE AREA = 47203 Square Feet
SURFACE AREA = 62823 Square Feet
VOLUME PROVIDED =
Page 2
ELEV. @ BOT. OF WATER QUALITY RELEASE HOLE _
MAXIMUM RELEASE RATE _
MINIMUM RELEASE RATE _
MAXIMUM HOLE SIZE = 0.082213157
MINIMUM HOLE SIZE = 0.054808771
866.20
4 Days
6 Days
3.88 in. dia.
3.17 in. dia.
ELEV. @ TOP OF RISER = 868.30
ELEV. @ BOT. OF PSS = 860.00
H= 8.30 ft
AREA OF RISER = 12.6 SF
VOLUME OF RISER = 104.3 Cubic Feet
AREA OF BARREL = 4.9 SF
EXPOSED LENGTH = 10.00 ft
VOLUME OF BARREL = 49.1 Cubic Feet
WEIGHT OF WATER DISPLACED = 9571.43 lb
FACTOR OF SAFETY (10%) 10528.57 lb
VOLUME OF CONCRETE ANCHOR = 70.2 Cubic Feet

Page 3
JAMESTOWN ENGINEERING GROUP, INC.
C 117 EAST MAIN STREET
JAMESTOWN, NC 27282 SHEET NO.
ina 1
PROJECT: 74OA44S VILL9, Ry sI./ESS PA2-K DATE:T l99
-/IPUTED BY: TTZC? CHECKED BY: PROJECT NO. 8 Z?6
SA-jo IFI L-TE(Z ?DCS/
D w t14Gr /4RF/4 t?t?M s E I = 4.6 .4L
orp-L D ,Na?E A P-104 = S.
__ S?Dr r+ ctfi??'rBE? voLo-" Rcav?;z? = 65,0 , 540 cI ,
2700 cF
U5C S' x S3 Som," G- /g" DrPM (3.1 sax- sLoPrs
r 2:1 Pole
VOLu lC ZL3-347--cfrl
Si4.?D FINER _ .VOLUME FE CD = (s, 0 *(A T40 `F/roc)
= 2700 CF
USE 35' x S3 t?o?M @_ / S ?' ??+
vow, _ ?C3s'xs3' )+ (4z' Y,;' )]Ct.s'Yz = ?; Z
Quick TR-55 Ver.5.46 S/N:
Iff cuted: 08:38:38 05-14-1999 c:\pondpack\98236\POND.TCT
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
Tc COMPUTATIONS FOR: 1
SHEET FLOW (Applicable to Tc only)
Segment ID 1
Surface description
Manning's roughness coeff., n 0.3000
Flow length, L. (total < or = 300) ft 300.0
Two-yr 24-hr rainfall, P2 in 3.500
Land slope, s ft/ft 0.1000
0.8
.007 * (n*L)
T = -------------- hrs 0.34 = 0.34
0.5 0.4
P2 * s
SHALLOW CONCENTRATED FLOW
Segment ID 2
Surface (paved or unpaved)? Unpaved
Flow length, L ft 1250.0
Watercourse slope, s ft/ft 0.0400 -
0.5
Avg. v = Csf * (s) ft/s 3.2269
where: Unpaved Csf = 16.1345
Paved Csf = 20.3282
T = L / (3600*V) hrs 0.11 = 0.11
CHANNEL FLOW
Segment ID
Cross Sectional Flow Area, a sq.ft 0.00
Wetted perimeter, Pw ft 0.00
Hydraulic radius, r = a/Pw ft 0.000
Channel slope, s ft/ft 0.0000
Manning's roughness coeff., n 0.0000
2/3 1/2
1.49 * r * s
V = -------------------- ft/s 0.0000
n
Flow length, L ft 0
T = L / (3600*V) hrs 0.00 = 0.00
TOTAL TIME (hrs) 0.45

Quick TR-55 Ver.5.46 S/N:
Executed: 08:40:35 05-14-1999
THOMASVILLE BUSINESS PARK
PRE-CONSTRUCTION
RUNOFF CURVE NUMBER DATA
Composite Area:

AREA CN
SURFACE DESCRIPTION (acres)
-------------------------------- --------- ---
OFF-SITE AREA 3.27 89
ON-SITE AREA 33.03 74
COMPOSITE AREA ---) 36.30 75.4 ( 75 )
.;..;...;;.. ;..;:::•::
.. .. ... ..:.: .. ::.......
6-1
Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:40
Watershed file: --> C:\PONDPACK\98236\98236PRE.MOP
Hydrograph file: --> C:\PONDPACK\98236\10YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
>>>> Input Parameters..Used to Compute Hydrograph <<<<
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres)
---------------------------------- (hrs)
-------- (hrs)
-------- (in) I
--- (in)
- input/used

36.30 75.0
0.50
0.00 -------
5.20 1 -------
-
2.61 ----------
1.13 .13
* Travel time from subarea outfall to composite watershed outfall point.
I -- Subarea where user specified interpolation between Ia/p tables.
Total area = 36.30 acres or 0.05672 sq. mi
Peak discharge = 76 cfs
>>>> Computer Modifications
---------------------------------------- of Input
-------- Parameters <<<<<
----
-

Input
Values
Rounded
Values -------
-------------------
Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr)
---------------------- (hr)
--------- (hr)
--------- (hr)
-------- (Yes/No) Messages
-------------------------------
0.45 0.00 0.50 0.00 Yes --
* Travel time from subarea outfall to composite watershed outfall point.
r'
Quick TR-55 Version: 5.46 S/N: Page 2
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:40
Watershed file: --> C:\PONDPACK\98236\98236PRE.MOP
Hydrograph filer --> C:\PONDPACK\98236\1OYRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
)))) Summary oe Subarea Times to Peak ((((
Subarea
Peak Discharge at
Composite Outfall
(cfs)
--------------
76
Time to Peak at
Composite Outfall
(hrs)
------------
12.4
Composite Watershed
76
12.4
C-L
Quick TR-55 Version: 5.46 S/N: Page 3
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:40
Watershed file: --) C:\PONDPACK\98236\98236PRE.MOP
Hydrograph file: --> C:\PONDPACK\98236\10YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description hr
-
---
-
-- hr
-
----- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
---
-
-------
--
-
-
------
2
------------------------ -
3
-------
4
-------
7
-------
12
-------
23
-------
42
-------
66
------- -
-
76
----
-
Total (cfs) 2 3 4 7 12 23 42 66 -
76
- - -- ---- -
----- -
--- -
-----------------------
Subarea 12.5 -------
12.6 ------
12.7 -----
12.8 ---
13.0 -
13.2 -
-
-
13.4 ------
13.6 ------
13.8
Description hr hr hr hr .
- hr
------ hr
---
- hr
------- hr
- hr
------------------------
74 -------
59
- -------
44
--
- -----
-
34
---- -
21
------- --
-
15
-------
11
------- ------
9
------- ------
8
---
------------------------
Total (cfs) 74 --
----
59 --
--
44 ---
34
21
15
11
9 ---
8
------------------------
Subarea 14.0
Description hr -------
14.3
hr
- -------
14.6
hr -------
15.0
hr
-- -------
15.5
hr
------- -------
16.0
hr
------- -------
16.5
hr
------- -------
17.0
hr
------- ------
17.5
hr
---
------------------------
7 ----
--
6 -------
6 -----
5
-
5
-------
4
-------
4
-----
-
3
------- ---
3
---
------------------------
Total (cfs) 7 -------
6 -------
6 ------
5
5
4 -
4
3 ---
3
-------------------------------------------------------------------------------
Subarea 18.0 19.0 20.0 22.0 26.0
Description hr hr hr hr hr
- --------------------------------------------------------------------------
0
J V 2 L
-- - -- ------ ---------------- ----- -- - - - ---- - -- - - ----- ------ - - - - ------- ------- - ---
Total (cfs) 3 3 2 2 0
C. _ <
-ck TR-55 Version: 5.46 S/N: Page 4
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:40
Watershed filer --> C:\PONDPACK\98236\98236PRE.MOP
Hydrogr^aph file: --> C:\PONDPACK\98236\10YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
Time Flow Time Flow
(hrs) (cfs) (hrs)
-
----
- (cfs)
---------
--------
11.0 ---------
2 -
-
14.8 6
11.1 2 14.9 5
11.2 3 15.0 5
11.3 3 15.1 5
it 11.4 3 15.2 5
11.5 4 15.3 .5
11.6 4 15.4 5
11.7 5 15.5 5
11.8 6 15.6 5
11.9 7 15.7 5
12.0 12 15.8 4
12.1 23 15.9 4
12.2 42 16.0 4
12.3 66 16.1 4
12.4 76 16.2 4
12.5 74 16.3 4
12.6 59 16.4 4
12.7 44 16.5 4
12.8 34 16.6 4
12.9 27 16.7 4
13.0 21 16.8 3
13.1 18 16.9 3
13.2 15 17.0 3
13.3 13 17.1 3
13.4 11 17.2 3
13.5 10 17.3 3
13.6 9 17.4 3
13.7 8 17.5 3
13.8 8 17.6 3
13.9 8 17.7 3
14.0 7 17.8 3
14.1 7 17. 9 3
14.2 6 18.0 3
14..?, 6 18.1 3
14.4 C 18.2
14. 5, 6 18. 3 3
14.6 6 C -1" 18. 4 3

Quick TR-55.Version: 5.46 S/N:
Page 5
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 06:45:40
Watershed file: --> C:\PONDPACK\98236\98236PRE.MOP
Hydrograph file: --} C:\PONDPACK\98236\1OYRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
Time Flow'
(hrs)
-
-
-- (cfs)
---------
---
-
18. 6 3
18.7 3
18.8 3
18.9 3
19.0 3
19.1 3
19.2 3
19.3 3
19.4 3
19.5 2
19.6 2
19.7 2
19.8 2
19.9 2
20.0 2
20.1 2
20.2 2
20.3 2
20.4 2
20.5 2
20.6 2
20.7 2
20.8 2
20.9 2
21.0 2
21.1 2
21.2 2
21.3 2
21.4 2
21.5 2
21.6 2
21.7 2
21.8 2
21.9 2
22.0
22.1 2
22.2
22.3 2
C-- T
Time Flow
(hrs) (cfs)
22.4
22.5
22.6
22.7
22.8
22.9
23.0
23.1
23.2
23.3
23.4
23.5
23.6
23.7
23.8
23.9
24.0
24.1
24.2
24.3
24.4
24.5
24.6
24.7
24.8
24.9
25.0
25.1
25.2
25.3
25.4
25.5
25.6
`5. 7
25.8
.25. 9
2
2
2
2
2
2
2
1
i
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
i
1
0
0
0
0
0
0
0
0
0
0
Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:50
Watershed file: --> C:\PONDPACK\98236\PRE100 MOP
Hydrograph file: --> C:\PONDPACK\98236\i00YRPRE.HYD
THOMASVILLE BUSINESS PARK.
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
>>>> Input Parameters.,Used to Compute Hydrograph (((<
. Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres)
---------------------------------- (hrs)
-------- (hrs)
-------- (in) I
---------- (in)
--------- input/used
----------
36.30 75.0 0.50 0.00 7.50 1 4.59 1.09 .10
* Travel time from subarea outfall to composite watershed outfall point.
I -- Subarea where user specified interpolation between Ia/p tables.
Total area = 36.30 acres or 0.05672 sq. mi
Peak discharge = 138 cfs_
>>>> Computer Modifications
----------------------------------- of Input
-------- Parameters <<<<<
-------------------------------
-----
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr)
---------------------- (hr)
--------- (hr)
--------- (hr)
-------- (Yes/No) Messages
-------------------------------
0.45 0.00 0.50 0.00 No Computed Ia/p < .1
* Travel time from subarea outfall to composite watershed outfall point.

Quick TR-55 Version: 5.46 S/N: Page 2
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:50
Watershed file: --> C:\PONDPACK\98236\PRE100 MOP
Hydrograph file: --> C:\PONDPACK\98236\100YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
>>>> Summary of"Subarea Times to Peak <<<<
Subarea
--------------
Composite Watershed
Peak Discharge at
Composite Outfall
(cfs)
138
--------------
138
Time to Peak at
Composite Outfall
(hrs)
------------
12.4
P-Z
12.4
Quick TR-55 Version: 5.46 SIN: Page 3
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:50
Watershed file: --> C:\PONDPACK\98236\PRE100 MOP
Hydrograph file: --> C:\PONDPACK\98236\100YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12. 0 12.1 12.2 12.3 12.4
Description hr hr hr
------- hr
------- hr
------- hr
------ hr
-------- hr
------- hr
------
------------------------
4 -------
6 8
- 15
------ 24
------- 44
------ 80
-------- 122
------- 138
-----
-------------- -----------
Total (cfs) 4 -------
6 ---
---
8 -
15
24
44
80
122 -
138
---- ------- ------- ------- ------- ------- ------- ------
---------------
Subarea
Description
- ---------
12.5
hr ---
12.6
hr 12.7
hr
- 12.8
hr
------- 13.0
hr
------- 13.2
hr
------- 13.4
hr
------- 13.6
hr
------- 13.8
hr
------
---------
----- ---------
132 -------
105 ------
77
- 59
--- 36
------- 25
------- 19
------- 16
------- 14
------
---------------
Total (cfs) ---------
132 -------
105 ---
---
77 ----
59
- 36
------- 25
------- 19
------- 16
------- 14
------
---------------
Subarea
Description ---------
14.0
hr -------
14.3
hr ------
14.6
hr --- ---
15.0
hr
---- 15.5
hr
------- 16.0
hr
------ 16.5
hr
-------- 17.0
hr
------- 17.5
hr
------
--------------- ---------
12
- -------
11
---- ------
9
------ ----
8
-------- 8
------- 7
------- 6
------- 5
------- 5
------
---------------
Total (cfs) --------
12 ---
11 9 8
----- 8
------- 7
------ 6
-------- 5
------- 5
------
---------------
Subarea
Description ---------
18.0
hr -------
19.0
hr ------
20.0
hr
-
- ---
22.0
hr
-
----- 26.0
hr
--------

------

--------

-------

------
- - ----------
---------------
Total (cfs) ---------
5
---------
5 -------
4
-------
4 -
-
--
4
------
4 -
3
-------
3 0
--------
0
------
--------
-------
------

ick TR-55 Version: 5.46 S/N: Page 4
Return Frequency:- 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:50
Watershed file: --> C:\PONDPACK\9836\PRE100 MOP
Hydrograph fi-le: --> C:\PONDPACK\98236\1OOYRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
Time Flow Time Flow
(hrs)
- (cfs)
----- (hrs)
-------- (cfs)
---------
--------
11.0 ----
4 14.8 8
11.1 5 14.9 8
11.2 5 15.0 8
11.3 6 15.1 8
11.4 7 15.2 8
11.5 7 15.3 8
11.6 8 15.4 8
11.7 10 15.5 8
11.8 13 15.6 8
11.9 15 15.7 8
12.0 24 15.8 7
12.1 44 15.9 7
12.2 80 16.0 7
12.3 122 16.1 7
12.4 138 16.2 7
12.5 132 16.3 6
12.6 105 16.4 6
12.7 77 16.5 6
12.8 59 16.6 6
12.9 47 16.7 6
13.0 36 16.8 5
13.1 30 16.9 5
13.2 25 17.0 5
13.3 22 17.1 5
13.4 19 17.2 5
13.5 18 17.3 5
13.6 16 17.4 5
13.7 15 17.5 5
13.8 14 17.6 5
13.9 13 17.7 5
14.0 12 17.8 5
14.1 12 17.9 5
14.2 11 18.0 5
14.3 11 18.1 5
14.4 10 18.2 5
14.5 10 r, } 18.3 5
14. S 9
.. 1.8. 4
, ,, 5
Quick TR-55 Version: 5.46 S/N: Page 5
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:50
Watershed file: --> C:\PONDPACK\98236\PRE100 MOP
Hydrograph file: --> C:.\PONDPACK\98236\100YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
Time Flow~ Time Flow
(hrs)
------- (cfs)
--------- (hrs)
-------- (cfs)
---------
-
18.6 4 22.4 3
18.7 4 22.5 3
18.8 4 22.6 3
18.9 4 22.7 2
19.0 4 22.8 2
19.1 4 22.9 2
19.2 4 23.0 2
19.3 4 23.1 2
19.4 4 23.2 2
19.5 4 23.3 2
19.6 4 23.4 2
19.7 4 23.5 2
19.8 4 23.6 2
19.9 4 23.7 2
20.0 4 23.8 2
20.1 4 23.9 2
20.2 4 24.0 2
20.3 4 24.1 1
20.4 4 24.2 1
20.5 4 24.3 1
20.6 4 24.4 1
20. 7 4 24.5 1
20.8 4 24.6 1
20.9 4 24.7 1
21.0 4 24.8 1
21.1 3 24.9 1
21.2 3 25.0 1
21.3 3 25.1 1
21.4 3 25.2 1
21.5 3 25.3 1
21.6 3 25.4 0
21.7 3 25.5 0
21.8 3 25.6 0
21.9 3 25.7 0
22.0 3 25.8 0
22.1 25.9 0
22.2
22.3
r.!
Quick TR-55 Ver.5.46 S/N:
Executed: 08:4:11 05-14-1999
THOMASVILLE BUSINESS PARK
POST-CONSTRUCTION
RUNOFF CURVE NUMBER ORTA
Composite Area:
AREA CN
SURFACE DESCRIPTION (acres)
-------------------------------- --------- --
OFF-SITE AREA 3.27 89
ON-SITE IMPERVIOUS 28.90 95
ON-SITE LAWN AREA 12.40 74
COMPOSITE AREA ---> 44.57 88.7
( 89 )
C_i
Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:53:49
Watershed file: --> C:\PONDPACK\98236\POST10 MOP
Hydrograph file: --> C:\PONDPACK\98236\10YRPOST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
POST-CONSTRUCTION
>>>> Input Parameters-Used to Compute Hydrograph ((((
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres)
---------------------------------- (hrs)
-------- (hrs)
-------- (in) 1
---------- (in)
--------- input/used
---------

44.57 89.0
0.50
0.00
5.20 1
3.96 -
1.05 .10
* Travel time from subarea outfall to composite watershed outfall point.
I -- Subarea where user specified interpolation between Ia/p tables.
Total area = 44.57 acres or 0.06964 sq. mi
Peak discharge = 146 cfs
>>>> Computer Modifications
------------------- -------------------- of Input
-------- Parameters (((((
-

Input
Values
Rounded
Values --------
----------------------
Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr)
----------------------- (hr)
-------- (hr)
--------- (hr)
-------- (Yes/No) Messages
----------------------------

0.45
0.00
0.50
0.00 ---
No Computed Ia/p ( .1
* Travel time from subarea outfall to composite watershed outfall point.

Quick TR-55 Version: 5.46 S/N: Page 2
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:53:49
Watershed file: --> C:\PONDPACK\98236\POST10 MOP
Hydrograph file: --> C:\PONDPACK\98236\10YRPOST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
POST-CONSTRUCTION
>>>> Summary of Subarea Times
Peak Discharge at
Composite Outfall
Subarea (cfs)
-------------- --------------
146
-------------- --------------
Composite Watershed 146
to Peak <<(<
Time to Peak at
Composite Outfall
(hrs)
------------
12.4
------------
12.4

Quick TR-55 Version:' 5.46 S/N: Page 3
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:53:49
Watershed file: --> C:\PONDPACK\98236\POST10 MOP
Hydrograph file: --) C:\PONDPACK\9836\10YRPOST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
POST-CONSTRUCTION
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 1;2.1 12.2 1;2.3 12.4
Description hr
------------------------ hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
-

5
------------------------
6
-------
9
-------
16
-------
26
-------
47
-------
85
-------
129
------- -----
146

Total (cfs) 5
6
9
16
26
47
85
129 ------
146
---------------
Subarea ---------
12.5 -------
12.6 -------
12.7 -------
12.8 -------
13.0 -------
13.2' -------
13.4 -------
13.6 ------
13.8
Description
--------------- hr
--------- hr
-
---- hr
--
-- hr
-- hr
------ hr
----- hr
- hr hr

---------------
140
--------- -
-
111
------- -
--
82
------- ----
-
62
------- -
39
------- --
26
------- ------
20
------- -------
17
------- ------
15

Total (cfs)
140
ill
82
62
39
26
20
17 ------
15
--------------- ------- - - -
- -- -

Subarea --
14.0 ---
---
14.3 --
----
14.6 -------
15.0 --
---
15.5 -----
16.0 -
-----
16.5 -------
17.0 ------
17.5
Description
--------------- hr
--------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
-

---------------
13
--------
11
-
-
10
-
--
9
8
-----
7
-------
6
-------
6
------ -----
6

Total (cfs) -
13 --
---
11 -
---
10 -------
9 --
8
7
6 -
6 ------
6
------------------------
Subarea 18.0 -------
19.0 ------
20.0 ------------------------------------------
22.0 26.0
Description hr
- -------------------- hr
------- hr
----- hr hr
-------------------------------
--

5
----------
4 -
4 --
-
------
3 0
-
--------
--------------
Total (cfs) 5 ------
4 -------
4 -----------------
------
----------
3 0

ick TR-55 Version: 5.46 S/N: Page 4
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:53:49
Watershed file: --> C:\PONDPACK\98236\POST10 MOP
Hydrograph file: --> C:\PONDPACK\98236\10YRPOST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
POST-CONSTRUCTION
Time Flow Time Flow
(hrs)
-------- (cfs)
--------- (hrs)
-------- (cfs)
---------
11.0 5 14.8 9
11.1 5 14.9 9
11.2 6 15.0 9
11.3 6 15.1 9
11.4 7 15.2 9
11.5 8 15.3 8
11.6 9 15.4 8
11.7 11 15.5 8
11.8 14 15.6 8
11.9 16 15.7 8
12.0 26 15.8 7
12.1 47 15.9 7
12.2 85 16.0 7
12.3 129 16.1 7
12.4 146 16.2 7
12.5 140 16.3 6
12.6 111 16.4 6
12.7 82 16.5 6
12.8 62 16.6 6
12.9 50 16.7 6
13.0 39 16.8 6
13.1 32 16.9 6
13.2 26 17.0 6
13.3 23 17.1 6
13.4 20 17.2 6
13.5 19 17.3 6
13.6 17 17.4 6
13.7 16 17.5 6
13.8 15 17.6 6
13.9 14 17.7 6
14.0 13 1r.8 5
14.1 is 5
14.2 12 1a.0 5
14. 3 11 13.1 5
14.4 11 18.2 5
1.4.5 112 1113.3 5
t4.6 10 ?- `? 18.4 5
Quick TR-55 Version: 5.46 S/N:
Page 5
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:53:49
Watershed file: -) .C:\PONDPACK\98236\POST'10 MOP
Hydrograph file: --> C:\PONDPACK\98236\10YRPOST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
POST-CONSTRUCTION

Time Flow
(hrs)
----- (cfs)
---------
---
18.6 4
16.7 4
18.8 4
18.9 4
19.0 4
19.1 4
19.2 4
19.3 4
19.4 4
19.5 4
19.6 4
19.7 4
19.8 4
19.9 4
20.0 4
20.1 4
20.2 4
20.3 4
20.4 4
20.5 4
20.6 4
20.7 4
20.8 4
20.9 4
21.0 4
21.1 3
21.2 3
21.3 3
`1.4 J
21.5 3
21.6 3
21.7 3
21.8 3
21.9 3
22.0 3
VL. 1
L 2. 2
2 L. 3 3
3
r3

Time Flow
(hrs)
------ (cfs)
---------
--
22.4 3
22.5 3
22.6 3
22.7 2
22.8 2
22.9 2
23.0 2
23.1 2
23.2 2
23.3 2
23.4 2
23.5 2
23.6 2
23.7 2
23.8 2
23.9 2
24.0 2
24.1 1
24.2 1
24.3 1
24.4 1
24.5 1
24.6 1
24.7 1
24.8 1
24.9 1
25.0 1
25.1 1
5 1
25.3 1
25.4 0
25.5 0
25.6 0
1.5. / 0
25.8 0
25.9 0
Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
Watershed file: --) C:\PONDPACK\98236\POST100 MOP
Hydrograph file: --> C:\PONDPACK\98236\100YRPST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
>>>> Input Parameters,Used to Compute Hydrograph (<<(
Subarea AREA CN Tc Tt Precip. I Runoff Ia/p
Description (acres)
---------------------------------- (hrs)
-------- (hrs)
-------- (in) I
---------- (in)
--------- input/used
----------
44.57 89.0 0.50 0.00 7.50 1 6.20 1.03 .10
* Travel time from subarea outfall to composite watershed outfall point.
I -- Subarea where user specified interpolation between Ia/p tables.
Total area = 44.57 acres or 0.06964 sq.mi
Peak discharge = 228 cfs
>>>> Computer Modifications of Input Parameters (<<(<
-------------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
-------------------------------------------------------------------------------
0.45 0.00 0.50 0.00 No Computed Ia/p < .1
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point.
T^ -
Quick TR-55 Version: 5.46 S/N: Page 2
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
Watershed file: --> C:\PONDPACK\98236\POST100 MOP
Hydrograph file: --> C:\PONDPACK\98236\1.00YRPST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
>>>> Summary of Subarea Times to Peak <<<<
Subarea
Peak Discharge at
Composite Outfall
(cfs)
--------------
--------------
228
Time to Peak at
Composite Outfall
(hrs)
Composite Watershed
C -?
12.4
------------
12.4
Quick TR-55 Version: 5.46 S/N: Page 3
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
Watershed file: --> C:\PONDPACK\98236\POST100 MOP
Hydrog.raph file: --> C:\PONDPACK\98236\100YRPST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description hr
------
- hr
------- hr
------- hr
------- hr.
------- hr
------ hr
------- hr
-------- hr
------
---------------
--
7 10 14 25
---- 41
-------- 73
------ 133
------- 202
-------- 228
------
------------------------
Total (cfs) 7 -------
10 -------
14 --
25 41 73 133 202 228
- ---- ------- ------- ------- ------- ------
-----------
------------
Subarea 12.5 -------
12.6 -------
12.7 ---
12.8 13.0 13.2 13.4 13.6 13.8
Description hr
--------------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------
---------
.219 174 128 98
----- 60
------- 41
------- 32
------- 26
------- 23
------
------------------------
Total (cfs) 219 -------
174 -------
128 --
98 60 41 32 26 23
------------------------
Subarea 14.0 -------
14.3 ------
14.6
Description hr
------------------------ hr
------- hr
------
20 18
--- 16
------
------------------------
Total (cfs) 20 ----
18 16
--------
15. 0 -------
15.5 -------
16.0 -------
16.5 -------
17.0 ------
17.5
hr hr hr
--- hr
------- hr
------- hr
------
--------
14 -------
13 ----
11
------ 10
------- 9
---
--- 9
------
--------
14 -------
13 -
11 10 7
9 9
------------------------------------
Subarea 18.0 19.0 20.0
Description hr hr hr
- --------------------------------
8 7 6
------------------------------------
Total (cfs) 8 7 6
--------
22 . 0 -----
26.0
hr
------ hr
------
-
5 0
--
-------
5 ----
0
r_i
-ick TR-55 Version: 5.46 S/N: Page 4
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
Watershed file:. --> C:\PONDPACK\9836\POST100 MOP
Hydrograph file: --> C:\PONDPACK\98236\100YRPST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
Time Flow Time Flow
(hrs)
--- (cfs)
--------- (hrs)
-------- (cfs)
---------
-----
11.0 7 14.8 15
11.1 8 14.9 14
11.2 9 15.0 14
- 11.3 10 15.1 14
11.4 11 15.2 14
11.5 13 15.3 13
11.6 14 15.4 13
11.7 18 15.5 18
11.8 21 15.6 13
11.9 25 15.7 12
12.0 41 15.8 12
12.1 73 15.9 11
12.2 133 16.0 11
12.3 202 16.1 11
12.4 228 16.2 11
12.5 219 16.3 10
12.6 174 16.4 10
12.7 128 16.5 10
12.8 98 16.6 10
12.9 79 16.7 10
13.0 60 16.8 9
13.1 50 16.9 9
13.2 41 17.0 9
13.3 36 17.1 9
13.4 32 17.2 9
13.5 29 17.3 9
13.6 26 17.4 9
13.7 24 17.5 9
13.8 23 17.6 p
7
13.9 22 17.7 9
14.0 20 17.8 8
14.1 19 17.9 8
14.2 19 18.0 8
14.3 18 18.1 8
14.4 17 18. ;= 8
14.5 17 _ 18.3 3
14. c - i8.*
Quick TR-55 Version: 5.46 S/N: Page 5
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
Watershed file: --> C:\PONDPACK\98236\POSTI00 MOP
Hydrograph file: --> C:\PONDPACK\98236\100YRPST'.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
Time Flow
(hrs)
-- (cfs)
---------
------
18. 6 7
18.7 7
18.8 7
18.9 7
19.0 7
19.1 7
19.2 7
19.3 7
19.4 7
19.5 6
19.6 6
19.7 6
19.8 6
19.9 6
20.0 6
20.1 6
20.2 6
20.3 6
20.4 6
20. 5 6
20.6 6
20.7 6
20.8 6
20.9 6
21.0 6
21.1 5
21.2 5
21.3 5
21.4 5
21.5 5
21.6 5
21.7 5
21.8 5
21.9 5
22. 0
c,
22.1 5
?i. 5
L'
L • .J c
J
C
Time Flow
(hrs)
------- (efs)
---------
-
22. 4 4
22.5 4
22.6 4
22.7 4
22.8 4
22.9 4
23.0 4
23.1 4
23.2 4
23.3 ,3
23.4 3
23.5 3
23.6 3
23.7 3
23.8 3
23.9 3
24.0 2
24.1 2
24.2 2
24.3 2
24.4 2
24.5 2
24.6 2
24.7 2
24.8 2
24.9 1
25.0 1
25.1 1
25.2 1
25. 3 1
25.4 1
25.5 1
c5. 6 0
25.7 0
25.8 0
25.9 0
POND-2 Version.: 5.17 S/N:
E IHJTED: 05-14-1999 12:55:40
THOMASVILLE BUSINESS PARK
* WATER QUALITY POND
* 10 YEAR STORM ROUTING
Inflow Hydrograph: c:\pondpack\98236\iOYRPOST.HYD
Rating Table file: c:\pondpack\9836\9836 PND
----INITIAL CONDITIONS----
Elevation = 866.0 ft
Outflow = 0.00 of s
Storage = 144, 839 cl_t-ft
GIVEN POND DATA
IELEVATIONI OUTFLOW I STORAGE I
I (ft) I
i--------- 1 (cfs) I
--------- 1 (cu-ft) I
---------- I
1 866.20 1 0.0 1 144, 8381
1 866.60 1 0.0 1 164,2791
867.00 1 0.0 1 184, 8531
1 867.40 1 0.0 1 206, 6021
1 867.80 1 0.0 1 229, 5481
1 86a.20 1 0.0 1 253, 7331
1 868.60 1 6.9 1 279, 1251
1 869.00 1 24.5 1 305, 6001
1 869.40 1 48.3 1 333,1811
1 869.80 1 59.6 1 361, 884 1
1 870.10 1 61.0 1 384, 1641
1 870.20 1 63.4 1 391, 739 1
1 870.60 1 85.5 1 422, 7651
1 871.00 1 118.8 1 454, 9 7 9 1
1 871.40 1 160.0 1 488, 4131
1 871.80 1 208.0 1 523, 079 1
1 872.20 1 261.7 1 559, 0121
1 872.60 1
---------- 320.6 1
---------- 596, 2271
----------
Rage 1
INTERMEDIATE ROUTING
COMPUTATIONS
I 2S/t I 2S/t + 0 1
1 (cfs) i
I------------I (cfs) I
----------
-

1 804.7 1 --
1
804.7 1
1 91-2.7 1 912.7 1
1 1027.0 1 1027.0 I
1 1147.8 1 1147.8 1
1 1275.3 1 1275.3 1
1 1409.6 1 1409.6 1
1 1550.7 1 1557.6 1
1 1697.8 1 172.3 1
1 1851.0 1 1899.3 1
1 2010.5 1 2070.1 1
1 2134.2 1 2195.2 1
1 2176.3 1 2239.7 1
1 2348.7 1 2434.2 1
1 2527.7 1 2646.5 1
1 2713.4 1 2873.4 1
1 2906.0 1 3114.0 1
1 3105.6 1 3367.3 1
1 3312.4 1
------------- 3633.0 1
-------------
Time increment (t) = 0.100 hrs.
POND-2 Version: 5.17 S/N:
MUTED: 05-14-1999 12:55:40
Page 6
**************** SUMMARY OF ROUTING COMPUTATIONS *****************
Pond File: c:\pondpack\9836\9836 PND
Inflow Hydrograph: c:\pondpack\98236\10YRPOST.HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
Starting Pond W. S. Elevation = 866.20 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 146.00 cfs
Peak Outflow = 60.85 cfs
Peak Elevation = 870.07 ft
***** Summary of Approximate Peak Storage *****
Initial Storage 144,839 cu-ft
Peak Storage From Storm = 236,948 cu-ft
- -------------
Total Storage in Pond = 381,787 cu-ft
Warning: Inflow hydrograph truncated on left side.
r
FOND-2 Version: 5.17 S/N: Rage 7
Pond File: c:\pondpack\98236\9836 PND
Inflow Hydrograph: c:\pondpack\98236\10YRPOST.HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
EXECUTED: 05-14-1999
Peak Inflow = 146.00 cfs 12:55:40
Peak. Outflow 60.85 cfs
Peak Elevation = 870.07 ft
0 15 30 45 60 75 90
11.7 -Ix
Ix
11.8 -1x
Ix
11.9 -1x
ix
12.0 -Ix
Ix
12.1 -Ix
ix
12.2 -Ix
Ix
1 -1x
I x
i -f x
x
12.5 -1 x
I x
12.6 -1 x
I x
12.7 -1 x
I x
12.8 -1 x*
I * x
12.9 -1 * x
I * x
13.0 -I * x
I * x
13.1 - I * x
I * x
13.2 -1 * x
I * x
13.3 -1 * x
I * x
13.4 -1 * x
I * x
13.5 -1 * x
I # x
1 -I * x
I
TIME
(hrs)
File: c:\oondoack\98236\.10YRPOST.HYD
x F41e: r_;`,onndoa !?\'?t33c\OIJT .!-!YD
105 120
- I ----- I -
Flow (cfs)
135 150 165
-1----- I----- I-

nmax = 146.01 cfs
!max = 171. ".3 cf s
POND-2 Version: 5.17 S/N:
E-JTED: 05-14-1999 13:01:18
* THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM ROUTING
Inflow Hydrograph: c:\pondpack\9836\100YRPST.HYD
Rating Table file: c:\pondpack\98236\98236 PND
----INITIAL CONDITIONS----
Elevation = 866.20 ft
Outflow = 0.00 cfs
Storage = 144,839 cu-ft
GIVEN POND DATA
IELEVATIONI OUTFLOW 1 STORAGE I
I (ft) I (cfs) I
---- I (cu-ft) i
---------- I
1 --------- I
1 866.20 1 -----
0.0 1 144, 8381
t 866.60 1 0.0 1 164, 279 1
1 867.00 1 0.0 1 184, 8531
1 867.40 1 0.0 1 206, 6021
1 867.80 1 0.0 1 229, 5481
1 868.20 1 0.0 1 253, 7331
1 868.60 1 6. 9 1 279, 1251
1 869.00 1 24.5 1 305, 6001
1 869.40 1 48.3 1 333,1811
1 869.80 1 59.6 1 361, 8841
1 870.10 1 61.0 1 384, 1641
1 870.20 1 63.4 1 391, 739 1
1 870.60 1 85.5 1 422, 765 1
1 871.00 1 118.8 1. 454, 979 1
1 871.40 1 160.0 1 488, 4131
1 871.80 1 208.0 1 523, 079 1
1 872.20 1 261.7 1 559, 0121
1 871.60 1

- -- - - ----
---------- 320.6 1

-- --------
---------- 596, 227 1

----------
----------
Page 1
Page
INTERMEDIATE ROUTING
COMPUTATIONS
2S/t I 2S/t + 0 I
I (cfs) I
I (cfs) I
-------------I
I------------
I 804.7 1 804.7 1
1 912.7 1 912.7 1
1 1027.0 1 1027.0 1
1 1147.8 1 1147.8 1
1 1275.3 1 1275.3 1
1 1409.6 1 1409.6 1
1 1550.7 1 1557.6 1
1 1697.8 1 1722.3 1
1 1851.0 1 1899.3 1
1 2010.5 1 2070.1 1
1 2134.2 1 2195.2 1
1 2176.3 1 2239.7 1
1 2348.7 1 434.2 1
1 2527.7 1 2646.5 1
1 2713.4 1 2873.4 1
1 2906.0 1 3114.0 1
1 3105.6 1 3367.3 1
1 3312.4 1
------------- 3633.0 1
-------------
Time increment (t) = 0.100 hrs.
T
D-2 Version: 5.17 S/N:
Page 4
II: 05-14-1999 13:01:18
d ,L le: c:\pondpack\98;=36\98236 PND
low Hydrograph: c:\pondpack\98836\.100YRPST.HYD
flow Hydrograph: c:\pondpack\98236\OUT HYD
LOW HYDROGRAPH ROUTING COMPUTATIONS
IME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI
-irs) I
-----1- (cfs) I I
--------I I- (cfs) I
--------I- (cfs)
---------- I (cfs) I
-I---- (cfs) I (ft) I

.100 1
6.001 1
12.0 1
1536.5 -------1
1 1549.51 ---------
6.52 I---------I
1 86 8. 58 1
.200 1 6.001 1 12.0 1 1535.5 1 1548.51 6.48 1 868.58 1
.300 1 6.001 1 12.0 1 1534.7 1 1547.51 6.43 1 868.57 1
.400 1 6.001 1 12.0 1 1533.9 1 1546.71 6.39 1 86 8. 57 1
.500 1 6.001 1 12.0 1 1533.2 1 1545.91 6.35 1 86 8. 57 1
.600 1 6.001 1 12.0 1 1532.5 1 1545.21 6.32 1 868.57 1
.700 1 6.001 1 12.0 1 1532.0 1 1544.51 6.29 1 86 8. 56 1
.800 1 6.001 1 12.0 1 1531.4 1 1544.01 6.26 1 86 8. 56 1
.900 1 6.001 1 12.0 1 1530.9 1 1543.41 6.24 1 868.56 1
.000 1 6.001 1 12.0 1 1530.5 1 1542.91 6.22 1 868.56 1
.100 1 5.001 1 11.0 1 1529.2 1 1541.51 6.15 1 868.56 1
.200 1 5.001 1 10.0 1 1527.1 1 1539.21 6.04 1 86 8. 55 1
.300 1 5. 00 1 1 10.0 1 1525.2 1 1537.11 5.95 1 868.54 1
,400 1 5.001 1 10.0 1 1523.5 1 1535.21 5.86 1 868.54 1
1 5.001 1 10.0 1 1522.0 1 1533.51 5.78 1 86 8. 53 1
1 5.001 1 10.0 1 1520.6 1 1532.01 5.70 1 86 8. 53 1
1 5.001 1 10.0 1 1519.3 1 1530.61 5.64 1 868.53 1
800 1 5.001 1 10.0 1 1518.1 1 1529.31 5.58 1 86 8. 52 1
900 1 5. 00.1 1 10.0 1 1517.1 1 1528.11 5.53 1 868.52 1
000 1 5.001 1 10.0 1 1516.1 1 1527.11 5.48 1 86 8. 52 1
100 1 5.001 1 10.0 1 1515.3 1 1526.11 5.43 1 868.51 1
200 1 5.001 1 10.0 1 1514.5 1 1525.31 5.39 1 868.51 1
300 1 5.001 1 10.0 1 1513.8 1 1524.51 5.36 1 868.51 1
400 1 4.001, 1 9.0 1 1512.2 1 1522.81 5.28 1 868.51 1
500 1 4.001 1 8.0 1 1509.9 1 1520.21 5.16 1 86 8. 50 1
600 1 4.001 1 8.0 1 1507.8 1 1517.91 5.05 I 86 8. 49 1
700 1 4. 00 1 1 8.0 1 1505.9 1 1515.81 4.95 1 86 8. 49 1
800 1 4. 00 1 1 8.0 1 1504.2 1 1513.91 4.86 1 86 8. 48 1
900 1 4. 00 1 1 8.0 1 1502.6 1 1512.21 4.78 1 868.48 1
000 1 4. 00 1 1 8.0 1 1501.2 1 1510.61 4.71 1 86 8. 47 1
100 1 4. 00 1 1 8.0 1 1499.9 1 1509.21 4.64 1 868.47 1
200 1 4. 00 1 1 8.0 1 1498.7 1 1507.91 4.58 1 86 8. 47 1
300 1 3. 00 1 1 7.0 1 1496.8 1 1505.71 4.48 1 868.46 1
400 1 3. 00 1 1 6.0 1 149 4. 1 1 1502.81 4.34 1 86 8. 45 1
500 1 3. 00 1 1 6.0 1 1491.7 1 1500.11 4.22 1 86 8. 44 1
600 1 3. 00 1 1 6.0 1 1489.4 1 1497.71 4.10 1 868.44 1
700 1 3. 00 1 1 6.0 1 1487.4 1 149 5. 4 1 4.00 1 868.43 1
800 1 3. 00 1 1 6.0 1 1485.6 1 149 3. 4 1 3.91 1 86 8. 43 I
900 1 3. 00 1 1 6.0 1 1484.0 1 1491. 6 i 3.82 1 868. 42 1
0 2.001 1 5.0 1 1481.6 1 1489.01 ?.70 1 868.41 1
1 2.001 I 4.0 ! 1478. J ! 1485.6 I 54
ti . 1 ?? 6 tr. 41
2.001 1 4.0 1 1475.7 1 145c.51 ?.40 1 565.40 i
300 1 2.01-411 i 'I 2 74 . _
400 1 2. 00 1 1 4. 0, (?ZI. 4 I 1 +7 7. 2- Pi I

1 0 14) I

C-`I 1(:I 1 i
`.

'!. 'r l 1
I
pi
1 b. 8

=!. ''

. "i 74. _

-14

.? 1
600

----

-------

_4 Li LZI 9
G. v 1
.._ a ..
... :.J I
POND-2 Version: 5.17 S/N: Page 7
Pond File: c:\pondpack\9 836\98236 PND
Inflow Hydrograph: c:\pondpack\98236\100YRPST .HYD
Outflow Hydrograph: c:\pondpack\9836\OUT HYD
EXECUTED: 05-14-1999
Peak Inflow = 228.00 cfs 13:01:18
Peak Outflow = 133.66 cfs
Peak Elevation = 871.14 ft
Flow (cfs)
0 25 50 75 100 125 150 175 200 225 250 275

11.7 1
-Ix
Ix
11.8 -1x
Ix
11.9 -1x
Ix
12.0 -Ix
Ix
12.1 -Ix
ix
12.2 -Ix
I x
1 -.I x
I x
12.4 -I x
x
12.5 -1 x
I x
12.6 -1 x
I x
12.7 -1 *x
i x
12.8 -1 x
I * x
12.9 -1 * x
I * x
13.0 -1 * x
i * x
13.1 -1 * x
1 x
13.2 -1 * x
I * x
13.3 -1 x
I * x
13.4 -1 * x
I x
1..3.5 -1 ? x
1 x
1 -I * x
TIME
(hrs )
File. and pack98'2,6'`•.100YRIDST, HYD Qmax =
ra'` 0 1-2G. u, cf
C C= 1@. .
C. .u0nda??C?t? .!-4YD DITIlx = i
POND-2 Version: 5.17
1/N:
THOMASVILLE BUSINESS PARK
WATER QUALITY FOND
CALCULATED 05-14-1999 09:08:51
DISK FILE: c:\pondpack\98236\98236 VOL
Planimeter scale: 1 inch = i ft.

Elevation Planimeter Area Al+A2+sgr(Ai*A2) Volume
(ft) (sq.in.) (sq.ft) (sq.ft)
----------- (cubic-ft)
------------
----------
860. 00 --------------
2,026.00 --------
2,026 --------
0 0
862.20 17, 976.00 17,976 26,037 19,094
866.20 47, 203.00 47,203 94,308 125,$745
868.30 62, 823.00 62,823 164,482 115,136
872.80 96, 294.00 96,294 236,895 355,343
Volume Sum
(cubic-ft)
0
19,094
144,838
259,974
6159317
2
IA = (sq.rt(Area1) + ((Ei-E1)1(E2-E1))*(sq.rt(Area2)-sq.rt(Areal)).)
where: E1, E2 = Closest two elevations with planimeter data
Ei = Elevation at which to interpolate area
Areal,Area2 = Areas computed for E1, E2, respectively
in = Interpolated area for Ei
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL-2-ELI) * (Areal + Areal + sq.rt.(Areai*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2

Outlet Structure File: 98236 STR
Version: 5.17 S/N:
Executed: Time Executed:
***** COMPOSITE OUTFLOW SUMMARY ****
Elevation (ft)
-------------- Q (cfs)
------- Contributing Structures
---

866.20
0.0 ---------------------
866.60 0.0
867.00 0.0
867.40 0.0
867.80 0.0
868.20 0.0
868.60 6.9 1
869.00 24.5 1 .-
869. 40 48.3 1
869.80 59.6 2
870.10 61.0 2 +4
870.20 63.4 2 +4
870.60 85.5 2 +4
871.00 118.8 2 +4
871.40 160.0 2 +4
871.80 208.0 2 +4
872.20 261.7 2 +4
872.60 320.6 2 +4
872.80 0.0
J ` ?
Outlet Structure File: 98236 STR
FOND-2 Version: 5.17 S/N:
Date Executed Time Executed:
MM Structure No. 4 MM
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev. (ft)? 868.3
E2 elev. (ft)? 872.8
Weir coefficient? 3
Weir elev. (ft)? 870.1
Length (ft)? 21
Contracted/Suppressed (C/S)? S
r
Outlet Structure F i l e : 98236 . STR
POND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
Outflow Rating Table for Structure #1
STAND PIPE Stand Pipe with weir or orifice flow
***** INLET CONTROL ASSUMED *****
Elevation (ft)
Q (cfs) Computation Messages
866.20 0.0 E ( Inv. El. = 868.3
866.60 0.0 E ( E1=868.3
867.00 0.0 E ( E1=868.3
867.40 0.0 E ( E1=868.3
867.80 0.0 E ( E1=868.3
868.20 0.0. E ( E1=868.3
868.60 6.9 Weir: H =.3
869.00 24.5 Weir: H =.7
869.40 48.3 Weir: H =1.1
869.80 74.1 Orifice: H =1.5
870.10 81.2 Orifice: H =1.8
870.20 83.4 Orifice: H =1.9
870.60 91.8 Orifice: H =2.3
871.00 99.4 Orifice: H =2.7
871.40 106.5 Orifice: H =3.1
871.80 113.2 Orifice: H =3.5
872.20 119.5 Orifice: H =3.9
872.60 125.5 Orifice: H =4.3
872.80 0.0 E = or ) E2=872.8
Weir Cw = 3.33 Weir length = 12.56637 ft
Orifice Co = .6 Orific e area = 12.56637 sq.ft.
Q (cfs) = (Cw * L * H**1 .5) or (Co * A * sgr(2*g*H))
No transition used, tran sition height = 0. 0
Weir equation = Orifice equation @ elev.= 869.7459 ft
Outlet Structure File: 98236 STR
FOND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
Outflow Rating Table for Structure #2
ORIFICE Orifice - Based on Area and Datum Elevation
Elevation (ft)
Q (cfs) Computation Messages
866.20 0.0 E ( E1=868.3
866.60 0.0 E ( E1=868.3
867.00 0.0 E ( E1=868.3
867.40 0.0 E ( E1=868.3
867.80 0.0 E ( E1=868.3
868.20 0.0 E ( E1=868.3
868.60 53.7' H =5.15
869.00 55.7 H =5.55
869.40 57.7 H =5.95
869.80 59.6 H =6.35
870.10 61.0 H =6.65
870.20 61.4 H =6.75
870.60 63.2 H =7.150
871.00 65.0 H =7.55
871.40 66.7 H =7.95
871.80 68.3 H =8.35
872.20 69.9 H =8.75
872.60 71.5 H =9.150
872.80 0.0 E = or ) E2=872.8
C = .6 A = 4.91 sq. ft.
H (ft) = Table elev. - Datum elev. ( 863.45 ft )
0 (cfs) = C * A * sgr(2g * H)

Outlet Structure File: 9836 . STR
FOND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
Outflow Rating Table for Structure #4
WEIR-VR Weir - Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft)
866.20
866.60
867.00
867.40
867.80
868. 20
868.60
869.00
869.40
869.80
870.10
870.20
870.60
871.00.
871.40
871.80
872.20
872.60
872. 80
a (cfs) Computation Messages
-----------------
-------
0.0 ---
E -
( Inv. E1. = 870.1
0.0 E ( Inv. E1. = 870.1
0.0 E ( Inv. E1. = 870.1
0.0 E ( Inv. E1. = 870.1
0.0 E ( Inv. E1. = 870.1
0. 0° E ( Inv. E1. = 870.1
0.0 E ( Inv. E1. = 870.1
0.0 E ( Inv. E1. = 870.1
0.0 E ( Inv. E1. = 870.1
0.0 E ( Inv. E1. = 870.1
0.0 H =0.0
2.0 H =.1
22.3 H =.5
53.8 H =.9
93.4 H =1.3
139.6 H =1.7
191.7 H =2.1
249.0 H =2.5
0.0 E = or > E2=872.8
C = 3 L (ft) = 21
H (ft) = Table elev. - Invert elev. ( 870.1 ft >
Q (cfs) = C * L * (H**1.5) -- Suppressed Weir
,s

Outlet Structure File: 982236 STR
FOND-2 Version: 5.17 S/N:
Date Executed: Time Executed:.
Outflow Rating Table 3
Table 3 = 1 ? 2
Elevation (ft)
------ Q (cfs)
-------
--------
866.20 0.0
866.60 0.0
867.00 0.0
867.4o 0.0
867.80 0.0
868.20 0.0-
868.60 6.9
869.00 24.5
869.40 48.3
869.80 59.6
870.10 61.0
870.20 61.4
870.60 63.2
871.00 65.0
871.40 66.7
871.80 68.3
872.20 69.9
872.60 71.5
872.80 0.0
Contributing Structures
1
1
i
2
2
2
2
2
2
2
2
2

1
Outlet Structure File: 98236 .STR
FOND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
Outflow Rating Table 5
Table 5 = 3 + 4
Elevation (ft) Q (cfs)
866. 20
866.60
867.00
867.40
S67.80
868.20
868.60
869.00
869.40
869.80
870.10
870.20
870.60
871.00
871.40
871.80
872.20
872.60
872. 80
0.0
0.0
0.0
0. 0
0.0
0.0-
6.9
24.5
48.3
59.6
61.0
63.4
85.5
116.8
160.0
208.0
261.7
320.6
0.0
Contributing Structures
1
1
1
2
2 +4
2 +4
2 +4
2 +4
2 +4
2 +4
2 +4
2 +4
THOMASVILLE BUSINESS PARK
THOMASVILLE, NC
DAVIDSON COUNTY
MAY, 1999
WATER QUALITY POND SUMMARY:
TIME OF CONCENTRATION = 0.45 HR (SEE APPENDIX A)
PRE-CONSTRUCTION:
OFF-SITE AREA = 3.27 AC
ON-SITE AREA = 33.03 AC
36.30 AC
10 YEAR STORM RUNOFF = 76
100 YEAR STORM RUNOFF _ = 138
(CN = 89)
( CN=74)
(CN = 75) (SEE APPENDIX B)
CFS (SEE APPENDIX C)
CFS (SEE APPENDIX D)
POST-CONSTRUCTION:
OFF-SITE AREA = 3.27 AC (CN = 89)
ON-SITE AREA (BUILT-UPON) = 28.90 AC (CN = 95)
ON-SITE AREA (NONBUILT-UPON) = 12.40 AC (CN = 74)
44.60 AC (CN = 89) (SEE APPENDIX E)
POND INFLOW:
10 YEAR STORM RUNOFF = 146 CFS (SEE APPENDIX F)
100 YEAR STORM RUNOFF = 228 CFS (SEE APPENDIX G) .
POND OUTFLOW:
10 YEAR STORM RUNOFF = 61 CFS ] (SEE APPENDIX H)
100 YEAR STORM RUNOFF = 134 CFS (SEE APPENDIX 1)
*FOR POND AND STRUCTURE DATA SEE APPENDIX J
DISCHARGE SUMMARY AT WESTERN PROPERTY LINE:
PRE-CONSTRUCTION:
C = 0.35
AREA = 25.17 AC
1(10) = 5.8 IN/HR
• Q(10) = 51 CFS
POST-CONSTRUCTION:
(SEE PIPING TABLE ON SHEET 2 OF 3 ON
EROSION CONTROL PLAN.)
Q(10) = 54 CFS
PERMANENT WET DETENTION POND DESIGN - JAN., 1997
GUILFORD COUNTY
PLANNING & DEVELOPMENT DEPARTMENT
PROJECT: THOMASVILLE BUSINESS PARK INDEX NO: 99025
CHECKED BY: TRG
LOCATION: RALEIGH ROAD AND 1-85 DATE: 5/14/99
THOMASVILLE, NC - DAVIDSON COUNTY REVISED:
TOTAL SITE AREA = 60.43 acres WATERSHED = YADKIN
PROPOSED BUILT UPON AREA = 4.30 acres CLASSIFICATION : WS - NONE
FUTURE BUILT UPON AREA = 26.20 acres
TOTAL ON-SITE BUILT UPON AREA = 42.30 acres
PERCENT BUILT UPON TOTAL = 70.00°x6
TOTAL BUILT UPON IN DRAINAGE AREA = 30.50 acres
ERCENT BUILT-UPON (DA.) (OF TOTAL)= 50.47% (GWANVCA) = NONE
ON-SITE DRAINAGE AREA TO POND = 41.33 acres MAX. OFF-SITE B.U% = 70%
OFF-SITE DRAINAGE AREA TO POND = 3.27 acres
TOTAL WATERSHED AREA TO POND = 44.60 acres
DISTURBED AREA = 40.00 acres
TEMP. SED. STOR. USED (Y/N Y
TEMPORARY SEDIMENT STORAGE
PERMANENT SEDIMENT STORAGE
PERMANENT WATER QUALITY
COMPOSITE B.U. % _
DEPTH (minimum 3 feet)
SA/DA (Figure 5.6-2)
TEMPORARY WATER QUALITY
PRINCIPAL SPILLWAY
TYPE
DESIGN STORM
RAINFALL INTENSITY
RUNOFF COEFFICIENT
EMERGENCY SPILLWAY
TYPE
DESIGN STORM
RAINFALL INTENSITY
RUNOFF COEFFICIENT
POND DATA
ELEV. @ BOT. OF POND = 860
ELEV.@ BOT. OF PSS = 860
ELEV. @ BOT. OF PWQ = 862.2
ELEV. @ BOT. OF TWQ = 866.2
ELEV. @ TOP. OF TWQ = 868.3
ELEV. @ EMER. SPILLWAY = 870.1
ELEV. @ TOP OF DAM = 872.4
INVERT OF BARREL = 862.2
0.5 acre-inch per disturbed acre
0.125 acre4n per total drainage area
73.52 percent
4.0 feet
2.27 percent
1.0 Inch rainfall to be controlled
X corrugated aluminum
reinforced concrete
10 year
5.8 inches per hour
0.7
X grass lined
rip-rap lined
100 year
7.8 inches per hour
0.7
SURFACE AREA = 2026 SF
SURFACE AREA = 2026 SF
SURFACE AREA= 17976 SF
SURFACE AREA = 47203 SF
SURFACE AREA = 62823 SF
Page 1
POND DESIGN
VOLUME PROVIDED
ELEV. @ BOT. OF POND= 860.00 SURFACE AREA = 2026 Square Feet
ELEV. @ BOT. OF TWQ = 866.20 SURFACE AREA = 47203 Square Feet
ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE = 114457 Cubic F
. ,
VOLUME PROVIDED
ELEV. @ BOT. OF PSS = 860.00
ELEV. @ BOT. OF PWQ = 862.20
SURFACE AREA = 2026 Square Feet
SURFACE AREA = 17976 Square Feet
VOLUME PROVIDED = 22002
NORMAL POOL ELEVATION =
SURFACE AREA PROVIDED =
866.20
:?.eu?RCu
Rv=
VOLUME REQUIRED =
ELEV. @ BOT. OF TWQ = 866.20
ELEV. @ TOP OF TWQ = 868.30
SURFACE AREA = 47203 Square Feet
SURFACE AREA = 62823 Square Feet
VOLUME PROVIDED = 115527
0.712 inrn
Page 2
WATER QUALITY RELEASE HOLE
ELEV. @ BOT. OF WATER QUALITY RELEASE HOLE = 866.20
MAXIMUM RELEASE RATE = 4 Days
MINIMUM RELEASE RATE= 6 Days
MAXIMUM HOLE SIZE = 0.082213157 3.88 in. dia.
MINIMUM HOLE SIZE = 0.054808771 3.17 in. dia.
• r
ELEV. @ TOP OF RISER =
ELEV. @ BOT. OF PSS
H=
AREA OF RISER =
VOLUME OF RISER =
AREA OF BARREL =
EXPOSED LENGTH =
VOLUME OF BARREL =
WEIGHT OF WATER DISPLACED =
FACTOR OF SAFETY (10%)
VOLUME OF CONCRETE ANCHOR =
868.30
860.00
8.30 ft
12.6 SF
104.3 Cubic Feet
4.9 SF
10.00 ft
49.1 Cubic Feet
9571.43 lb
10528.57 lb
70.2 Cubic Feet
Page 3
JAMESTOWN ENGINEERING GROUP, INC.
117 EAST MAIN STREET
JAMESTOWN, NC 27282 SHEET NO.
OJECT: 111{OMA-S VIU.F f h) SI.-HESS R4V-I< DATE: 4T 149
MPUTED BY: 71ZG CHECKED BY: PROJECT NO. 997-36
USE 35'X 5-? gom I @. / D tc "
VOW,*4 C =L(35xT?)+ Of Y64](1-5-YZ r 17-3-4Z c---F\

Quick TR-55 Ver.5.46 S/N:
IIIecuted: 08:38:38 05-14-1999 c:\pondpack\98236\POND.TCT
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
Tc COMPUTATIONS FOR: 1
k
SHEET FLOW (Applicable to Tc only)
Segment ID
Surface description
Manning's roughness coeff., n
Flow length, L (total < or = 300) ft
Two-yr 24-hr rainfall, P2 in
Land slope, s ft/ft
W. O
.007 * (n *L )
T = -------------- hrs 0.34 = 0.34
0.5 0.4
P2 * s
SHALLOW CONCENTRATED FLOW
Segment ID 2
Surface (paved or unpaved)? Unpaved
Flow length, L ft 1250.0
Watercourse slope, s ft/ft 0.0400
0.5
Avg. v _ Csf * (s) ft/s 3.2269
where: Unpaved Csf = 16.1345
Paved Csf = 20.3282
T = L / (3600*V) hrs 0.11 = 0.11
CHANNEL FLOW
Segment ID
Cross Sectional Flow Area, a sq.ft 0.00
Wetted perimeter, Pw ft 0.00
Hydraulic radius, r = a/Pw ft 0.000
Channel slope, s ft/ft 0.0000
! Manning' s roughness coeff., n 0.0000
2/3 1/2
1.49 * r * s
V = -------------------- f t / s 0.0000
n
Flow length, L ft 0
T = L / (3600*V) hrs 0.00 = 0.00
TOTAL. TIME. (hrs) .. ... 0.45,n 1

Quick TR-55 Ver.5.46 S/N:
Executed: 08:40:35 05-14-1999
RUNOFF CURVE NUMBER DATA
r
Composite Area:
AREA CN
SURFACE DESCRIPTION (acres)
-------------------------------- --------- ----
OFF-SITE AREA 3.27 89
ON-SITE AREA 33.03 74
COMPOSITE AREA ---3 36.30 75.4- ( 75 )

6-1
Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:40
Watershed file: --) C:\PONDPACK\98236\98236PRE.MOP
Hydrograph file: --) C:\PONDPACK\98236t10YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
>>>> Input Parameters-Used to Compute Hydrograph <{<<
-------------------------------------------------------------------------------
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres) (hrs) (hrs) (in) I (in) input/used
-------------------- - -
36.30 75.0 0.50 0.00 5.20 1 2.61 I.13 .13
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point.
I -- Subarea where user specified interpolation between Ia/p tables.
Total area 36.30 acres or 0.05672 sq. mi
Peak discharge = 76 cfs
>>)> Computer Modifications of Input Parameters <<<(<
-------------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
-------------------------------------------------------------------------------
0. 45 0.00 0.50 0.00 Yes
--
* Travel time from subarea outfall to composite watershed outfall point.
s
n
Quick TR-55 Version: 5.46 S/N: Page 2
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:40
Watershed file: --> C:\PONDPACK\98236\98236PRE..MOP
"Hydrograph file: --? C:\PONDPACK\98236\10YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
>>?> Summary of Subarea Times to Peak <{{<

L'L
Quick TR-55 Version: 5.46 S/N:
Page 3
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:40
Watershed file: --> C:\PONDPACK\98236\98236PRE.MOP
Hydrograph file --> C:\PONDPACK\98236\iOYRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description
--------------- hr
--------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
- hr hr

---------------
2
---------
3
-------
4
-------
7
-------
12
-------
23
------ ------
42 -------
66 ------
76

Total (cfs)
2
3
4
7
12 -
23 -------
42 -------
66 ------
76
--------------- --------- ------- -------

Subarea
12.5
12. 6
12.7 -------
12.8 -------
13.0 -------
13.2 -------
13.4 -------
13.6 ------
13.8
Description
--------------- hr
--------- hr
------- hr
------- hr
------- hr
------- hr'
---
- hr hr hr

---------------
74
---------
59
-------
44
-------
34
-------
21
------- -
--
15
- -------
11 -------
9 ------
8

Total (cfs)
74
59
44
34
21 ------
15 -------
11 -------
9 ------
8
------------------------
Subarea 14.0 -------
14.3 -------
14.6 -------
15.0 -------
15.5 -------
16.0 -------
16.5 -------
17.0 ------
17.5
Description hr hr hr hr hr hr hr hr hr
------------------------
7
------------------------ -------
6
------- -------
6
------- -------
5
------- -------
5
----- -------
4 -------
4 -------
3 ------
3

Total (cfs) 7
6
6
5 --
5 -------
4 -------
4 -------
3 ------
3
---------------
Subarea ----------------------
18.0 19.0 20.0 --------
22.0 ----------------------------------
26.0
-. ription
---------- hr----- hrr----- hr--
------ hr
-- hr

3 3 2
-
-- -
--
2 ---
------------------------------
0
---------------
Total (cfs) ------------
------
-
3 3 2 -------
2 -------------------------------- ---
0

sck TR-55 Version: 5.46 S/N: Page 4
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:4e
Watershed file:
--> Ca\PONDPACK\98236\98236PRE.MOP - ---
Hydrograph file: --> C:\PONDPACK\98236\10YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
Time Flow
(hrs)
-------- (cfs)
-----
----
2
11.1 2
11.2 3
11.4 3
11.5 4
11.6 4
11.7 5
11.8 6
11.9 7
12.0 12
12.1 23
12.2 42
12.3 66
12.4 76
12.5 74
12.6 59
12.7 44
12.8 34
12.9 27
13.0 21
13.1 18
13.2 15
13.3 13
13.4 11
13.5 10
13.6 9
13.7 8
13.8 8
13.9 8
14.0 7
14.1 7
14.2 6
14. 3 6
14.4 6
14.5 6
14_ h A C-1
Time Flow
(hrs)
------- (cfs)
-----
--

14.8 -
--
6
14.9 5
15.0 5
15.1 5 .
15.2 5
15.3 5
15.4 5
15.5 5
15.6 5
15.7 5
15.8 4
15.9 4
16.0 4
16.1 4
16.2 4
16.3 4
16.4 4
16.5 4
16.6 4
16.7 4
16.8 3
16.9 3
17.0 3
17.1 3
17.2 3
17.3 3
17.4 3
17.5 3
17.6 3
17.7 3
17.8 3
17. 9 3
18.0 3
18.1 3
18
.2 3
]
18.3 v
1.a u
Quick TR-55 Version: 5.46 S/N: Page 5
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:45:40
Watershed file: --> C:\PONDPACK\98236\98 236PRE.MOP
Hydrograp h file: --> C:\PONDPACK\98236\10 YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
PRE-CONSTRUCTION
Time Flow Time Flow
(hrs)
----- (cfs) (hrs)
------------ ------- (cfs)
----

18.6
3 22.4 ------
2
18.7 3 22.5 2
18.8 3 22.6 2
18.9 3 22.7 2
19.0 -3 22.8 2
19.1 3 22.9 2
19.2 3 23.0 2
19.3 3 23.1 1
19.4 3 23.2 i "
19.5 2 23.3 1
19.6 2 23.4 1
19.7 2 23.5 1
19.8 2 23.6 1
19.9 2 23.7 1
20.0 2 23.8 1
20.1 2 23.9 1
20.2 2 24.0 1
20.3 2 24.1 1
20.4 2 24.2 1
20.5 2 24.3 1
20.6 2 24.4 1
20.7 2 24.5 1
20.8 2 24.6 1
20.9 2 24.7 1
21.0 2 24.8 1
21.1 2 24.9 1
21.2 2 25.0 0
21.3 2 25.1 0
21.4 2 25.2 0
21.5 2 25.3 0
21.6 2 25.4 0
21.7 2 25.5 0
21.8 2 25.6 0
21.9 2 25.7 0
7.
22.0 ` 25.8 0

22.1
2 5. 9 X7
,
0
22.2
C
'22
3 2
.
? _ ..?'
Quick TR-55 Version: 5.46 S/N:
Page 1
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:50
Watershed file: --> C:\PONDPACK\98236\PRE100 ..MOP
Hydrograph file: --> C:\PONDPACK\98236\100YRPRE.HYD.
THOMASVILLE BUSINESS PARK.
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
)))) Input Parameters'Used to Compute Hydrograph ((((
Subarea AREA CN Tc * Tt Precip. 1 Runoff Ia/p
Description
-------------- (acres)
-----------
---------- (hrs) (hrs)
-------------- (in) I
------------ (in) input/used
------------------

-------------- 36.30
----------- 75.0
---------- 0.50 0.00
-------------- 7.50 1
-----
- 4.59 1.09 .10

* Travel time
from subarea outfall
to composite -
-----------------------
watershed outfall point.
I --Subarea where user specified interpolation between Ia/p tables.
Total area 36.30 acres or 0. 05672 sq. mi
Peak discharge = 138 cfs
)))) Computer Modifications of Input Parameters (((((
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr)
---------------------- (hr)
--------- (hr)
---------- (hr)
------- (Yes/No) Messages
-------------------------------
0.45 0.00 0.50 0.00 No Computed Ia/p ( .1
* Travel time from subarea outfall to composite watershed outfall point.
. ,

Quick TR-55 Version: 5.46 S/N: Page 2
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:50
Watershed file: --> C:\PONDPACK\9.82361PRE100 MOP
-Hydrograph file: --} C \PONDPACK\98236C100YRPRE.HYD.
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
}>>> Summary of Subarea Times to Peak <C<<
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
Subarea (cfs) (hrs)
-------------- -------------- ------------
138 12.4
-------------- -------------- ------------
Composite Watershed 138 12.4

-2
Quick TR-55 Version: 5.46 S/N:
Page 3
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-1.4-1999 08:49:50
Watershed file: --> C:\PONDPACK\98236\PRE100 .MOP
Hydrograph file: --> C:\PONDPACK\98236\100YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description
--------------- hr
--------- hr
------- hr
------- hr
------- hr
---- hr hr hr hr

-----------
---
4
---------
6
-------
8
-------
15
------- ---
24
----- -------
44 -------
80 -------
122 ------
138
-
Total (cfs)
4
6
8
15 --
24 -------
44 -------
80 -------
122 ------
138
------ ------- --- --- ------- ------- ---

Subarea
12.5
12.6
'12.7 ----
12.8 -------
13.0 -------
13.2 -------
13.4 -------
13.6 ------
13.8
Description
--------------- hr
--------- hr
------- hr
------- hr
------- hr
--
- hr'
- hr hr hr

---------------
132
-
-------
105
-------
77
-------
59
------- --
--
36
- --
----
25 -------
19 -------
16 ------
14

Total (cfs) -
132
105
77
59 ------
36 -------
25 -------
19 -------
16 ------
14
------------------------
Subarea 14.0 -------
14.3 -------
14.6 -------
15.0 -------
15.5 -------
16.0 -------
16.5 -------
17.0 ------
17.5
Description hr
----
------------------ hr
------- hr
------- hr
------- hr hr hr hr hr
-
12
------------------------
11
-------
9
-------
e
------- -------
e
-- -------
7 -------
6 -------
5 ------
5

Total (cfs) 12
11
9
8 -----
8 -------
7 -------
6 -------
5 ------
5
---------------
Subarea ---------
18.0 -------
19.0 ------
20.0 ------------------------------------------
22.0 26.0
ription---
- ------- ----hr--- ------- --hr-- --

--------------

5
---------

4
-------

4
-----------------------------
-----------
3 0

Total (cfs)
5
4 -------
4 -----------------------------------------
3 0
ri __ 11
-ick TR-55 Version: 5.46 S/N: Page 4
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:50
Watershed file: --> C:\PONDPACK\98236\PRE100 `.MOP
Hydrograp h fi-le: --> C:\PONDPACK\98236\le0YRPRE.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
Time Flow Time Flow
(hrs)
----- (cfs) (hrs)
------------ -
- (cfs)

11.0 --
--------
4 14.8 -----
8
11.1 5 14.9 8
11,2 5 15.0 8
11.3 6 15.1 8
11.4 7 15.2 8 ..
11.5 7 15.3 8
..11.6 8 15.4 8
11.7 10 15.5 8
11.8 13 15.6 8
11.9 15 15.7 8
12.0 24 15.8 7
12.1 44 15.9 7
12.2 Be 16.0 7
12.3 122 16.1 7
12.4 138 16.2 7
12.5 132 16.3 6
12.6 105 16.4 6
12.7 77 16.5 6
12.8 59 16.6 6
12.9 47 16.7 6
13.0 36 16.8 5
13.1 30 16.9 5
13.2 25 17.0 5
13.3 22 17.1 5
13.4 19 17.2 5
13.5 18 17.3 5
13.6 16 17.4 5
13.7 15 17.5 5
13.8 14 17.6 5
13.9 13 17.7 5
14.0 12 17.8 5
14.1 12 17. 9 5
14.2 11 18.0 5
14.3 11 18.1 5
14.4 10 18. 2, 5
14.5 10 r,_4 18.3 5
Quick TR-55 Version: 5.46 S/N: Page 5
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:49:58`
Watershed file: --> C:\PONDPACK\98236\PRE100
-
MOP
Hydrograp h file: --> C.\PONDPACK\98236t.O0YRPRE'.HYD -
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
PRE-CONSTRUCTION
Time Flow Time Flow
(hrs)
----- (cfs) (hrs)
------------ (efs)

18.6 ------------
4 22.4 -----
3
18.7 4 22.5 3
18.8 4 22.6 3
18.9 4 22. 7 2
4 22.8 2
19.1 4 22.9 2
19.2 4 23.0 2
19.3 4 23.1 2
19.4 4 23.2 2
19.5 4 23.3 2
19.6 4 23.4 ` 2
19.7 4 23.5 2
19.8 4 23.6 2
19.9 4 23.7 2
20.0 4 23.8 2
20.1 4 23.9 2
20.2 4 24.0 2
20.3 4 24.1 1
20.4 4 24.2 1
20.5 4 24.3 1
20.6 4 24.4 1
20.7 4 24.5 1
20.8 4 24.6 1
20.9 4 24.7 1
21.0 4 24.8 1
21.1 3 24.9 1
21.2 -, 25.0 1
21.3 3 25.1 1
21.4 3 25.2 1
21.5 3 25.3 1
21.6 3 25.4 0
21.7 3 25.5 0
21.8 ,3 25.6 0
21.9 .3 25.7 0
22.0 .3 25.8 0
22.1 3 25.9 0
22.2 3
LL. 3 3
Quick TR-55 Ver.5.46 S/N:
Executed: 08:42:11 05-14-1999
THOMASVILLE BUSINESS PARK
POST-CONSTRUCTION
RUNOFF CURVE NUMBER BATA
Composite Area:
AREA CN
SURFACE DESCRIPTION (acres)
-------------------------------- --------- ----
OFF-SITE AREA 3.27 89
ON-SITE IMPERVIOUS 28.90 95
ON-SITE LAWN AREA 12.40 74
COMPOSITE AREA ---5• 44.57 88.7 (.89
)

Quick TR-55 Version: 5.46 S/N:
Page 1
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:53:49
Watershed file: --> C:\PONDPACK\98236\POST10 MOP
Hydrograph file: --> C:\PONDPACK\98236\10YRPOST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
POST-CONSTRUCTION
>>>> Input Parameters-Used to Compute Hydrograph ((((
--------------------------------------------------------------------------------
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres) (hrs) (hrs) (in) I (in) input/used
-------------------------------------------------------------------------------
44.57 89.0 0.50 0.00 5.20 f 3.96 1.05 .10
--------------------- ----------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point.
I -° Subarea where user specified interpolation between Ia/p tables.
Total area 44.57 acres or .0. 06964 sq. mi
Peak discharge = 146 cfs
>>>> Computer Modifications of Input Parameters <<<<<
------------------- -----------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
-------------------------------------------------------------------------------
0.45 0.00 0.50 0.00 No Computed Ia/p ( .1
* Travel time from subarea outfall to composite watershed outfall point.

r
^sion: 5.46 S'/N:
Page 2
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08:53:49
tersbed file: --> C:\PONDPACK\95236\POSTIO MOP
dro9raph file: C:\PONDPACK\98236\IOYRPOST.HYD
-->
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
POST-CONSTRUCTION

F-Z
rf5 Version: 5.46 S/N.
Page 3
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II• Distribution
(24 hr. Duration Storm)
Executed: 05--14-1999 08:53:49 STIO file: --) C: \PONDPAC \ 98236 1 OYRPOST. HOYD
Watershed file: --) C:?PONDPAC
Hydrograph f
ARK
THOMASVILLEI
AL POND
WATER Q
10 YEAR STORM
pOST-CONSTRUCTION
Composite Hydrograph Summary _(cfs)
Lbarea hr
:r i pt i on -- r
9 , 16
12.0 12. 1
hr hr
26 47
12.2
hr-
--85-
85
12.3 12.4
hr hr
129 146
-129 146
'777,
1
------ ------ -4 13.6 13.8
------------------ --13.0 13.2 13. hr hr
. 7 hr
-------------- 12.5 12.6 12 hr hr
----------------
Subarea hr hr hr hr -- -- hr --------- --------17 15
scription ---------------------8? --- 62 3?_--- 26_---20_-_------- ----
140 111_ ------ 20 17 15
---------------"140 111 _ 82 62 39 26
;al (cfs)
---------------------------
------------------ _0 16.5 17.0 17.5
___ _ _---- 15.5 16. hr hr
-----------------
----?? 14.0 14.3 14.6 ihrO-- hr hr---__h?----------------
Subarea hr hr _---- --- 7 6
escription --------------------- ___----------___ --
-------- -------- 11 10 9 8
_---------1--------------? -----9 -----? -----7- 6 6 6
----- 13 11 1
3tal (cfs)
--------------------- Total (cfs) 11.3 11.6 11.9
---------------------------------------------------
___ ----------18. 0 19.0 ` 20. 0 :?hr O-- P hrO ------------ -----
---- 1 0 ----
area hr hr hr --------------------------- ---
D_ ITFF .i -tion ------------------- --------------------
4 4
-----------------------------------
hr hr hr_
f_Z
en: 5.46 S/N:
Page 4
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 08::53:49 MOP
Watershed file: --? C:\PONDPACK\98236\POST10
Hydrograph file: --> C:\PONDPACK\98236\,10YRPOST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
10 YEAR STORM
POST-CONSTRUCTION

' Time Flow
Time Flow thrs) (cfs)
thrs3 (cfs) __
- ------
----- --- -------5 i4. 8 9
11.0 14.9 9
11.1 5 15.0 9
11.2 6 15.1 9
11.3
4
i 6 15.2 9
8
.
1.
11.5 8 15.3
15.4 8
1i.6 15.5 8
11.7 11
15.6 g
11.8 14 15.7 e
11.9 16 .
.8
15
7
12.0 26 15.9
12..1 47 16.0 7
12.2 85 16.1 7
12.3 129 16.2 7
12.4 146 16.3 6
12.5 140 16.4 6
121. 6 11 16.5 6
12.7 82 16.6 6
12.8 62 16.7 6
12.9 50 16.8 6
'13.0 39 16.9 6
13.1 32 17.0 6
13.2 26 17.1 6
13.3 23 17.2 6
13.4 20 17.3 6
13.5 19
17.4 6
13.6 17 17.5 6
13.7 16 17.6 6
13.8 15 17.7 6
13.9 14 17.8 c
14.0 13
1` 17. 9 `'
14.1
1
= 18.0 5
14.2 '

li
18.1 5
14.3
ii 18.2 `'
14.4 1k 1,9.3
14.5 1v) ?_A- 18.4 `'
14,6 ,,, _. 4

ersion: 5.46 S/N•
sage 5
10 years
Return Frequency
HYDROGRAPH METHOD
TR-55 TABULAR
TyPe II• Distribution
storm)
04 hr• Durat ion
t ?.
X36\POST-10 MOP
05-14-1999 @8:53:49
Executed: CK\98.- YD
-) C:\PONDPA \98236\10YRPOST.H
Watershed file= _-) C:\PONDPACK
HydrOgraPh file: BUSINESS PARK
THOMASVILLE
WATER QUALITY STORM D
YEA
10
NS'C RUCT ION
POST-%,
Flow
Time (cfs)
Flow (hrs)
°
Time (cfs) --"_--- 3
(hrs) _ --
- 22.4 3
--_°"-- 4 22.5 3
18.6 4 22.6 2
18.7 4 2:'- • 7 2
18.6 4 22.8 2
18.9 4 22.9 2
a 19.0 4 23.0 2
19.1 - 4 23.1 ..
2
I LI 19.2 4 23.2 2
19.3 4 23.3 2
19.4 t} 23.4 2
19.5 4 23.5 2
19.6 4 23.6 2
19.7 4 23.7 2
19.8 4 23. 8 2
19.9 4 23.9 2
20.0 4 24.0 1
20.1 4 24. 1 1
20.2 4 24.2 1
20.3 4 24.3 1
20.4 4 24.4 1
20.5 4 4.5 1
20.6 4 24.6 1
• 20.7 4 24.7 1
20.8 4 24.8 1
20.9 4 24.9 1
21.0 3 25.0 1
21.1 3 25.1 1
21.2 3 25.2 1
21. 3 3 25. 3 0
21. 4 3 25.4 0
21.5 3 25.5
21. 6 3 -25.6 iZ?
21.7 3 25.7
.:1. g - _5
21.9 3 45.9
22. G 3
."' 1 3

Quick TR-55 Version: 5.46 S/N: Page 1
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
Watershed file: --) C:\PONDPACK\98236\POST100 MOP
Hydrograph file: --) C:\PONDPACK\98236\100YRPST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
))>> Input Parameters-Used to Compute Hydrograph <<<<
-------------------------------------------------------------------------------
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres) (hrs) (hrs) (in) I (in) input/used
-------------------------------------------------------------------------------
44.57 89.0 0.50 0.00 7.50 1 6.20 1.03 .10
-------------------------------------------------------------------------------
* Travel time from subarea outfall to composite watershed outfall point.
I ---Subarea where user specified interpolation between Ia/p tables.
Total area 44.57 acres or 0.136964 sq. mi
Peak,discharge = 228 cfs
>)>> Computer Modifications of Input Parameters <f<<<
-------------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
-------------------------------------------------------------------------------
0.45 0.00 0.50 0.00 No Computed Ia/p ( .1
* Travel time from subarea outfall to composite watershed outfall point.

Rage 2
Return Frequency: 100 Years
:k T?'S5 Version: 5.46 S/N: -
TR-55 TABULAR HYDROGRAPH METHOD
11. Distribution
Type
(24 hr. Duration Storm) 5;µk
Executed: 05-14-1999 09%
36 5STi00 .MOP
-} C: \PONDPAC
Watershed file% C:\PONDPACK\98236\100YRpST-HYD
Hydrograph file:
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
of Subarea Times to Peak <(<<
}}>} Summary -
Peak Discharge at Time to Peak at
site Outfall Composite Outfall
- Compo (hrs)
(cfs) ------
Subarea -------------- 12.4
----- -- -- 228 ------
__ --- 12r4
e-Watershed Zee
i
Campos

C-Z
Quick TR-55 Version: 5.46 S/N: Page 3
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
Watershed file: --> C:\PONDPACK\98236\POST100 MOP
Hydrograph file: --> C:\PONDPACK\98236\I00YRPST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
Composite Hydrograph Summary (cfs)
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description
--------------- hr
--------- hr
------- hr
------- hr
------- hr.
------- hr
------- hr
------- hr
------ hr
-------

-- 7
--------- 10
------- 14
------- 25
------- 41
------- 73
------- 133
------- 202
------ 228
-------
------- -
.Total (cfs) 7 10 14 25 41 73 133 202 228

- - - - - - - - - - - - - - -
Subarea - - - - - - - -
12.5 - - - - - - -
12.6 - - - - - - -
12.7 - - - - - -
12.8 - - - - - - - -
13.0 - - - - - - -
13.2 - - - - - - -
13.4 - - - - - -
13.6 - - - - - - -
13.8
Description
--------------- hr
--------- hr
------- hr
------- hr
------ hr
-------- hr•
------- hr
---- --- hr
------ hr
-------
.219 174
- 128
----- 98
------- 60
-------- 41
------- 32
------- 26
------ 23
-------
---------------
Total (cfs) ---------
219 ---
---
174 -
128 98 60 41 32 26 23
------------------------
Subarea 14.0 -------
14.3 -------
14.6 -------
15.0 -------
15.5 -------
16.0 -------
16.5 -------
17.0 ------
17.5
Description hr
------------------------ hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------- hr
------
20
- 18
---
- 16
-
-- 14
- 13
------ 11
------- 10
------- 9
------- 9
------
-------------
----------
Total (cfs) 20 ---
i8 ---
-
16 ----
--
14 -
13 11 10 9 9
------------------------
Subarea 18.0
Description hr -------
19.0
hr
--- -------
20.0
hr
--- -------
22.0
hr
-- ------
26.0
hr
-
---
- --------------------
8
---------- ----
7
------ --
--
6
-------- -----
5
------- -
-
0
------
--------------
Total (cfs) 8 7 6 5 0
(--{
Q U TR-55 Version: 5,46 S/N:
Page 4
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
,Watershed file --> C:\PONDPACK\98236\POST100 MOP
Hydrograph file: --> C:\PONDPACK\98236\100YRPST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
Time Flow Time Flow
(hrs) : (cfs) (hrs)
--------- (cfs)
- ------
---------
0
11 ------7
14.8
15
.
11.1 _ 8 14.9 14
11.2 9 15.0 14
11.3 10 15.1 14
14
ii.4 11
15.2
15
3
13
11.5 13
14 .
15.4 13
11.6
11
7 18 15.5 13
.
8
11 21 15.6 13
.
9
11 25 15.7 12
.
12.0 41 15. 8 12
12.1 73 15.9 11
12.2 133 16.0 11
12.3 c n02 16.1 11
4
12 228 16.2 11
.
12.5 `- 219 16.3 10

12.6
174 16.4 10

7
12
1`8 16.5 10
.
12.8 98 16.6 10
9
12 79 16.7 10
.
• 13.0 60 16.8 9
1
13 50 16.9 9
.
2
13
41
.0
17
9
.
13.3 36 17.1 9
4
13 32 17.2 9
.
5
13 29 17.3 9
.
6
13 26 17.4 9
.
13.7 24 17.5 9

13.8 _
2.3
17. 6 9

9
13.9 22 17.7 8
14.0 -0 17.8
14.1 19 17.9 8
14.2 19 18.0 8
14.3 18 1s. 1 8
8
14.4 17 18.2
14.5 17
^ -`` 18.3
18.4
8
Quick TR-55 Version: 5.46 S/N:
Page 5
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 05-14-1999 09:02:25
Watershed file: --> C:\PONDPACK\98236\POST10O MOP
Hydrograph file: --> C:\PONDPACK\98236\i00YRPST.HYD
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
100 YEAR STORM
POST CONSTRUCTION
Time Flow
(hrs)
-
--- (cfs)
-------
---
---
18.6 7
18.7 7
18.8 7
18.9 7
19.0 7
19.1 7
19.2
' 7
.
19.3 < 7
19.4
19.5 6
19.6 6
19.7 6
19.8 6
19.9 6
20.0 6
20.1 6
20.2 6
20.3 6
20.4 6
20.5 6
20.6 6
20.7 6
' 20.8 6
20.9 6
21.0 6
21.1 5
21.2 5
21.3 5
21.4 5
21.5 5
21.6 5
21.7 5
21.8 5
21.9 5
22. 0 5
22.1 5
c

22.3 c
J
Time Flow
(hrs)
--------
- (cfs)
-------
-
22.4 4
22.5 4
22.6 4
22.7 4
22.8 4
22.9 4
23.0 4
23.1
4
23.2 4
23.3 3
23.4 3
23.5 3
23.6 3
23.7 3
23.8 3
23.9 3
24.0 2
24.1 2
24.2 2
24.3 2
24.4 2
24.5 2
24.6 2
24.7 2
24.8 2
24.9 1
25.0 1
25.1 1
25.2 1
25.3 1
25.4 1
25.5 1
25.6 0
GJ. 7 0
25. 8
1?J 0
25.9 0

1 P
Page
ID=ersion: 5.17
05-14-1999 S/N:
1:55:40
.C

* THOMASVILLE BUSINESS PAR K ,->-_
* WATER QUALITY POND
10 YEAR STORM ROUTING

Inflow Hydro graph: c:\pondpack\\982360ST.HHYDD
ack 98236
nd
Rating Table p
file: c.\po
----INITIAL CONDITIONS----
Elevation = 866.20 ft
Outflow = 0.00 cfs
144,839 cu-ft
Storage = INTERMEDIATE ROUTING
COMPUTAT IONS
GIVEN POND DATA
---- ____
------ -----------
------------------------------ 1
IELEVATION1 OUTFLOW I STORAGE I 1 25/t
(cfs) f 2St + 0 1
(cfs) 1

[ Aft) I 1 (cu-ft) i
Cefs)
--- 1---
[ -=-------- [ -------1

---------1--

7 f

-----------f

804.7 1
--------- -------
[
1 :..,.866.20 I 0: 0 1 144, 8381 t
1 804.
91-2.7 1 912.7 t
t 866.60 1 0.0 1 164,2791
[ 1027.0 1 3027.0 1
[ ` 867.00 t 0.0 1 184,8531 [
1147.8 1
1147.8
1
867.40 1 0.0 1 206, 6021
1 1275.3 1 1275.3
1 867.80 1 0.0 1 229-15481
1
6
.
1409 6 I
140909.
1 868.20 1 0.0 1 253,7331
9 I 279,1251
6 1
7
.
1550 .6 1 557
1
1722.3 1
1 868.60 1
1 869.00 1 .
i
24.5 1 305,6001 1 1697.8 1
1851.0 1 1899.3 1
40 1
1 869 48.3 1 333,1811 1 2010.5 1 2070.1 1
.
1 869.80 I 59.6 I 361, 8841 1 2134.2 I 2195.2 I
1 870.10 1 61.0 1 384,1641

I
1
739
391
2176.3 t
2239.7 1

?
4
1
1 870.20 I 63.4
1
1
765
422,
5 1
85 2348.7 1 . `
243
2646.5 1
1 870.60 1
1 871, 00 I .
454 9791 1
118.8 I ? i 2527.7 1
2713.4 I 2873.4 I
1 871.40 1 160.0 1 488,4131 906.0 1
2
906 3114.0 1

1 14
1 871.80 1 208.0 1 523,0791
1
21 .6 1 ..E 1
,:
367
1 872.20 1 261.7 1 559, 01
1 331 `.4 1 3
.0 1
I 872.60 I 320.6 1 596,2271 - -------------
Time increment (t) = 0.100 hrs.

POND-2 Version: 5,17 S/N:
MUTED: 05-14-1999 12:55:40
Page 2
Pond File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:\pondpack\98236\10YRPOST .HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
INFLOW HYDROGRAPH
------------------
----
-
-- ROUTING
-
- COMPUTATIONS

TIME
1 INFLOW 1 -
-
1 I1+I2 -------
-
----
1 2S/t - 0 1 -------- --
2S/t + 0 I ---------
OUTFLOW ----------
(ELEVATION(
1 (hrs)
I ---
---- I (cfs) I
I --------- I I (cfs)
I ---------I I (cfs) I
---
--------I- (cfs) I
------
I (cfs)
- I (ft) I
-
1 11.000
1 5.001
1 ----- -
1 804.7 1 ----
804.71 --------
0.00 I---------I
1 866.20
1 11.100 1 5.001 1 10.0 1 814.7 1 814.71 0.00 1 866.24 I
1 11.200 1 6.001 1 11.0 1 825.7 1 825.71 0.00 1 866.28 1
1 11.300 1 6.001 1 12.0 1 837.7 1 837.71 0.00 1 866.32 f
1 11.400 1 7.001 1 13.0 1 850.7 1 850.71 0.00 1 866.37 1
1 11.500 1 8.001 1 15.0 1 865.7 1 865.71 0.00 1 866.43 1
1 11.600 I 9.001 1 17.0 1 882.7 l 882.71 0.00 1 866.49 1
1 11.700 1 11.001 1 20.0 1 902.7 1 902.71 0.00 1 866.56 1
1 11.800 1 .,_ 14.001 1 25.0 1 927.7 1' 927.71 0.00 1 866.65 1
1 11.900 1 16.001 1 30.0 1 957.7 1 957.71 0.00 1 866.76 1
1 12.000 1 26.001 1 42.0 1 999.7 1 999.71 0.00 1 866.90 1
1 12.100 1 47.001 1 73.0 1 1072.7 1 1072.71 0.00 1 86 7. 15 1'
1 12.200 1 , 85.001 1 132.0 1 1204.7 1 1204.71 0.00 1 867.58 1
I. 12.300 1 ; : 129.001 1 214.0 1 1417.8 1 1418.71 0.42 1 868.22 1
1 I 400 1 146.001 1 275.0 1 1650.1 I 1692.81 21.35 1 868.93 1
500
1 1 140.001 1 286.0 1 1834.6 1 1936.11 50.74 1 869.49 1
Y2.600
1 1 111.001 1 251.0 1 1966.1 1 2085.61 59.77 1 86 9.84 1
1 12.700 1 82.001 1 193.0 1 2037.9 .1 2159.11 60.60 Y 870.01 1
1 12.800 1 62.001 1 144.0 1 2060.2 1 2181.91 60.85 1 -870.07 1
1 12.900 1 50.001 1 112.0 1 2050.7 1 2172.21 60.74 1 870.04 1
1 13.000 1 39.001 1 89.0 1 2019.0 1 2139.71 6 0. 38 1 869.97 1
1 13.100 1 32.001 1 71.0 1 1970.3 1 2090.01 59.82 1 869.85 1
1 13.200 1 26.001 1 58.0 1 1914.6 1 2028.31 56.84 1 86 9. 70 1
1 13.300 1 23.001 1 49.0 1 1858.5 1 1963.61 52.56 1 869.55 1
1 13.400 1 20.001 1 43.0 1 1804.6 1 1901.51 48.45 1 869.41 1
1 13.500 1 19.001 1 39.0 1 1762.0 1 1843.61 40.82 1 869.27 1
1 13.600 1 17.001 1 36.0 1 1728.6 1 1798.01 34.68 1 869.17 1
1 13.700 1 16.001 1 33.0 1 1702.1 1 1761.61 29.79 1 869.09 1
1 13.800 1 15.001 1 31.0 1 1681.2 1 1733.11 25.95 1 869.02 1
1 13.900 1 14.001 1 29.0 1 1663.7 1 1710.21 23.20 1 868.97 1
1 14.000 1 13.001 1 27.0 1 1648.5 1 1690.71 21.13 1 868.92 1
1 14.100 1 12.001 1 25.0 1 1634.9 1 1673.51 19.29 1 86 8. 88 1
1 14.200 1' 12.001 1 24.0 1 1623.5 1 1658.91 17.73 1 868.a5 I
1 14.300 1 11.001 1 23.0 1 1613.7 1 1646.51 16.40 1 868.82 1
1 14.400 1 11.001 1 22.0 1 1605.2 1 1635.71 15.24 1 866.79 1
1 14.500 1 10.001 1 21.0 1 1597.7 1 1626.21 14.23 1 868.77 1
1 14.600 1 10. 00 1 1 20.0 1 1591.1 1 1617.71 13.33 1 86 8. 75 1
1 14.700 1 10. 00 1 1 20.0 1 1585.8 1 1611.11 12.61 1 86 8. 73 1
1 14.800 1 9.001 1 19.0 1 1580.9 1 1604.81 1 1. 9 5 1 866.71 1
1 900 1 9.001 1 18.0 1 1576.3 1 1598.9 1 11.32 1 868.70 1
1 000 1 9.001 1 18.0 1 1572.7 1 159 4. 3 1 10.82 1 868.69 1
1 J. 100 1 9.001 1 18. ID 1 1569.8 1 1590. 71 IV). 43 1 868.68 1
1 15.200 1 9.001 1 18.0 1 1567.5 1 158 7. 8 1 10.13 i 868. 67
I
1 15.300 1 3.001 1 17.0 1 1505.0 1 158=+. 51 ?.78 1 1368.67 1
1 15.400
-------- 1 8. 00 1
---------- 1 i"6.0
--------- 1 1562.2 1
--------------- 158-1.01
----------- 9.40
--------- 1 868.66 1
--------
-
-
POND-2 Version: 5.17 S/N:
E-UTED: 05-14-1999 12:55:40
Pond File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:\pondpack\98236\10YRPOST.HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
Page 3
TIME 1 INFLOW I C I1+I2 1 2S/t - 0 t 2S/t + 0 1 OUTFLOW 1ELEVATIONI
1 (hrs) I
1--------t (cfs) I
---------I I (cfs) I
I--------- i (cfs) I
------------I
- (cfs) I
----------
i (cfs)
--------- I (ft) I
---
I

1 15.500 1

8.001

1 16.0 1

1560.0 1

1578.21

9.10
------
t
t 868.65 1
1 15.600 1 8.001 1 16.0 1 '1558.2 1 1576.01 8.86 1 868.64 1
1 15.700 1 8.001 t 16.0 1 1556.9 1 1574.21 8.68 1 868.64 1
1 15.800 I 7.001 1 15.0 1 1555.0 1 1571.91 8. 43 1 868.63 1
1 15.900 1 7.001 1 14.0 I 1552.8 1 1569.01 8.12 1 868.63 1
1 16.000 1 7.001 1 14.0 1 1551.0 1 1566.81 7.88 1 868.62 1
1 16.100 1 7.001 1 14.0 I 1549.6 1 1565.01 7.69 1 868.62 1
1 16.200 1 7.001 I 14.0 1 1548.5 1 156 3. 6 1 7.55 1 868.61 1
1 16.300 1 6.001 t 13.0 1 1546.9 1 1561.51 7.32 1 868.61 1
1 16.400 1 6.001 1 12.0 1 1544.8 1 1558.91 7.04 1 868.60 1
1 16.500 1 6.001 1 12.0 l 1543.1 1 1556.81 6.86 1 868.60 1
1 16.600 1 6.001 1 12.0 1 1541.5 t 1555.11 6.78 I 868.59 1
1 16.700 1 6.001 1 12.0 1 1540.1 t 1553.51 6.71 1 868.59 1
1 16.800 1. 6.001 t 12.0 1 1538.8 1 1552.11 6.64 1 868.59 1
1 I x900 1 6.001, l 12.0 t 1537.7 1 1550.8l, '' 6.58 t 868.58 l
1 X00 t 6.001 _ 1 12.0 1 1536.6 t 1549.71 6.53 1 868.58 1
1 17.100 1 6.001 1 12.011 1535.6 I 1548.61 6.48 1 868.58 1
1 17.200 I 6.001 1 12.0 1 1534.8 1 154 7. 6 1 6.44 1 86 8. 57 1
1 17.300 I 6.001 1 12.0 1 1534.0 1 1546.81 6.39 1' 868.57 1
1 17.400 1 6.001 1 12.0 1 1533.3 1 1546.01 6.36 1- 868.57 I
1 17.500 1 6.001 I 12.0 1 1532.6 1 1545.31 6.32 t 868.57 1
t 17.600 1 6.001 1 12.0 1 1532.0 1 1544.61 6.29 1 868.56 1
1 17.700 1 6.001 1 12.0 1 1531.5 1 1544.01 6.27 1 86 8. 56 1
1 17.800 1 5.001 1 11.0 1 1530.1 1 1542.51 6.20 1 86 8. 56 1
1 17.900 1 5.001 1 10.0 1 1527.9 1 1540.11 6.08 1 868.55 1
1 18.000 1 5.001 1 10.0 1 1526.0 1 1537.91 5.98 1 86 8. 55 1
1 18.100 1 5.001 1 10.0 1 1524.2 I 1536.01 5.89 1 86 8. 54 1
1 18.200 1 5.001 1 10.0 1 1522.6 1 1534.21 5.81 1 868.54 1
1 18.300 1 5.001 1 10.0 1 1521.1 1 1532.61 5.73 1 868.53 1
1 18.400 1 5.001 1 10.0 1 1519.8 1 1531.11 5.66 1 86 8. 53 1
1 18.5Q0 1 4.001 1 9.0 1 1517.7 1 1528.81 5.56 1 868.52 1
1 18.600 1 4.001 1 8.0 1 1514.8 1 1525.71 5.41 1 868.51 1
1 18.700 1 4.001 1 8.0 1 1512.3 1 1522.81 5.28 1 868.51 1
1 18.800 1 4.001 1 8.0 1 1510.0 1 1520.31 5.16 1 86 8. 50 1
1 18.900 1 4.001 1 8.0 1 1507.9 1 1518.01 5.05 1 868.49 1
1 19.000 1 4.001 1 8.0 1 1505.9 1 1515.91 4.95 1 868.4' 1
1 19.100 1 4.001 1 8.0 1 1504.2 1 1513.91 4.86 1 86 8. 48 1
1 19.2100 1 4.001 1 8.0 1 1502.6 1 1512.21 4.78 1 86 8. 48 1
1 19.300 1 4. 00 1 1 8.0 1 1501.2 1 1510.61 4.71 1 868.47 1
1 00 1 4. 00 1 1 8.0 1 1499.9 1 1509. 21 4. 64 1 268.47 1
1 00 1
C 4. 00 1 1 8.0 1 1498.8 1 1507.91 4.56 1 868.47 1
I 1
.600 4. 00 1 1 3.0 1 1497.7 1 15506. 81 4.53 I 868.46 I
f 19.700 i 4.001 I 8.0 1 1496.7 I `05.71 4.48 1 868.46 1
1 19.800 1 4.001 1 8.0 1 1495.9 1 15ie?4.71 4.44 1 868.46+ I
1 19.900 1 4. 00 I 1 3. 0 1 1495. 1 1 1503. 9 1 4.40 1 86 8. 45 1
1 20. ,700 I 4.001 1 3.13 1 14?4.4 1 15 0 3. 1 1 4.36 1 368. 45 1
--------- --------- ---------- -------------- ----------- --------- ----._-----
POND-2 Version: 5.17 S/N:
ELUTED: 05-14-1999 12:55:40
Pond File: c:\pondpack\98236\9836 PND
Inflow Hydrograph: c:\pondpack\98236\10YRPOST.HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
INFLOW HYDROGRAPH
ROUTING COMPUTATIONS
Page 4
----------
TIME I --------
INFLOW i -
I ----------
I1+I2 1 ------------
2S/t - 0 1, ------------
2S/t + 0 1 ---------
OUTFLOW ----------
IELEVATIONI
(hrs) I
L- (cfs) I
--------1 1
1- (cfs) I
--------1- (cfs) I
-----------I (cfs) 1
-----------1 (cfs)
--------- I (ft) I
I-

20.100 1
4.001
1
8.0 1
1493.7 1
1502.41
4.32 --------I
1 86 8. 45 1
1 20.200 1 4.001 1 8.0 1 149 3. 1 1 1501.71 4. 29 I 86 8. 45 1
20.300 1 4.001 1 8.0 1 1492.6 1 1501.11 4.27 1 868.45 1
1 20.400 1 4.001 1 8.0 I 149 2. 1 1 1500.61 4.24 1 86 8. 45 1
! 20.500 1 4.001 1 8.0 1 1491.7 1 1500.11 4.22 1 868.44 1
1 20.600 1 4.001 1 8.0 1 1491.3 1 1499.71 4.20 1 868.44 1
I 20.700 1 4.001 1 8.0 1 1490.9 1 1499.31 4.18 1 86 8. 44 1
1 20.800 1 4.001 1 8.0 1 149 0. 6 1 149 8. 9 1 4.16 1 86 8. 44 1
I 20.900 1 4.001 1 8.0 1 1490.3 1 1498.61 4.15 1 86 8. 44 I
1 21.000 1 4.001 I 8.0 1 1490.0 1 1498.31 4.13 1 86 8. 44 1
1 21.100 1 3.001 1' 7.0 1 1488.9 1 1497.01 4.08 1 868.44 1
1 21.200 1 3.001 1 6.0 1 1486.9 1 1494.91 3.98 1 868.43 1
1 21.300 1 3.001 `- l 6.0 1 1485.2 1 1492.91 3.88 1 868.43 1
1 21.400 1 3.001 I 6.-0 1, 1483.5 1 1491.21 3.80 1 868.42 1
I 500 t 3.001 .' 1.,, , 6.0 .1 1482.1 1 1489.51 3.73 1 868.42
1 600" 1 3.001 I 6.0 .1 1480.8 I 1488.11 3.66 1 868.41 1
1 .70e I 3.00t 1 . 6.0 1 1479.6 1 1486.81 3.60 1 868.41 1
1 21.800 1 3.00t- ,1. 6.0 1 1478.5 1 1485.61 3.54 1 868.41 1
1 21.900 1 3.001 1 6.0 I 1477.5 1 1484.51 3.49 1 -868.40 1
1 22.000 1 3.001 1 6.0 1 1476.6 1 1483.5'1 3.45 1 86 8. 40 1
1 22.100 1 3.001 1 6.0 1 1475.8 1 1482.61 3.40 1 86 8. 40 1
1 22.200 1 3.001 1 6.0 1 1475.1 1 1481.81 3.37 1 86 8. 40 1
1 22. 300 1 3.001 1 6.0 1 1474.4 1 1481.11 3.33 1 86 8. 39 1
1 22.400 1 3.001 1 6.0 1 1473.8 1 1480.41 3.30 1 86 8. 39 1
1 22.500 1 3.001 1 6.0 1 1473.3 1 1479.81 3.27 1 868.39 1
1 22.600 1 3.001 1 6.0 1 1472.8 1 1479.31 3.25 1 86 8. 39 1
1 22.700 1 2.001 1 5.0 1 1471.4 1 1477.81 3.18 1 868.38 1
1 22.800 1 2.001 1 4.0 1 1469.3 1 1475.41 3.07 1 86 8. 38 1
1 22.900 1 2.001 1 4.0 1 1467.3 1 1473.31 2.97 1 868.37 1
1 23.000 1 2.001 1 4.0 1 1465.6 1 1471.31 2.88 1 86 8. 37 1
1 23? 1910 1 2.001 1 4.0 1 1464.0 1 1469.61 2.80 1 868.36 1
1 23.200 1 2.001 1 4.0 1 1462.6 1 1468.01 2.72 1 86 8. 36 1
1 2.3. 300 1 2.001 1 4.0 1 1461.2 1 146 6. 6 1 2.65 1 86 8. 35 1
1 23.400 1 2. 00 1 1 4.0 1 1460.1 1 1465.21 2.59 1 868.35 1
1 23.500 1 2.001 1 4.0 1 1459.0 1 1464.11 2.54 1 86 8. 35 1
1 23.600 1 2.001 1 4.0 1 1458.0 1 1463.01 2.49 1 868.34 1
1 23.700 1 2.001 1 4.0 1 1457.1 1 146 2. 0 1 2.44 1 868.34 1
1 23.800 1 2. 00 1 1 4.0 1 1456.3 1 1461.11 2.40 1 868.34 1
1 23.900 1 2.001 1 4.0 1 1455.6 1 1460.31 2.36 1 868.34 1
I 000 1 2. 00 1 1 4.0 1 1454.9 1 1459.61 2.33 1 868.34 1
1 100 1 1.001 1 3.0 1 1453.4 1 1457.91 2.25 1 136 8. 33 1
1 .200 1 1.001 1 2.0 1 1451.2 1 145-75.4 1 2.14 1 868.32 1
1 24.300 1 1.001 1 2.0 1 1449.1 1 14533.21 2.03 1 86 8. 32 1
1 24.400 I i.001 1 2.0 1 144 7. 2 1 1451.11 1. 93 1 868. 31 1
1 24.51410 1 1.001 1 2.0 .I 1445. 5 I 1449. 21 1, 85 1 1368.31 1
1 24.600 1
---------- 00 i
-------- 1
- 2. 0 1
---------- i =? 4=+. 0 I
------------
f 15+47.5 1
------------ ;, 7 7
--------- 1 8616 .' 0 1
----------
POND-2 Version: 5.17 S/N: Page 5
MUTED: 05-14-1999 12:55:40
Pond File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:\pondpack\98236\10YRPOST.HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
I TIME I INFLOW 1 1 I1+I'2 1 2S/t - O 1 2S/t + 0 1 OUTFLOW I.ELEVATIONI
1 (hrs) I
I--------t- (cfs) 1
--------C I (cfs) 1
I---------1 (cfs) I
-----------
I (cfs) I
-
- (cfs)
--
- I (ft) l
-

I 24.700 1
1.001
1 2.0 1 -
1442.6 1 -------
--
1
1446.01 ----
-
-
1.70 I----
----I
I 868.30 1
1 24.800 1 1.001 1 2.0 1 1441.3 1 1444.61 1.63 . 1 86 8. 29 1
1 24.900 1 1.001 1 2.0 1 1440.2 1 1443.31 1.57 1 86 8. 29 1
1 25.000 `I 1.001 1 - 2.0 1 1439.2. 1 1442.21 . 1.52 1 866.29 1
1 25.100 I 1.001 1 2.0 1 1438.2 1 1441.21 1.47 1 86 8. 29 1
1 25.200 1 1.001 1 2.0 1 1437.4 1 1440.21 1.43 1 868.28 1
1 25.300 I 1.001 1 2.0 1 1436.6 1 1439.41 1.39 1 868.28 1
1 25.400.1 0.001 1 1.0 t 1435.0 1 1437.61 1.30 1 868.28 1
1 25.500 1 0.001 1 0.0 1 1432.6 1 1435.01 1.18 1 868.27 1
1 85.600 1 0.001 1 0.0 1 1430.5 .1 1432.61 1.07 1 868.26 1
1 25.700 1 0.001 1 0.0 1 1428.5 1 1430.51 0.97 1 86 8. 26 1
1 25.800 1 0.001 1 0.0 1 1426.8 1 1428.51 0. 88. 1 868.25 1
1 25. 900. ,1 0.001 1 0.0 1 1425.2 1 1426.81 0.80 1 868.25 1
l
. 0
POND-2 Version: 5.17 S/N: Page 6
MUTED: 05-14-1999 12:55:40
************ SUMMARY OF ROUTING COMPUTATIONS **************
Fond File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:\pondpack\98236\10YRPOST.HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
Start i'ng Pond W. S. Elevation = 866.20 ft
**** Summary of Peak.Outflow and Peak Elevation *****
Peak Inflow = 146.00 cfs
Peak Outflow = 60.85 cfs
Peak Elevation = 870.07 ft
***** Summary of Approximate Peak Storage *****
Initial` Storage = 144,839 cu-ft
Peak Storage From Storm 236,948 cu-ft
---------------
Total Storage in Pond 381,787 cu-ft
Warning: Inflow hydrograph truncated on left side.
. e
H _/
--
POND-2 Version: 5.17 S/N:
Page 7
Pond File: c:\pondpack\98236\9836 PND
Inflow Hydrograph: c:\pondpack\98236\10YRPOST.HYD
Outflow Hydrograph: c:\pondpack\9836\OUT HYD
EXECUTED: 05-14-1999
146 00 f 12:55:40
Peak Inflow - c s
Peak Outflow = 60.85 cfs
Peak Elevation = 870.07 ft
0 15 30 45 60

1.7 t
-Ix
Ix
1.8 -1x
1x
1.9 -1x. ;.
Ix'
2.0 -tx
Ix
2.1 -1x

FL w ' (cfs)
75 90 105 120 135 150 .165
tx
2.2 -Ix

X.
2.4 -t x
1 ; x
2.5 -1 x
.
I x
12.6 -1 x
x
12.7 -1 x
I x
L2.8 -1 x*
I x
L2.9 -1 x
I x
L3.0 -1 * x
I * x
13. 1 •-L x
I * x
13.2 -1 x
I * x
13.3 -I * x
I * x
13.4 -I * x
1 x
13.5 -I * x
I x
1` -( x
TIME
(hrs)
File: c:\pondpack\98 `36\10YRPOST.HYD Qmax = 1A*+6.0 cfs
x File: c•\pondpack \98'-36\OUT HYD Glmax = 6171• a cfs
1i
POND-2 Version: 5.17 S/N: Page 1
MUTED: 05-14-199 9 13:01:18

THOMASVILLE BUSI NESS PARK
* WATER QUALITY POND
x 100 YEAR STORM ROUTING

Inflow Hydro graph: c:\pondpack\9823 6\100YRPST.HYD
Rating Table file: c:\pondpack\9823 6\98236 PND
----INITIAL CONDITIONS----
Elevation = 866.20 ft
Outflow = 0.00 cfs
Storage = 144,839 cu-ft
INTERMEDIATE ROUTING
GIVEN POND
---------
-
--- DATA
----------- COMPUTAT
--------------- IONS
--------
----
-
-
1ELEVATIONI OUTFLOW
I STORAGE I
1 2S/t 1 ---
ES/t + 0 1
I (ft) I
-
-----1
-
t (cfs)
-----
- I (cu-ft) I
I----------I I (cfs) I
F------------ I -- (cfs) 1
-
---------I
--
-
-
1 866.20 t -
0.0 1' 144, 8381 1 804.7 1 -
804.7
1 866.60 1 0.0 1 164, 279 1 1 912.7 1 912.7 1
1 867.00 1 0.0 1 184, 8531 I 1027.0 1 1027.0 1
1 867.40 1 ' 0.0 1 206, 6021 I 1147.8 1 1147.8 1
1 867. 80 1 . 0.0 1 229, 5481 1 1275.3 1 1275.3 1
1 868.20 t 0.0 1 253, 7331 1 1409.6 1 1409.6 1
1 868.60 1 6.9 1 279, 1251 1 1550.7 1 1557.6 1
1 869.00 1 24.5 1 305, 6001 1 1697.8 1 1722.3 1
1 869.40 1 48.3 1 333i1811 1 1851.0 1 1899.3 1
1 869.80 1 59.6 1 361, 8841 1 2010.5 1 2070.1 1
1 870.10 1 61.0 1 384, 1641 1 2134.2 1 2195.2 1
1 870.20 1 63.4 1 391, 739 1 1 2176.3 1 2239.7 1
1 870.60 1 85.5 1 422, 7651 1 2348.7 1 2434.2 1
1 871.00 1 118.8 1 454, 979 1 1 2527.7 1 2646.5 1
1 871.40 1 160.0 1 488, 4131 1 2713.4 1 2873.4 1
1 871.80 1 208.0 1 523, 079 1 1 2906.0 1 3114.0 1
1 872.20 1 261.7 1 559, 0121 1 3105.E 1 3367.3 1
6 1 872.60 1
------------ 320.6
------ 1 596, 227 1
------------ 1 3312.4 1
--------------- 3633.0 1
-----------
Time increment (t) = 0.100 hrs.
T- I
POND-2 Version: 5.17 S/N:
MUTED: 05-14-1999 13:01:18
Pond File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:\pondpack\98236\100YRPST.HYD
Outflow Hydrograph: c:\pondpack\9836\OUT HYD
INFLOW HYDROGRAPH
TIME I INFLOW I
i (hrs) I
I--------I- (cfs) .1
------
-I
1 11.000 1 -
7.001
l 11.100 1 8.001
1 11.200 1 9.001
1 11.300 1 10.001
1 11.400 1 11.001
11.500 1 13.001
1 11.600 1 14.001
1 11.700 1 18.001
1 11.800 1 21.001
1 11.900 1 25.001
1 12.000 1 41.001
1 12.100 l 73.001
1 12.200 1 133.001
1 12.300 1. 202.001
1 400 1 228.001
1 500 1 219.001
1 .600 1 174.001
I 12. 700 It 128.001
1 12.800 1 98.001
1 12.900 1 79.001
1 13.000 1 60.001
1 13.100 1 50.001
1 13.200 1 41.001
1 13.300 1 36.001
1 13.400 1 32.001
1 13.500 1 29.001
1 13.600 1 26.001
1 13.700 1 24.001
1 13.800 1 23.001
1 13.900 1 22.001
1 14.0p0 1 20.001
1 14.100 1 19.001
1 14.200 1 19.001
1 14.300 1 18.001
1 14.400 1 17.001
1 14.500 1 17. 00 1
1 14.600 1 16.001
1 14.700 1 16.001
1 14.800 1 15.001
I 900 1 14.001
1 000 1 14. 00 1
1 5. 100 1 11+. 00 1
1 15.200 1 14. 00 1
1 15. 300 1 13. 001
1 15.400 1
---------- 13. 00 1
---------
ROUTING COMPUTATIONS
(cfs)
------------------------------------------------------
1 I1+I2 1 2S/t - 0 1 2S/t + O I OUTFLOW IELEVATIONI'
(cfs) I (cfs)
804.7
(cfs_) I
1 15. 0 1 819.7
1 17.0 1 836.7
1 19.0 1 855.7
1 21.0 1 876.7
1 24.0 1 900.7
1 27.0 1 927.7
1 32.0 I 959.7
1 39.0 1 998.7
1 46.0 1 1044.7
1 66.0 l 1110.7
1 114.0 1 1224.7
1 206.0 1 1428.7
1 . 335.0 1 1703.6
J 430.13 1 2012.9
1 447.0 1 2280.9
1 393.0 1 2426.3
-1. 302.0 1 2461.0
1' 226.0 I 2434.7
1 177.0 1 2385.0
1 139.0 1 2324.8
1 110.0 1 2263.6
1 91.0 1 2201.7
1 77.0 1 2143.0
1 68.0 1 2087.3
1 61.0 1 2027.4
1 55.0 1 1962.9
1 50.0 1 1901.3
1 47.0 1 1845.2
1 45.0 1 1796.0
1 42.0 1 1757.9
1 39.0 1 1727.6
1 38.0 1 1705.1
1 37.0 1 1687.8
1 35.0 1 1673.7
1 34.0 1 1661.8
1 33.0 1 1651.7
1 32.0 1 1642.9
1 31.0 1 1635.2
1 29.0 1 1627.7
1 28.0 1 1620.9
1 28. 0 1 1615.6
1 28.0 1 1611.4
1 2-1.0 1 16 Z) 7. 3
26.0 I
1613. 3 1
------------
------1
804.71
819.71
836.71
855.71
876.71
900.71
927.71
959.71
998.71
1044.71
1110.71
1224.71
1430.71
1763.71
2133.61
2459.91
2673.91
2728.31
2687.01
2611.71
2524.01
2434.81
2354.61
2278.71
2211.01
2148.31
2082.41
2012.91
1948.31
1890.21
1638.01
1796.91
1765.81
1742.11
1722.81
1707. 71
1694.81
1683.71
1673.131
1664. 21
1c55. 771
1646. 91
1643. 6 I
16:8. 4!
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.98
30.07
60.31
89. 54
123.78
133.66
126.16
113.34
99.59
85.60
76.46
67.83
61.85
60.48
59.74
55.82
51.54
47.08
40.06
34.54
30.36
27.17
24.57
22.94
21.56
210.37
19.33
13.30
17. 38
16. 66
Page 2
(ft)
1 866.20 1
1 866.26 1
1 866.32 1
1 866.39 1
1 866.47 1
1 866.56 1
1 866.65 1
1 866.76 1
1 866.90 1
1 867.06 1
1 867.28 1
1 867.64 1
1 868.26 1
1 869.09 1
1 869.95 1
1 870.65 1
1 871.05 1
1 871.14 I
1 871.07 1
1 870.93 1
1 870.77 1
1 870.60 1
1 870.44 1
1 870.28 1
1 870.14 1
1 869.99 1
1 869.83 1
1 869.67 1
1 869.51 1
1 869.38 1
1 869.26 1
1 869.17 1
1 869.10 1
1 869.04 1
1 869.00 1
1 868.96 1
1 868.93 1
i 868.91 I
I 868.86
1
1 868.86 1
1 868.84 1
368. 82 I
1 868.81 1
! 868. 80 1
! x.99 i 368.78 1
POND-2 Version: 5.17 S/N: Page 3
LFUTED: 05-14-1999 13:01:18
F-nd File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:\pondpack\98236\100YRPST.HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
INFLOW HYDROGRAPH
------------------
----------- ROUTING
-- COMPUTATIONS

TIME I
INFLOW I
I I1+I2 l -----------
2S/t - 0 1 -----------
2S/t + 0 1 ---------
OUTFLOW ----------
IELEVATIONI
(hrs) I (cfs) 1 I- (cfs) I
--------- - (cfs) I
-------- (cfs) I (cfsy I (ft)

15.500 1
13.001
1 26.0 1 --- -
1600.2 1 ----------
1629.31 ---------
14.57 ---------1
1 '868.77 1
15.600 1 13.001 1 26.0 1 1597.7 1 1626.21 14.23 1 868.77 1
15.700 1 12.001 1 25.0 1 1595.0 1 1622.71 13.86 1 868.76
15.800 1 12.001 1 24.0 I 1592.1 1 1619.01 13.46 1 868.75 1
15.900 t 11.001 1 23.0 1 1589.0 1 1615.11 13.04 1 868.74 1
16.000 1 11.001 1 22.0 1 A 1585.8 1 1611.01 12.61 1 868.73 1
16.100 1 11.001 1 22.0 1 1583.3 1 1607.81 12.26 1 86 8. 72 1
16.200 1 11.001 1 22.0 1 1581.3 1 1605.31 11.99 1 86 8. 72 1
16.300 1 10.001 1 21.0 1 1578.9 1 1602.31 11.67 1 868.71 1
16.400 1 10.001 1 20.0 1 1576.3 1 159 8. 9 1 11.32 1 86 8. 70 1
16.500 1 10.001 1 20.0 1 1574.2 1 1596.31 11.04 1 868.69 1
16.6 00 1 10.001 1 20.0 1 1572.6 1 1594.21 10.81 1 868.69 1
16.700 1 10.001 1 20.0 1 1571.3 1 1592.61 10.64 1 868.68 1
16.800 1 9.001 1 19.0 1' 1569.5 1 1590.31 10.40 1 868.68 1
900 1 9.001 1 18.0 .1 1567.3 1 1587.51 10.10 1 86 8. 6 7 1
000 1 9.001 1 18.0 t 1565.6 1 .1585.3t 9.86 1 868.67 1
.100 1 - 9.001 1 18.0 1 1564.2 1 1583.61 9.68 1 868.66 1
17.200 1 9.001 1 18.0 1 1563.2 1 1582.21 9.53 1 868.66 1
17.300 1 9.001 I 18.0 1 1562.3 1 1581.21 9.42 1 868.66 1
17.400 1- 9.001 1 18.0 1 1561.7 1 1580.31 9.33 1 868.66 1
17.500 1 9.001 t 18.0 1 1561.2 1 1579.71 9.26 1 868.65 1
17.600 1 9.001 1 18.0 1 1560.7 1 1579.21 9.20 1 868.65 1
17.700 1 9.001 1 18.0 1 1560.4 1 1578.71 9.16 1 868.65 1
17.800 1 8.001 1 17.0 1 1559.4 1 1577.41 9.02 1 868.65 1
17.900 1 8.001 1 16.0 1 1557.8 1 1575.41 8.80 1 868.64 1
18.000 1 8.001 1 16.0 1 1556.5 1 1573.81 8.63 1 868.64 1
18.100 1 8.001 1 16.0 1 1555.5 1 1572.51 8.50 1 868.64 1
18.200 1 8. 00 1 1 16.0 1 1554.8 1 1571.51 8.39 1 868.63 1
18.300 1 8.001 1 16.0 1 1554.1 1 1570.81 8.31 1 868.63 1
18.400 1 8.001 1 16.0 1 1553.7 1 1570.11 8.24 1 868.63 1
18.500 1 8.001 1 16.0 1 1553.3 1 1569.71 8.19 1 868.63 1
18. 6b0 1 7.001 1 15.0 1 1552.2 1 1568.31 8.04 1 868.63 1
18.700 1 7.001 1 14.0 1 1550.6 1 156 6. 2 1 7.82 1 868.62 1
18.800 1 7.001 1 14.0 1 1549.3 1 1564.61 7.64 1 868.62 1
18.900 1 7.001 1 14.0 1 1548.3 1 1563.31 7.51 1 868.61 1
19.000 1 7.001 1 14.0 1 1547.5 1 1562.31 7.40 1 868.61 1
19.100 1 7. 00 1 1 14.0 1 1546.8 1 1561.51 7.31 1 868.61 1
19.200 1 7. 00 1 1 14.0 1 1546.3 1 1560.81 7.25 1 868.61 1
19.300 1 7. 00 1 1 14.0 1 1546.0 1 1560.31 7.19 1 868.61 1
400 1 7. 00 1 1 14.0 1 1545.7 1 1560.01 7. 15 1 868.61 1
1 500 1 6. 00 1 1 13.0 1 1544. 6 1 1558. 7 1 7.01 1 86 8. 6 0 1
600 1 6.001 1 12.0 1 154c. 9 1 15:;6.61 i3. 85 1 868.60 1
19.700 I 6, D01 I 16, 0 l =541. 4 1 15f4. 9 1 6. . I 868. 59 1
19. 800 1 6. 001 1 1`. 0 1 1540. !Gl 1 i553. 41 6. 70 I 868. 59 I
19.900 1 6.1301 1 =`. 0 1 1538.7 1 155 . 0 I . 1?4 1 868. 58 I
20. •c)00 I 6. 00 1 1 i2. 21 1 1537.5 1 ! EfIZI. ,' ?. °8 1 X68. '=,8 I
POND-2 Version: 5.17 S/N: Page 4
MUTED: 05-14-1999 13:01:18
Pond File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:\pondpack\98236\.100YRPST.HYD
outflow Hydrograph: c:\pondpack\98236\OUT HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
I TIME I INFLOW 1 1 I1+I2 1 2S/t - 0 1 2S/t + 0 1 -OUTFLOW 1ELEVATIONI
(hrs)
I-------- I tcfs) i
I---------1 I (cfs) I
1---------I- (cfs) I
-----------I (cfs) I-
-----------I (cfs)
---- I (ft) I -

1 20.100
1 6.001
I 12.0 1
1536.5 1
1549.51 -----
6.52 I---------I
1 86 8. 58 1
1 20.200 1 6.001 1 .12.0 1 1535.5 1 1548.51 6.48 1 86 8. 58 1
1 20.300 1 6.001 1 12.0 1 1534.7 1 1547.51 6.43 1 86 8. 57 1
1 20.400 1 6.001 1 12.0 l 1533.9 1 1546.71 6.39 1 86 8. 57 1
1 20.500 1 ..6.001 1 12.0 1 _ 1533.2 1 1545.91 6.35 1 868.57 1
1 20.600 1 6.001 1 12.0 1 1532.5 1 1545.21 6.32 1 868.57 1
1 20.700 1 6.001 1 12.0 1 1532.0 1 1544.51 6.29 1 868. 56 ,1
1 20.800 1 6.001 1 12.0 1 1531.4 1 1544.01 6.26 1 868.56 1
t 20.900 1: 6.001 1 12.0 1 1530.9 1 1543.41 6.24 1 868.56 1
1 21.000 1 6.001 1 12.0 1 1530.5 1 1542.91 6.22 1 86 8. 56 1
1 21.100 1. 5.001 1 11.0 1 1529.2 1 1541.51 6.15 1 86 8. 56 1
1 21.200 t 5.001 1 10.0 1 1527.1 1 1539.21 6.04 1 868.55 1
1 21.300 1 5.001 1 10.0 1 1525.2 1 1537.11 5.95 1 868.54 1
1.21.400 1 ' 5.001 1 10.0 1 1523.5 1 1535.21 5.86 1 868.54 1
1 _.500 1 5.001 t 10.0 1 1522.0 1 1533.51 5.78 1 868.53 1
t -600 1 ; 5. 001 -1 10.0 t 1520.6 1 1532.01 5.70 1 868.53 1
1 21.700 .1 5.001 1 . 10.0 1 1519.3 1 1530.61 5.64 1 86 8. 53 1
1' 21.800 1 5.001 1 10.-0 1 1518.1 1 1529.31 5.58 I 868.52 1
1 21.900 1 5. 00.1 1 10.0 1 1517.1 1 1528.11 5.53 1 86 8. 52 1
1 22.000 1 5.001 t 10.0 1 1516.1 1 1527.11 5.48 1 868.52 1
1 22.100 1 5.001 1 10.0 1 1515.3 1 1526.11 5.43 1 868.51 1
1 22.200 1 5.001 I 10.0 I 1514.5 1 1525.31 5.39 1 868.51 1
1 22.300 1 5.001 1 10.0 1 1513.8 1 1524.51 5.36 1 868.51 1
1 22.400 1 4.001. 1 9.0 1 1512.2 1 1522.81 5.28 1 868.51 1
1 22.500 1 4.001 1 8.0 1 1509.9 1 1520.21 5.16 1 86 8. 50 1
1 22. 6 00 1 4.001 1 8.0 1 1507.8 1 1517.91 5.05 1 86 8. 49 1
1 22.700 1 4.001 1 8.0 1 1505.9 1 1515.81 4.95 1 868.49 1
1 22.800 1 4.001 1 8.0 1 1504.2 1 1513.91 4.86 1 86 8. 48 1
1 22.900 1 4.001 1 8.0 1 1502.6 1 1512.21 4.76 1 868.48 1
1 23.000 1 4.001 l 8.0 1 1501.2 1 1510.61 4.71 1 86 8. 47 1
I 23- .100 1 4.001 1 8.0 1 1499.9 1 1509.21 4.64 1 868.47 1
1 23.200 1 4.001 1 8.0 1 1498.7 1 1507.91 4.58 1 86 8. 47 1
1 23.300 1 3.001 1 7.0 1 1496.8 1 1505.71 4.48 1 86 8. 46 1
1 3. 400 1 3.001 1 6.0 1 1494.1 1 1502.81 4.34 1 868.45 1
1 23.500 1 3.001 1 6.0 1 1491.7 1 1500.11 4.22 1 86 8. 44 1
1 23.600 1 3. 00 1 1 6.0 1 1489.4 1 1497.71 4.10 1 868.44 1
1 23.700 1 3. 00 1 1 6.0 1 1487.4 1 1495.41 4.00 1 868.43 1
1 23.800 1 3. 00 1 1 6.0 1 1485.6 1 149 3. 4 1 3.91 1 86 8. 43 1
1 23.900 1 3. 00 1 1 6.0 1 1484.0 1 1491.61 3.82 1 868.142 1
1 1+ 000 1 2. 00 1 1 5.0 1 1481.6 1 14813.01 3.-70 1 868.41 1
1 ._ 100 1 2. 00 1 1 4.0 1 1478.5 1 1485.61 3.54 1 866.41 1
1 24.200 1 2. 00 1 1 4.0 1 1475.7 1 1482.51 3.40 1 868.40 1
1 24.300 1 2. 00 1 1 4.0 1 1473.2 1 1479.7 1 3. '=7 1 86 P, . 39 I
1 24.400 1 2. 00 1 1 4. 0 1 1470.9 1 147 7. 2 1 3. 15 1 868.38 1
1 24.500 1 2. 00 1 1 4.14) I 1468.8 1 1+474.9i 3.04 1 868.38 1
=4. 1;00
-------- 1
---------- 1 4. 0 !
----------- ; 4Lr. '? 1
------------ i4+ ; - 8 !
------------ ?, 94
---------- 1 868. 3 i I
-------------
POND-2 Version: 5.17 S/N:
=UTED: 05-14-1999 13:01:18
Page 5
Pond File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:\pondpack\ 98236\100YRPST .HYD
Outflow Hydrograph: c:\pondpack\ 98236\OUT H.YD
INFLOW HY.DROGRAPH
---------- ROUTING
----------
--- COMPUTATIONS
------- -
-
-
--------
TIME ----------
.1 INFLOW I
1 I1+I2 1 -
2S/t - O 1
2S/t + O [ -
.OUTFLOW -
--------
1ELEVATIONI
(hrs)
-- 1 (cfs) 1
--
- I (cfs) I
I
- - (cfs) I
-
- (cfs) I
--- (cfs) I (ft) I
I------
1 24.700 -
----I
I-
1 2.001 I-----
---
1 4.0 1 ----------- I
1465.2 1 ------ I
-
1470.91 ---------
2.86 ! I
I 868.37 1
1 24.800 1 2.001 1 4.0 1 1463.6 1 1469.21 2.78 1 868.36 1
1 24.900 1 1.001 1 3.0 1 1461.3 1 1466.61 2.66 1 868.35 1
1 25.000 1 1.001 I 2.0 1 1458.31 1463.31 2.50 1 868.35 1
1 25.100 1 1.001 1 2.0 1 1455.6 1 1460.31 2.36 1 868.34 1
1 25.200 1 1.001 1 2.0 1 1453.1 1 1457.61 2.24 1 868.33 1
1.25. 300 1 1.001 1. 2.0 1 1450.9 1 1455.11 2.12 1 86 8. 32 1
1 25.400 1 1.001 1 2.0 1 1448.8 1 1452.91 2.02 1 86 8. 32 1
1 25.500 1 1.001 I 2.0 1 1447.0 1 1450.81 1.92 1 868.31 1
1 25.600 1 0.001 1 1.0 1 1444.4 1 1448.01 1.79 1 86 8. 30 1
1 25.700 1 0.001 1 0.0 1 1441.2 1 1444.41 1.62 1 86 8. 29 1
1125.800 1 0.001 1 0.0 1 1438.2 1 1441.21 1.47 1 868.29 1
1 25.'900 1 0. 001
- - - - - - - - - - 1 0.0 1
- - - - - - - - - - 1435.6 1
- - - - - - - - - - - - - - 1438.21
- - - - - - - - - - - 1.33
- - - - - - 1 86 8. 28 1
- - - - - - - - - -

-7
POND-2-Version: 5.17 S/N: Page 6
MUTED: 05-14-1999 13:01:18
************ SUMMARY OF ROUTING COMPUTATIONS *************
Pond File: c:\pondpack\98236\98236 PND
Inflow Hydrograph: c:.\pondpack\98236\i00YRPST.HYD
Outflow Hydrograph: c:\pondpack\98236\OUT HYD
Starting Pond W.S. Elevation = 866.20 ft
**** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow - 228.00 cfs
Peak Outflow = 133.66 cfs
Peak Elevation = 871..14 ft
***** Summary of Approximate Peak Storage ****
Initial Storage - 144,839 cu-ft
322,200 cu-ft
Peak Storage From.Storm
---------------
Total Storage in Pond = 467,039 cu-ft
Warning: Inflow hydrograph truncated on left side.

POND-2 Version: 5.17 S/N: Page 7
Pond File: c:\pondpack\9836\9836 PND
Inflow Hydrograph: c:\pondpack\9836\100YRPST .HYD
Outflow Hydrograph: c:\pondpack\9836\OUT HYD
EXECUTED: 05-14-1999
Peak Inflow = 228.00 cfs 13:01:18
Peak Outflow = 133.66 cfs
Peak Elevation = 871.14 ft
Flow (cfs)
0 25 50 75 100 125 150 175 200 225 250 -275
.------r-----r-----r-----1-----r-----I----- r----- I----- I----- r----- r-
11.7 -rx aE
Ix
11.8 -ix
Ix
11.9 -r x e
Ix
12.0 -rx.
Ix
12.1 -Ix
rx
12.2 -Ix

1? -1 x

I r X iE
4
12 -1 x

12.5 -r x 4
x
12.6 -1 x
I x
12.7 -1 *x
* x
12.8 -1 * x
I * x
12.9 -1 * x
I * x
13.0 -1 * x
I * x
13.1. ,I * x
I * x
13.2 -1 * x
I * x
13.3 -1 * X
I * x
13.4 -1 * x
I * x
13.5 -1 ? x
34 x
x
I
TIME
(hrs)
File: c:\pondpack\982361•1100YRP,ST.HYD Omax = 229.0 cfs
x File: _:\oondoack*1\9823G\SUT HYD 0 max = 1??.7 cf_
POND-2 Version: 5.17
fr' N :
THOMASVILLE BUSINESS PARK
WATER QUALITY POND
CALCULATED 05-14-1999 09:08:51
DISK FILE.: c:\pond pack\98236\98236 ..VOL
Planimeter scale: 1 inch = 1 ft.

Elevation Planimeter Area Ai+A2+sgr(Ai*A2) Volume Volume Sum
(ft)
---------- (sq.in.)
--------------- (sq.ftl
------- (sq.ft)
------------------ (cubic-ft) (cubic-ft)

860.00
.2, 026.00
2,026 -
0 -------------
0 -----------
0
862..20 17, 976.00 17,976 261,037 19,094 19.1094
866.20 47, 203.00 47,203 94.1308 125,745 144,838
868.30 62, 823.00 62,823 164,482 1157136 259,974
872..80 96, 294.00 96,294 236,895 355.;343 6159317
2
IA = (sq.rt(Areal) + ((Ei-El)/(E2-Ei))*(sq.rt(Area2)-sq.rt(Areal)))
where: El, E2 = Closest two elevations with planimeter data
El = Elevation at which to 'interpolate area
Areal,Area2 = Areas computed for El, E2, respectively
IA = Interpolated area for Ei
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Areal + sq.rt.(Areai*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2

Outlet Structure File: 98236 STR
POND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
***** COMPOSITE OUTFLOW SUMMARY ****
'Elevation (ft)
-------------- Q (cfs)
------ Contributing Structures
--------------- -
866.20 0.0
866.60 0. 0
867.00 0.0
867.40 0.0
867.80 • 0.0
868.20 0.0
868.60 6.9 1
869.00 24.5 1
869.40 48.3 1
869.80 59.6 2
870.10 61.0 2 +4
870.20 63.4 2 +4
870.60 85.5 2 +4
871.00 118.8 2 +4
871.40 16 0. 0 2 +4
871.80 208.0 2 +4
872.20 261.7 2 +4 :.
872.60 320.6 2 +4
872.80 0.0

Outlet Structure File: 9836 . STR
POND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
Outlet Structure File: c:\pondpack\98236\98236 STR
Planimeter Input File: c:\pondpack\98236\98236 .VOL
Rating Table Output File: c:\pondpack\.98236\98236 .PND `
Min. Elev. (ft) = 866.2 Max. Elev. (ft) = 872.8 Incr. Cft? _ .4
Additional elevations (ft) to be included in table:
870. i .
SYSTEM CONNECTIVITY
Structure No. 0 Table 0 Table

Outlet Structure File: 98236 STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
MM Structure No. 1 <<<<<<
(Input Data)
STAND PIPE _
Stand Pipe with weir or orifice flow
E1 elev. (ft)? 868.3 _
E2 elev. (f t) ? 872.8
Crest elev. (ft)? 868.3
Diameter, (ft)? 4.0
Weir coefficient? 3.33
Orifice coefficient? .6
Start transition elev. (ft) @ ?
- Transition height (ft)?

T ?
Outlet Structure File: 98236 .STR
POND-2 Version: 5.17 S/N :
Date Executed: Time Executed:
MM M Structure No. 2 MM
M
(Input Data)
ORIFICE
:Orifice - Based on Area and Datum Elevation
E1 el,ev. Cft).? 868.3
E2 elev. (ft)? 872.8
Orifice coeff.? .6
Invert elev. (ft) ? 862.2
Datum elev. (ft) ? 863.45 -
Orifice at:-ea (sq ft)? 4.91

Outlet Structure File: 98236 STR
POND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
MM Structure No. 4 MM
(Input Data)

T _ ?
Outlet Structure File: 98236 STR
POND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
Outflow Rating Table for Structure #1
STAND PIPE Stand Pipe with weir or orifice flow
** INLET CONTROL ASSUMED ***
Elevation (ft)
--------------
866.20
866.60
867.00
867.40
867.80
868.20
868.60
869.00
869.40
869.80
870.10
870.20
870.60
871.00
871.40
871.80
872.20
872.60
872.80
0 (cfs)
0. 0
0. 0
0.0
0. 0
0. 0
6.9
24.5
46.3
74.1
81.2
83.4
91.8
99.4
106.5
113.2
119.5
125.5
0.0
Computation Messages
E < Inv. El. = 868.3
E < E1=868.3
E < E1=868.3
E ( E1=868.3
E ( E1=868.3
E ( E1=868.3
-Weir: H =.3
Weir: H =.7
Weir: H =1.1
Orifice: H =1.5
Orifice: H =1.8
Orifice: H =1.9
Orifice: H =2.3
Orifice: H =2.7
Orifice: H =3.1
Orifice: H =3.5
Orifice: H =3.9
Orifice: H =4.3
E = or ) E2=872.8
Weir Cw = 3.33 Weir length = 12.56637 ft
Orifice Co = .6 Orifice area = 12.56637 sq.ft.
0 (cfs) = (Cw * L * H**1.5) or (Co * A * sgr(2*g*H))
No transition used, transition height = 0.0
Weir equation = Orifice equation @ elev.= 869.7459 ft
. ,
Outlet Structure File: 9836 STR
POND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
Outflow Rating Table for Structure #2
ORIFICE Orifice - Based on Area and Datum Elevation
Elevation (ft)
866.20
866.60
867.00
867.40
867.80
868.20
868.60
869.00
869.40
869.80
870.10
870.20
S70.60
871.00
871.40
,. 871.80
872.20
II ?
872.60
872.80
Q (cfs) Computation -Messages
0.0 E < E1=868' 3
0.0 E < E1=868.3
0.0 E < E 1=868. 3
0.0 E < E1=868.3
0.0 E C E1=868.3
0.0. E < E1=868.3
53.7 H =5. 15
55.7 H =5.55
57.7 H =5. 95
59.6 H =6. 35
61.0 H =6.65
61.4 H =6.75
63.2 H =7. 150
65.0 H =7.55
66.7 H =7.95
68.3 H =8.35
69.9 H =8.75
71.5 H =9. 150
0.0 E = or ) E2=872.8
C = .6 A = 4.91 sq. ft.
H (ft) = Table elev. - Datum elev.
Q (cfs) = C * A * sgr(2g * H)

( 863.45 ft )
..1
Outlet Structure File: 98236 STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
Outflow Rating Table for Structure #4
WEIR-VR Weir - Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Com putation Message:
- --------------
866.20 -------
0.0 ---
E -----------
( Inv. E1. = ---------- -
870.1
866.60 0.0 E . ( Inv. E1. _- 87(b.1
867.00 0.0 E ( Inv. E1. = 870.1
867.4e 0.0 E ( Inv. Ei. = 870.1
867.80 0.0 E ( Inv. E 1. = 870.1
868.2e 0.0 w E ( Inv. E1. = 870.1
868.60 0.0 E ( Inv. E1. = 870.1
869.00 0.0 E ( Inv. E1. = 870.1
869.40 0.0 E ( Inv. E1. = S70.1
869.80 0.0 E ( Inv. E1. = 870.1
.870.10 0.0 H =0.0
870.20 2.0 H =.I
870.60 22.3 H =.5
871.00. 53.8 H =.9

..
871.40 93.4 H =1.3
871.80 139.6 H =1.7
872.2e 19 i . 7 H =2.1
872.60 249.0 H =2.5
872.80 0.0 E = or > E2=872.8
C = 3 L (ft) = 21
H (ft) = Table elev. - Invert elev. ( 870.1 ft )
0 (cfs) = C * L * (H**1.5) -- Suppressed Weir
. •

Outlet Structure File: 98236 .STR
FOND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
Outflow Rating Table 3
Table 3 = 1 ? 2
Elevation
---------- (ft) Q (cfs)
----
-- ---- Contributing Structures
-----

866.20 -
0.0 -----------

-
866.60
867.00 0.0 -
867.4o 0.0
-
867.80 0.0-
868.20 0.0
-
868.60 6.9
1
869.00 24.5 1
869.40 48.3 1
869.80 59.6 2
870.10 61.0 2
870.20 61.4 2
870.60 63.2 2
871.00 65.0 2
871.40 66.7 2
871.80 68.3 2-
872. 20 69.9. 2
872.60 71.5 2
872.80 0.0 - <,

Outlet Structure File: 98236 STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
Outflow Rating Table 5
Table 5 = 3 + 4
Elevation (ft) 0 (cfs) Contributing Structures
------
866.20 0.0 -
866.60 0.0 -
867.00 0.0
-
867.40 0.0 -
867.80 0.0 -
868.20
"
0.0
-
868.60 6.9 1
869.00 24.5 1
869.40 48.3 1
869.80 59.6 2
870.10 61.0 2 +4
870.20 63.4 2 +4
870.60 85.5 2 +4
871.00 118.8 2 +4
871.40 160.0 2 +4`
871.80
208.0
2 +4
872.20 261.7 2 +4
872.60 320.6 2 +4 ,
872.80 0.0 -

JiAMESTOWN ENGINEERING GROUP, INC.
C 117 EAST MAIN STREET
JAMESTOWN, NC 27282
Phone [phone] Fax [phone]
TO Vll/1 SI o-l CF hJ4T-,-I (9CIA1,11-
401
'RoE-Ljn c, 4 VU 2,7 607
> WE ARE SENDING YOU ? Attached ? Under separate cover via
ELFETT M VF
DATE JOB NO.
ATTENT ONE
RE:

? Shop drawings ? Prints X'-Plans ? Samples
? Copy of letter ? Change order ?
the following items:
? Specifications
COPIES DATE NO. DESCRIPTION

2- c ?
Covedx S

2- I' A-1-6m ri c
k f C7 r?J

2- 5" S C ?tv L °/o?

THESE ARE TRANSMITTED as checked below:

REMARKS
? For approval
? For your use
? As requested
LEI or review and comment
? FOR BIDS DUE
? Approved as submitted
? Approved as noted
? Returned for corrections
?
? Resubmit copies for approval
? Submit copies for distribution
? Return corrected prints
19 ? PRINTS RETURNED AFTER LOAN TO US
COPY TO
SIGNED: 4H G4ylse12
if enclosures are not as noted, kindly notify us at once.

PERMANENT WET DETENTION POND DESIGN - JAN., 1997
GUILFORD COUNTY
PLANNING & DEVELOPMENT DEPARTMENT
BUSINESS P
TION: RALEIGH ROAD AND 1-85
THOMASVILLE, NC - DAVIDSON COUNTY
?aauc
4TRG
4/28/9

TOTAL SITE AREA = 60.43 acres R N
!
PROPOSED BUILT UPON AREA = Alow
4.30 acres CLASS
-
FUTURE BUILT UPON AREA = 26.20 acres
TOTAL ON-SITE BUILT UPON AREA = 42.30 acres
PERCENT BUILT UPON TOTAL = 70.00%
TOTAL BUILT UPON IN DRAINAGE AREA = 30.50 acres
ERCENT BUILT-UPON (DA.) (OF TOTAL= 50.47% (GWA/WCA) = NONE
ON-SITE DRAINAGE AREA TO POND = 41.33 acres MAX. OFF-SITE B.U.% = 70%
OFF-SITE DRAINAGE AREA TO POND = 3.27 acres _
TOTAL WATERSHED AREA TO POND = 44.60 acres -
DISTURBED AREA = 40.00 acres
TEMP. SED. STOR. USED (Y/N) Y
PERMANENT SEDIMENT STORAGE
PERMANENT WATER QUALITY
COMPOSITE B.U. % =
DEPTH (minimum 3 feet)
SA/DA (Figure 5.6-2)
TEMPORARY WATER QUALITY
PRINCIPAL SPILLWAY
TYPE
DESIGN STORM
RAINFALL INTENSITY
RUNOFF COEFFICIENT
EMERGENCY SPILLWAY
TYPE
DESIGN STORM
RAINFALL INTENSITY
RUNOFF COEFFICIENT
POND DATA
ELEV. @ BOT. OF POND = 860
ELEV.@ BOT. OF PSS = 860
ELEV. @ BOT. OF PWQ = 862.2
ELEV. @ BOT. OF TWQ = 866.2
ELEV. @ TOP. OF TWQ = 868.3
ELEV. @ EMER. SPILLWAY = 870.8
ELEV. @ TOP OF DAM = 872.8
INVERT OF BARREL = 862.2
0.5 acre-inch per disturbed acre
0.125 acre-in per total drainage area
73.52 percent
4.0 feet
2.27 percent
1.0 Inch rainfall to be controlled
X corrugated aluminum
reinforced concrete
10 year
5.8 inches per hour
0.7
grass lined
X rip-rap lined
100 year
7.8 inches per hour
0.7
SURFACE AREA = 2026 SF
SURFACE AREA = 2026 SF
SURFACE AREA = 17976 SF
SURFACE AREA = 47203 SF
SURFACE AREA = 62823 SF
Page 1
POND DESIGN
ELEV. @ BOT. OF POND= 860.00
ELEV. @ BOT. OF TWQ = 866.20
SURFACE AREA = 2026 Square Feet
SURFACE AREA = 47203 Square Feet
ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE =
ELEV. @ BOT. OF PSS = 860.00
ELEV. @ BOT. OF PWQ = 862.20
SURFACE AREA = 2026 Square Feet
SURFACE AREA = 17976 Square Feet
VOLUME PROVIDED =
NORMAL POOL ELEVATION =
SURFACE AREA PROVIDED =
866.201
RV= 0.712 infin
VOLUME REQUIRED = 115217 Cubic Feet
ELEV. @ BOT. OF TWQ = 866.20
ELEV. @ TOP OF TWQ =,868.30
SURFACE AREA = 47203 Square Feet
SURFACE AREA = 62823 Square Feet
VOLUME PROVIDED =
Page 2

DESIGN STORM PEAK FLOW =
HEAD ABOVE TOP OF RISER =
ELEVATION AT TOP OF RISER =
ELEV. OF BARREL INV. = 862.2
NUMBER OF BARRELS = 2
TRY BARREL DIA. = 36 in. dia. h = 7.1
ORIFICE EQUATION Q = 181.4 CFS
RISER: RISER(AREA) =1.5 TIMES BARREL(AREA)
NUMBER OF RISERS = 2
TRY RISER DIA. = 48 in. dia.
WEIR EQUATION Q = 330.8 CFS
ORIFICE EQUATION Q= 191.3 CFS
a ORIFICE CONTROLS
181.1 CFS
2.50
868.30
OK
OK
ELEV. @ BOT. OF WATER QUALITY RELEASE HOLE _
MAXIMUM RELEASE RATE _
MINIMUM RELEASE RATE _
MAXIMUM HOLE SIZE = 0.082213157
MINIMUM HOLE SIZE = 0.054808771
866.20
4 Days
6 Days
3.88 in. dia.
3.17 in. dia.
ELEV. @ EMER. SPILLWAY =
DESIGN STORM PEAK FLOW =
FLOW THROUGH EMER. SPILLWAY =
HEAD ABOVE TOP OF RISER =
BOTTOM WIDTH =
870.8
243.5 CFS
62.4 CFS
1
20.81
ELEV. @ TOP OF RISER = 868.30
ELEV. @ BOT. OF PSS = 860.00
H = 8.30 ft
AREA OF RISER = 25.1 SF
VOLUME OF RISER = 208.6 Cubic Feet
AREA OF BARREL = 14.1 SF
EXPOSED LENGTH = 10.00 ft
VOLUME OF BARREL = 141.4 Cubic Feet
WEIGHT OF WATER DISPLACED = 21838.34 lb
FACTOR OF SAFETY (10%) 24022.18 lb
VOLUME OF CONCRETE ANCHOR = 160.1 Cubic Feet
Page 3
. •
JiAMESTOWN ENGINEERING GROUP, INC.
C 117 EAST MAIN STREET
JAMESTOWN, NC 27282
r ?a
PROJECT: 14oM,4 sVILL9 k)SI./FSS PA ILK
COMPUTED BY: 71ZG CHECKED BY:
SHEET NO.
DATE: 4 Izi /T,
PROJECT NO. 992.;6
Sr'C/J? ?) VTEh ??5? ?? a
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= 2700 cF
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?4•?D F?uTER vowrlE RF9uIa.ED = (S, D r?.x 540 `F/?+??
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MEMORANDUM
TO: John Dorney
Non-Discharge Branch
Regional Contact: Jennifer Frye
WO Supervisor: 1 arry. Coble
Date: 5.16.499
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Thomasville Business Park/LarryHuskey County Davidson
Project Number 99 0282 County2
Recvd From APP Region Winston-Salem
Received Date 3/22/99 Recvd By Region 4/28/99
Project Type commercial
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req., Req.
26 Stream O YO N 12-119-7 4 ??- 30,707. 1,320.00
77
Mitigation Wetland`
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? Q Y 0 N Did you request more info? Q Y (9 N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y 0 N
Is Mitigation required? Q Y Q0 N Recommendation: Q Issue QQ Issue/fond O Deny
Provided by Region: Latitude (ddmmss) 35, 51, 45 Longitude (ddmmss) 80,3,45
Comments:
5-'j 3
cc: Regional Office ?? Cp q ? o Page Number 1
Central Office ? r\15
A
r in&
Charles J. Jones. PE & RLS
Daniel W. Pritchett. PE & RLS
JAMESTOWN ENGINEERING GROUP, INC.
CIVIL • SANITARY • SURVEYING
117 East Main Street • P.O. Box 365 • Jamestown. N.C. ==
Telephone [phone]]3 Fax [phone]
March 17, 1999
PAYMENT
RECEIVED
Re: 401/404 Certification
Thomasville Business Park
Raleigh Road
Thomasville, Davidson County
Job No. 98236
Mr. John Thomas
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
6508 Falls of the Neuse Road
Suite. 120
Raleigh, N.C. 27615
Mr. John Dorney
Division of Water Quality ?
N.C. Department of EH&NR
4401 Reedy Creek Road
Raleigh, N.C. 27607
Dear Sirs:
With regards to the referenced site, we have enclosed applicable
copies of the Pre-Construction Notification Application with
attachments for your review. The site is not in a Water Supply
Watershed. Stream buffer requirements are not required by the City
of Thomasville.
On Friday, March 12, 1999, Eric Black and Jennifer Frye,
representatives of the Division of Water Quality met with our firm
at the site. Their opinion was that no mitigation would be
required, by the State, for either drainageway. For this reason,
we are requesting channel impacts to be considered by bank to ban
square footage instead of linear footage.
The project is proposed for a Business Park. NWP 12 is being
requested for an 8" gravity sewer crossing to serve the rear 30+
acres of the development, which will disturb approximated 400 S.F
A single road crossing of the tributary to Straight Creek will
disturb approximately 720 S.F. and is included in the NWP 14
application. A permanent wet detention pond is the most feasible

tames B. Stetmens. RLS Vi. William Tillev James D. Terrell
Mr. John Thomas
Mr. John Dorney
March 17, 1999
Page -2-
alternative to meet DWQ storm water quality requirements. These
flooding impacts and filling for the dam are included in the NWP 26
application. The additional impacts for NWP 26 are attributed to
a large building. Due to the size of the required pond, only one
area on this site was feasible for the placement of this building.
We have enclosed photographs of the two affected drainageways for
your files. These photos were taken Saturday, March 13, 1999.
Also enclosed is an overall Site Plan and applicable drawings of
impacted areas.
If any additional information is required for your review and
consideration for 401/404 Certifications, please feel free to
contact us or Denise Poulos with ECS, Ltd.
Yours very truly,
JAMESTOWN ENGINEERING GROUP, INC.

Rich Glover
OEM TD ?. _.._. CORPS A==Cu ID:
NATIONWIDE PERMIT RSQ=ST= (PRCVID& "AT20NW=Z IISRM=. #) : 12, 14, and 2 . 6
PR -CONSTFZCTION NOTIFICATION APPIZCATION
FOR NATIONWIDE, PEIR14ZTS THAT REQtJ=M.
z) iacs?zcxTSOx To ?e ea4eps cp aNGa+?es _.
2) AVW =CM=T= V= SXCTSCN 401 CSRT2=C=CN
3) COOll =M =CW AZ"' MW WC 0=22= CT CCA=AL
SEND TZE ORIGINAL AND (1) COPT QF T=3 COMpLZTED I=W TO mm
&TEI.D OFFICE OF MM CORPS OF M1GINE=S (SEE AG=CT ADDRESSES 388'.$2= . SEVEN
(7) COPIES SHOCLD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGr"1?iENT
(SEE AGENCY ADDRESSES SHEET). P r sE PR=-TT.
1. 01MRS NAME: Thomasville Business Park, LLC
2. MAILING ADDRESS :
Post Office Box 14127, Archdale, NC 27263
SUBDIVISION NAXw-,. Thomasville Business
k
CITYz Thomasville STATE: NC ZZ2 CODE: 27360
-PROJECT LOCSTICff ADDRESS, INCLUDING SIIBDIVZSION cir DImRz= .FRQM
-{? .AILING ADDRESS AW73).: Thomasville Business Park, Raleigh
Road (S:R 2061) See attached Map
3. TELEPHONE NUMBER (HOME) : (WCRK) : (3 36)431-9126
4. IF AP$LICAHLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NMGZR:
S. LOCATION OF WORK (PROVIDE A. N.AP, PRE:IRP.BT Y ? C :g= Or USGS TCPCG?.' HV'-
12P OR A=rU PHOTCGRAP?iY WITH SCALE)
COCUTY: Davidson NEAREST TCrrT CA CITY: Tho asvi11P
See attached Map, USGS Quad "Fairgrove, NC"

SF?CIFIC LCG?T.ON C T..NCLZDE RCAD
NUMBERS, ZR1vnMA1tKS, : Northeast Duadrant of intersection of
I-85 and Raleigh Road (S.R. 2061)
5. IMPACTED OR NEAREST 3TREALK/RIVER- Tributary to Straight Creek/Carlan Cre
RIVER BASIN: Yadkin River
7a. 13 PROJECT LOCATED NEAR WATER CL3.SSIc'IED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE. WATERS (ORW), WATER
SUPPLY (WS-1 OR WS-II)? YES C j NO CXj IF YES, EX2LAIN:
7b. 13 THE PROJECT LOCATED WITHIN ,A NORTH CAROLINA DIVISION OF COASTAL - - -
EMENT AREA OF ENVIRONMENTAL CONCrRH (AEC)? YES C I NO [X1 .
- ? -=?c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COMITY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
No
8a. HAVE ANY SECTION 404 PERMITS BEEN PREvIOOSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ j NO CXj XT YES, PROVIDE FICTION I.D. NUMBER Or
PREVIOUS *PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFTCAT20N):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR T1 HIS PROPERTY IN THE
FUTURE? YES [ j NO [XI IF YES, DESCRIBE ANTICIPATED WORK:
3a. EST:,'AATED TCT.%-L. NUMBER OF ACRES Z.N 0. L.`*ID: 61 acres

3100' X 8' = 24,300 S.F. (0.57 ac.)
10a. NIIMBER OF ACRES OF WET*.aNDS IMPACTED BY THE PRCPOSED PRC ECT BY:
NWP 14 = 720 SF
FTIM LING: NNP 26 = 7920 SF MCC:LVAT=ON: 400 SF (NWP 12)
Total = 8640 SF
FLCOD=NG:NWP 26 = 3360 SF
DRAINAGE:
OTHER:
TOTkt A=S To BE ne: 12,400 SF (0.28 Ac.
10b. (1) STREAM CHANNEL TO BE IMPACTED 3Y THE PROPOSED PROJECT (IF
RSZOCA=D, PROVMS DZS2'AM BOTH BEc QRS AND AFZ Za RSEGCASION) :
Tributaries to: Carlen Cr. 790 30
L$NGT8 BEFORE: Straight Cr. 1700 AFTER: 1140 FT
4-61
W=DTS BEFORE (based on normal high water contours): 5-7t•
4-6ig
W=TB Ar=3; 5-7f
o.2± -0-71
X ERAGE DEBTS BEFORE: 0.31 FT AFTER: 0:31-
(2) STREAM CANNEL ?MPACTS WM-L RESIILT FRCM: (ci-mcx ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OE PIPE IN CHANNEL: x_
'w _ EXCAVATION: X CONSTRUCTION OF A. DAWr1=D1NG: X
. CTHLAs ' -
11. 17 CONSTRUCTION OF A PCND IS PROPOSED, WHAT IS THE SIZL OF THE
WATERSHED DRASN=NG TO M 20ND7 60 Ac.(1)
WHAT 13 THE EXPECTED PCND SURFACE AREA? >>,?uu 5.r.1t1
12. DESCRIPTION OF PROPOSED WORK INCLUDING DZ3C7S3I0N OF TYPE Of
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS : 8 1/2" X 11" DRAW=NG3
ONLY): NWP 12: Installation of 8" gravity sewer utilizing hankhne
N-vTP 14: Installation of 60" RCP drain pipe at roadway crossing utilizing
backhoe and bulldozer. NTgP 26: Installation of 90 L.F. CMP/dam
construction/building pad grading utilizing backhoe, bulldozer and pan.
13. PUAPCSE OF ?RCPoSiD WORK: Business Park and related storm water
quality devices required by DWQ.
14 . STATE REASCN3 RK`: IT. IS HELIrVED THAT THIS AC_ 7r'1"; MAST BE GA2
OUT In WET:ANDS. (_--n=UMM ANY MEASURES TAKEN TC M »='m WETS==
MIPAC.S) M-7P 12: Site topnaranh4 requires a sewer crossing of the
Y drainageway. NWP 14: A single roadway crossing was required by Transport-
ation officials for ingress/egress. MIP 26: The pond is proposed within-the
site's lower elevations to relieve runoff from all the built upon areasanc
is required by DWO. The size of this proposed building limits the options
for its location. The location chosen has the least amount of overall impac
IS. YCV?ARE REQUIRED TO CONTACT THE U.S. FISH AND WLDLIFE SERVICE
(US12143) AND/OR"WXCNAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
t:? ? f? ..:." .=
ADDRESSES SHEET) 'REGARDING THE-,PRESENCr OF ANY EZ ZR?,LLY LISTED OR
PROPOSED FOR LISTS.NG -Z?GLAED OR THREATENED 32EC2E3 OR CRITICAL HABITAT
IN THE PERT ARE& TEXT-•MAY-SE-AFFECTED BY THE,,PROPOSED PROJECT. DATE
CONTACTED: - (ATTACH RESPONSES
rROM THESE AGEMCIES.)
16. YOU ARE?^REQQ3`RED?TO-GONT.?CT. THE STATE HISTORIC ESESEP &xzOD _z=CER Pp?",_
(SHPO) (SEE AGENCYLA.Q2USSES_SMT1--REGAR0ING THE PP=ENCE OF HISTORIC PO
PROPERTIES.. Ii?t"1'HE P IT AREA -M=CM MAY BE AFFECTED BY TIDE--PROPOSED
-PROJECT
. DATE CONTACTED
DOES TxE
PUBLIC (STATE)
YES [I
PROJECT INVOL4E AN EXPENDITORE or PQBL2C FUNDS OR THE USE OF
LAND?
NO N (Tr NO, GO TO I8)
a• it YES, DOES THE PROJECT REQUIRE PREP-unioN OF AN ENVIRONMMAL
DCCMMW PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY ACT?
YES [j NO [j
b. IF YES, F_AS TFM DOCUMENT BEZN, REVIEWED THRCQGH THE NORTH CAROLINA
DE2ART-LENT OF ADMINISTRATION STATE CZEARINGAOUSE?
YES C1 No [I
I: ANSWER TC 17b IS YES, THEN SUBMI= APPROPRIATE DCCrMEitTATION FRCN THE
STATE CLEAA=NGF.CQSE TO 017715I014 OF MrT_rRCNMENTAL MA?AZTAG:.2MNT REGARDING
CCMPLI-ANCZ WITH THEE NCRTH CAROLINA,.'`tVIRCNMENTAL DCLIC: ACT.
QUESTIONS azc s- RDING THE STATE C:c.?tZING'r_CCSE R. V,7:^'T.+ ?RCC=SS S CULZI
.... T'M*= :? « u5 `--...?.. w .w.w - l... •w YET rc.G TH
_:..6,?rI . ..TzS BAC'GL__, ??. V.._.i :1 .TC _
C.iRCL NA CE23RTMENT CT --:=I_. =Tom.
NCRT.i C RCI_.',r
;-3 •:
L8. THE FOLLOWING ZTE'SS SHC= BE ZNCLUDED WI=1 THIS APPLICATION I.
PROPOSED ACI27ZTY TWOLVT-PS THE 0I3C:iARGE OF EXC3V=Zn OR FT:rI. MATERI3L ;
INTO WETLANDS:
a. WETLAND DEL.INEAT+CN M&2 SHOW=G ALL WETMANDS, STREZ=, LAF ZS
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PEZMAMENT) ON THE PROPERTY
ST BE SHOWN. ON THE MAP., MAP SCALES SHOCLO BE L =NCR EQMMS 50 MET 'OR ;.I,
INCH =AZ3 100° FEET OR THEIR 3=7ALENT
b. IF AVASLABS,c^., .REPRESENTATIVE 2HOTOGRAPH OF WETLANDS TO BE
IMPACT= BY PROJECT
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCI;UDE ALL DATA
SHEETS REL?"VANT TO THE PI.ACZMENT 'OF THE DELINEATION DINE .
d. ATTACH A COPY OE THE STORMWATER MANAG,NT PLAN I: REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
Residential, Zighway
t. IF APPLICABLE, WHAT 13 PROPOSED METHOD OF SEWAGE DISPOSAL?
Public
q. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
SO=: WETLANDS OR WATERS OF THE V. S. MAX NOT BE IMPACTED PRIOR TO :
1) -ISSUANCE OF A SECTION 404 CORPS OF Zx-;GINEERS PESMIT,
2) EITHER THE ISSUANCE OR NXIVER OF A 401 DIVISION OF
BNVIRONilENTAL MANAGdMENT (WATER QUALITY) CERTIFICATION, AND
3) (IN MW TWIN= =A.STAL C=NTIES ONLY) , A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MAN2kGEb1ENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM.
(;- - - ?-
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STATE OF NORTH CAROLINA
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?i?i} JRt ?.?r'?F J vNM?•, .?/V,?jx?{`T ?3VV?•'. ?i`•. ?.v.
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
Thomasville Business Park, LLC
P.O. Box 14127
Archdale N.C. 27360
Dear Sirs:
Q CCC???Q
On 13 April, 1999 the Division of Water Quality (DWQ) was notified by receipt of your
application regarding your plan to fill wetland and streams for the purpose of constructing the
Thomasville Business Park in Davidson County. Approval from DWQ is required to disturb
these wetlands. The enclosed application needs to be completed and returned to us with 7 copies
of, supporting maps and documentation. In particular as described in 15A NCAC 2B .0502, we
will require you to locate all streams and ponds on the property. Please show these on maps of
suitable scale (for instance 1" = 100 feet) so we can begin to determine your projects'
compliance with 15A NCAC 2H.0500.
Please call me at 919 ?33-1786 if you have any questions or would require copies of our
rules or procedural mate
Jo n R. Domey
cc: Raleigh DWQ Regional Office
Wilmington Corps of Engineers
John Dorney
Central Files
1?•
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 16, 1999
DWQ # 990282
Davidson County
990282.pnd
Wetlands/401 Unit 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal opportunity Affirmative Action Employer 50% recycled/10% post consumer paper
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
Thomasville Business Park, LLC
P.O. Box 14127
Archdale N.C. 27263
Dear Sirs:
Re: Thomasville Business Park
Davidson County
DWQ # 990282
1 ? •
NOOK
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 9, 1999
The Division of Water Quality has reviewed your submittal for a 404/401 Permit for construction of the
Thomasville Business Park in Davidson County. Your application was not complete since seven copies of the
application and maps were not received. Please provide information regarding the location of your project. This
information is needed by DWQ in order for us to decide whether this project is appiovable. Also all proposed stream
impacts must be reported as length not are regardless of the type of stream. Please modify your application
accordingly.
Please respond with three weeks of the date of this letter by sending us the appropriate information. If
we do not hear from you in three weeks, we will assume that you no longer want to pursue this project and we will
consider the project as withdrawn.
I can be reached at 919-733-1786 if you have any questions. Until this information is received, I will
request (by copy of this letter) that the Corps of Engineers place this project on hold. Also, the project will be placed
on hold for our processing due to incomplete information (15A NCAC 2H .0507(a)(4)). Your processing time will
begin once we receive a complete application.
Attachment
cc: Winston- Salem DWQ Regional Office
Wilmington District of Corps of Engineers
Raleigh Field Office Corps of Engineers
John Dorney
Central Files
Rich glover; Jamestown Engineering's Group
Dorney
Quality Certification ogram
Division of Water Quality • Non-Discharge Branch
4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
JAMESTOWN ENGINEERING GROUP, INC.
CIVIL • SANITARY • SURVEYING
117 East Main Street • P.O. Box 365 • Jamestown, N.C. 27282
/4E inc. Telephone [phone] Fax [phone]
Charles J. Jones, & RLS ``?* 8[n,T
Daniel W. Pritchett, , PE & RLS YA ?y?L1, f
R?,CE1V??
March 17, 1999
Re: 401/404 Certification
Thomasville Business
Raleigh Road
Thomasville, Davidson
Job No. 98236
Mr. John Thomas
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
6508 Falls of the Neuse Road
Suite 120
Raleigh, N.C. 27615
Mr. John Dorney
Division of Water Quality
N.C. Department of EH&NR
4401 Reedy Creek Road
Raleigh, N.C. 27607
Dear Sirs:
Park
County

With regards to the referenced site, we have enclosed applicable
copies of the Pre-Construction Notification Application with
attachments for your review. The site is not in a Water Supply
Watershed. Stream buffer requirements are not required by the City
of Thomasville.
On Friday, March 12, 1999, Eric Black and Jennifer Frye,
representatives of the Division of Water Quality met with our firm
at the site. Their opinion was that no mitigation would be
required, by the State, for either drainageway. For this reaso
we are requesting channel impacts to be considered by bank to b k
square footage instead of linear footage.
The project is proposed for a Business Park. NWP 12 is being
requested for an 8" gravity sewer crossing to serve the rear 30+
acres of the development, which will disturb approximated 400 S.F.
A single road crossing of the tributary to Straight Creek will
disturb approximately 720 S.F. and is included in the NWP 14
application. A permanent wet detention pond is the most feasible
James B. Stephens, RLS M. William Tilley James D. Terrell
Mr. John Thomas
Mr. John Dorney
March 17, 1999
Page -2-
alternative to meet DWQ storm water quality requirements. These
flooding impacts and filling for the dam are included in the NWP 26
application. The additional impacts for NWP 26 are attributed to
a large building. Due to the size of the required pond, only one
area on this site was feasible for the placement of this building.
We have enclosed photographs of the two affected drainageways for
your files. These photos were taken Saturday, March 13, 1999.
Also enclosed is an overall Site Plan and applicable drawings of
impacted areas.
If any additional information is required for your review and
consideration for 401/404 Certifications, please feel free to
contact us or Denise Poulos with ECS, Ltd.
Yours very truly,
JAMESTOWN ENGINEERING GROUP, INC.
k- " ??' ,
Rich Glover
RG/cp
Enclosures
cc: Larry Darr
Larry Huskey
E $
MEM, XD: CORPS ACT=0N ID:
12, 14, and 26
NATICNWIDR E+EAMT RZC=TED (pRCVXDE N31T210NW=DS ?RM2T 10)
PRE -CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PzMaTS THAT REQUIRE: AY N
s) zcA== Ta Mw C= 5 or
CSRTZTZC?L'1'201f
2) AVT=CMW=CN I%= 3WCT== 407.
SMM = OR=== A= (1) COPT OS %=3 =wLLTSD =2X TO UZ
SIEI.D OSFICB OF VM CObtP9 OF MIG=OZZ" (SEE A=CT 0CVYSSBS SHEET). SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OE ENVIRONMENTAL MANAGr"NSENT
(SEE AG-MCY ADDRESSE3 SHEET). PLEASE "ZNT.
1. OWNERS NZME: Thomasville Business Park, LLC
Post Office Box 14127, Archdale, NC 27263
2. MAILING ADDRESS:
gQBDIVI3I0N NF`s Thomasville Business
k
Thomasville STATE: NC Z12 CODE: 27360
d-s ._- ``PBfOJECT IACSTSav ADDRESS, INCL==G SQBDIVIS20w NA= (IF DIg'8'SREPT mcm
>- BRIMM ADDRES3 ABOVE).: Thomasville Business Park, Raleigh
I Road (S ? R 2 0 61) See attached Map
3. TELEPHONE NQMBER (HOME) : (WORK) : [phone]
4. it APn. ICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PRONE NUMBER.-
5. L=ALTION OF WORTS (PROVIDE 3 MAP, PRETERABLY ?_ COPY Off' QSGS TCPCGR.?P!?IC
MAP OR AERZ11L 2HOTCGRA2%HY WITH SC-U-Z) : ^T ?. Thomact,i 1 1 P
CCIIN=: Davidson Nt3REX TOWN C :L CT_Y:
See attached Map, USGS Quad "Fairgrove, NC"
3FECIc IC LCC:zT=ON (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.): Northeast Auadrant of intersection of
I-85 and Raleigh Road (S.R. 2061)
Jp,411-pal"A.11 01 ? .
S. IMPACTED OR NEAREST STREAM/RIVER: Tributary to
RIVER BASIN: Yadkin River
7a. IS PROJECT LOCATED NEAR WATER CL35SIFIED AS TRC=, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-1 OR WS-II}? YES C I NO [XI IF YES, EXPLAIN:
7b. 13 THE PROJECT LOCATED WITHIN ,A NORTH CAROLINA DIVISION OF COASTAL. .
MANAGEMENT AREA OE' ENVIRONMENTAL CONCERN (AEC)? YES L I NO CX1 .
IF THE PROJECT I3 LOCATED WITHIN A COASTAL COMITY (SEE PAGE 7 FOR
-'.?-,3s: LIST OF COASTAL-COMITIES), WHAT IS THE LAND USE PLAN (LU2) DESIGNATION?
Sa. HAVE ANY SECTION 404 PE=TS BEEN PREVIOUSLY REQUESTED FOR USE ON
T3I3 PROPERTY? YES C I NO EX1 =F YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOCS'PERMIT AND ANY ADDITIONAL INFORMATION (I1q==E PHOTCCOPY OF 401
CERTIPTCATTON) :
8b. ARE ADDITIONAL PERMIT REQUESTS ECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ I NO [XI IF YES, DESCRIBE ANTICIPATEAD WORK:
9a. EST:uA.TE7 TCT3L NTCIKMER CF XC ES QF j;LN ;:
61 acres
Q VT=-?( T;'•? T/AT? `••'mB-Ir. ?I.?.. *7 -.C rZT
4l. r 1 ?r V???i -Y ?.IllC. ?. C?
3100' X 8' = 24,800 S.F. (0.57 Ac.)
. It
10a. NOMBER OF ACRES of WE=WUMS IMPACTED SY THE PROPOSED PRCJECT BY:
NWP 14 = 720 SF
FILLING: NWP 2 6 = 7 9 2 0 SF E;.?cavATloN : 400 SF (NWP 12)
Total = SF
EmccnING : NWP 2 6 = 3 3 6 0 SF OT:iEq:
DRAINAGE:
TOTAL ACRES To BE nWACTEO: 12,400 SF (0.28 Ac.
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (27
RELOCATED, PROVIIDS DXSTANCZ BOTH 3L2-77RS AND AZ7M RELOCATION)
L"GT8 BEFORE: AFTER: FT
WZDTS BEFORE (based on normal high water contours) : F"i'
WIDTH AFTER: rT
AVERAGE DEPTH a10RE: TT AFTER:
(2) STREAM C4AMM ACTS WILL RESULT "RCM: (CHECPC ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OE PIPE IN CHANNEL:
EXCAVATION; X CONSTRUCTION OF A DAN/FLOODING: x
,CS'S?As -
11. IP CON3TRUCTION OF A PCND IS PROPOSED, EMT 13 THE SIZE OF THE
NATERSHED DRA==G TO THE PCIM? 6 0 Ac (:6)
(f )
WHAT IS THE EXPECTED PCND SURFACE AREA? 5 5 , 0 0 0 S.F.
12. DESCRIPTION OF PROPOSED WORK INCLUDING 013=33=0N OF TYPE OF
MEMWICAL EQUIPMENT TO BE USED (ATTACK PLMS : 8 1/2" X 11" DVJUr=G3
pNLy) ; NWP 12: Installation of 8" gravity sewer utilizing ha -khop
NWP 14: Installation of 60" RCP drain pipe at roadway crossing utilizing
backhoe and bulldozer. NWP 26: Installation of 90 L.F. C.MP dam
construction/building pad grading utilizing backhoe, bulldozer and pan.
13. ?UAPCSE cr FRCPOSZZ WORK• Business Park and related storm wat r
quality devices reauired by DWQ.
14. STATE REASONS WHY IT IS RELI'''VED TH= THIS AC=T-rTY MUST BE C.1RAZED
OUT IN WETLANDS. (=N=UDE ANY MEASURES TAKEN TO SIZE WETT.z=
2 PAC.3): NVIP 12: Site topoQrmnhU requires a sewer crossing of the
drainageway. NWP 14: A single roadway crossing was required by Transport-
ation officials for ingress/egress. MIP 26: The pond is proposed within the
site's lower elevations to relieve runoff from all the built upon areas and
is required by DWn. The size of this proposed building limits the options
for its location. The location chosen has the least amount of overall impac
1S. YCU"ARE REQUIREM TO CONTACT THE U.S. FISH AND WI:rDLSFE SERVICE
(USMS) XWOR,'v TICNAL MARINE FISHERIES SERVIC (MU-5) (SEE AGCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY 1-EDEQALLY LISTED OR ?' .
PROPOSED FOR LISTING'r'T:TDAiQGERED OR THREATENED SPECIES OR CRITICRL HABITAT
IN THE PERMIT ARZ;i THAT-'MAY`BE_AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: - (ATTACH RESPCNSES
FROM THESE AGENCIES.)
16. YOU ARE__;EQUTWSD-TO-CONTACT. THE STATE HISTORIC ?SER=-ZODT_O.EB'ICLR P'Q?
(SHPO) (SEE AG`EXCY`-A=RESSES_SHEET}--REGARDING THE PP=ENCE OF HISTORIC r 6'tr'
BROPERT2ES.- TN_"TI2L PZMaT AREA VaCH MAY BE AFFECTED BY i1M'-PR0POSED r
==- PROJECT . DATE CONTA?CTLD
DOES THE PROJECT INVOLVE AN EXPENDITURE OLD PUBLIC FONDS OR THE USE OT
(STATE) LAND?
YES I NO Pq (ILP NO, GO TO 18)
a. SF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTBL
DOCIIMENT PURSUANT TO THE REQUIREIKENTS OF THE NORTH CAROLINA ENVIRONNF-STAL
POLICY ACT?
YES [I NO [I
b. IF YES, HAS = DOCUMEZIM BEEN RVIIZ TED THRCUGF. THE SORT-H CAROLINA
DEPARTMENT CF ADMINISTRATION STATE CZZARIN(7AOUSE?
YZ3 tI NO CI
Zr ANSWER TO 17b IS YES, THEN SUBMIT PBQAOPRLAT DCC?EiiTAT::C:i 4_,-_%CX THE
STATE CILEARMIGHICIISE TO DTITISICN OF E:NIRCNM=- TAL M "-TAGc'.2'...`, T REGARD=-TG
CCISP'r.IA NC WITH THEE, NORTH CAROL+VA EWTRCNMF.i?1T.'?ir 2CLiC. AC:.
QUESTIONS REGARDING THE ST3CE CI ARSVGF.Crizz REv:zw ?RCC=SS S C=Z a---
DI3?T .. C.. MS. C:-:??5 3esG.sc.__, 'JTRE.._?:. .._z_E .w•sn..?' 1rHCC ... SCR:
G`CLi:?Ts DEP? 1=?!E:7': ^,F ALMTYIST'R.i:=7N
NCRT_?

18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APFLICATICN 2.
PROPOSED ACTIV=TY =V LVES THE DISCHARGE OF EXC 6VATED OR =LL MATER3--L
INTO WETLANDS :
a. WE=-AND DELINEAT+CN MAY SHOWING AT.7. WE -LANDS , STREAMS, LAS
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21. 26,
29, BND 30). ALL STREAMS (INTEP24ITTENT AND PEPMANEiNT) ON TIDE PROPERTY
WSX SE SHOWN ON THE MAP. MAP SCALES SHOULD BE i =NCH EQUALS 50 SEET OR I
INCK EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILe3BLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY. PROJECT.
C. IF DELINEATION AAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLAC..MENT ' O F THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUI..RED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
Residential, aighway
T. IF APPLICABLE, WHAT 13 PROPOSED METHOD OF SEWAGE DISPOSAL?
Public
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
POW: VVETLANDS OR WATERS OF THE V. S. MAY NOT BE IMPACTED PRIOR TO :
1) -ISSUANCE OF A SECTION 404 CORPS OF 'r. MINEERS PERMIT,
2) ZITHER THE ISSUANCE. OR WAjV`ER OF A 401 DIVISION OF
SPIVIRONGVTAL MANAGEMENT (WATER QUALITY) C RTIFICATION, AND
3) (IN = TWMMY =AS=AL COUNTIES QNZY) , A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WIT$ TIM NORTH CAROLINA COASTAL MANAGEaENT
PROGRAM.
e . ?A - -: ?- 1?C-- i9
OWNER' s.NT'S SIGMA: _
(..GENT' S SIG?vA;'C;Ri VALID OI`TLY
I? AUT:'-:CR=zTICN T TTr,T T?
THE CTr NER I ?I.C..V Ems. C . :
?a - :
STATE OF NORTH CAROLINA
?`??n[??? C HIGHWAY AND PUBLIC WORKS COMMISSION
rV? ?) • H)OH f omrv s MI. 4MINE
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DAVIDSON C OUNTY - NORTH CAROLINA
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APRIL. 1999
F . 01MVER EVEi.OPER
at ?HOb1ASVILLE BUSINESS PARK, LLC
~ t, a - V.. POST OFFICE BOX 14127 ARCHDALE NC 27263
(336} 431-9126
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r"~ DRAINAGE DRAINAGE AREA Tr;
1 WA'E.R QUA SON ~ = 4~ wa'~.a quai~lr'r , s PONE = 44.6 Ac. ' ~ i;t
t~ 6 x k ~ f..tti~~l,, l to ~y6 A~~'^ J... 'f`xi'.'Fi4 yIM. 1 .~.f ~*3 1..,3 L~ ,Wy. ~ ~
~
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~ ~~~~Nt ~ - y _ - iDip-. _
P . - ~ aH,t~ ~ . '?O,000 1F ~y °I ~ 1
I ,e - 1 ~t ~Y ~ ~yw ~y ~ .
, / i c i~ 'y
18.319 Ac. ~ ~ ~ - r ,
K ~ - ~ ~ ~ r ~ ~ ~ ' Q , - I DRAINAi;F ARF~ Tt2 ~ ~ A, ' - ~
~ k, AND
u~ ~ ~ ~ . 4 !
7 ; ~ 't 4 -1~
R 8 ~ J/~ I
i I I ~Nl~P
FUNRE '+'-4 kAS E
PARk ING FUND ,_1~, : -
? MAINTENANCE ~r_~ ! FACILITY
19 LDADYIG OOq(S ~ 1 - y_..~- ~
i., .t~J ,
©1 ~ 1~ a ,
_ - ~ Y 1~ ~ r
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59.8t ~ ~Altva~;~ ~ 1 _ ~I' ~E~` A', ~ ~
_ _ 1~ +
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389-2g'. w ' _.-r- _ ~ 3
E ~ RS 7 ,9
TE ~ ~GYy 85 - k
R r Y >
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1
6, ENGINEER S CERTIFICATION OF RUNOFF Ta t r CON t3}...
-I~~V~ ri ~1,- `V~,~'~E ; ~ 'r"' r i CERTIFY THAT THIS PUN HA$ B~1 DESIGNEQ TO tANA~bL FROM. THE
~~r. .v' ' ~ ~ _ . ~ AREAS REQUIRED BY THE NC DE}111R DIVISION OF >MAlER QUAIlTY fR01A
.y - ~ ~ 7 THE FIRST .INCH OF RA1NfALL ANO HAS BEEN TO A ~ ~ OESIO~ AftEtlE &f TOTAL L 9US~DED SOLIDS (TSS) R9~AOVAI AND iHAT 'ME RUNOFF CON1R01. tIEASURE'S`SHpWN ON
,F, ~ * ~vE.RALL SITE CRITERIA: L THIS PLAN HAS BEEN bES1GNED TO MEET OR fxG£ED THE GUi DE1fi~ !N THE
~'vi ~ea~~ `~A~d<~t ~ _ a ~ "`I ~ ' ~ ~ PHASE. ! IIPERU1C~uS AREA = NC DEHNR STORMWATER BEST W?NAt~MENT PRAC;:ICES 11ANUAL DATED NOVEI~R, 1995.
!11TUR!';lMPER'~;r.~. aREA = c !~!!tNlNeNe /rw e
;i tOTAi WPERVIt?t;~~ .AREA = N~ ;1 ae~~ v~~ r~9 P.E. SEAL 1884--. ~ ~ 4:r, NCG tii NUMEN? ~LOFE" Q~' ,.~N {y +„i
~ y SAND 11ER: ~ ~A~.a~.,.~1 E ,4 ~c t. 3 F T ~ ~ ESS ~ " :'~t~ •
ORa(NAG£ AREA RASE I) = Ac. r E-'w~r6t~953 fi jt ~ ~ _ SIGNATURE ~ ~
TOT%3t, ORAlNaGt. AREA (FUTURE} _ ~ I6tPE_RVIpUS ARxn {PHASE _ 2 A r 1884 "
T01A1 JIIPEF.'ui::'~;:; AREa (FUTURE) _ ~ ~ 11 ~ ~ ; f _ ~ DATE i
SI DATA _ _ ,N. WA k AUT'= U; . •f• ~b . , r _t -
OFF-~A1TE ORA,~AUE AREA = 3.~ Ac. TO ~J~c. elee eeNM ~
ON- 3111; DR=°;a~~^.~t tiHEA ~ 4~ ~ ~r, COkMION A - 3,50 Ac ~ ~ i
; X, ,.tir ~ h', ~ TpiaL DRAINA=3f AREA = AREA !N DEDICAIEU R/w 3.Db Ac, f•^ PHA` ! NP~:~;'~;>US AREA = 4.3 AL_ AREA IN LOTS 53.89 Ac- 43; ~ ~ r, ~ ~
FUIIiRE 11i7PE~~1UU5 SURF"AGi. = 26.2 Ac. NUMBER OF Lu~:~ ff
- TOT~I iMPEF~:''".~~_iS SURFACE; = AVERAGE LOT Af2F~A = 4.90 Ac. LEt~Tfi OF Sifd~~±'~ 2f44 ~.f. • ~ J S, EI~~ 2 su~FACF : ~ AME~TOWN ENGINEERING GROUP, iNC.
ZOMNG: WATEr~'. QUALi ~.KfJRN~~+;; ~':a~tpARGS = 85% SS kEMO-,/AL FROM M1 WvpER CONSULTING ENGINEERS
DISTURBED AREA 33.5 Ac.t (PHASE i) FIRST ONE INCH OF RAINFALL WS CLASSIFICATION NONE 4SE 1)
i 117 EAST MAIN STREE11' 414 P 0 80)( 365
TYPICAL STREET S)ECTIOiN JAMESIOWN, N.C 7 ,--8
TH'S BAH EYCL 'e, ML, BE OENELOPED SEF~~a Eir E I Telephone 33b 886,--552 3 NOT TO SCAT;.. a 1C. ~
4 ..z..,.. w.. ....................wvr..w.._ .i>,..w-.,..kw........~..~.,.......r ~+~.,.-..~a.~.. w..w~v.~..ww., ....,w,..+. +isw~mwuew.w~+aw ¦ OF rn
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i - . ~ - - t: ! _ _ PROPERTY OF
~ x18'~t8" - - r'LASS i ~ . a _ V ~ ~ THOMAS ILLS' BUSIN~'SS ..PARR'',,. ~4~..
y sR1P-RAP ` ',.'LUNGE P,pOI '
i - - y ~ , THOMASVILL~, V THOMAS ILLS TO~+GNSI-IIP
86 U NTY NORTH CAROLINA t~~.c,~
> \ APRi~ 1~~3~ '
Ct.ASS 1
r v.: _ OP n+ DAAi ELEV = r~; / F<IP-RAP BAffIE i ~ ~
~0 INFI.C~w PIPE OWNER/DEVEi,OPER
~~P C~iANNEL i 4 . ~ THOMASVILLE BUStNE55 PARt(, lLC
27` z75'~ POST OFFICE BO~t 1.4127 ~
5 A,~ ~.7~°~ ~ _r____~ ARCHDALE NC 27263
' ~ ! 336 431-912$ ~
r ' : t~, e ' . ~
o _ ` ` 1i Ji '`t ~ i -NORMAL WATER LEVEL ` 1~ J i
~\\.J t cJ
4 tx1 "i ` 4&" G. A.P, c s r,
~ 1 ' 1. ~ ~ V.
,ARV. 867.2 1 865.21 R'
d , yy.: v } ' ~
r ~,v •---RIP-RAP BAFFLE ~ r- ? r { ~ - ~
'RfP+-RAP $AF~t,E
' 2RY RAb1US ~ ) t { ,
~ r~~ i # } ems,., _z - yQ~~, v
~ ~ ,1 ~ ~ -3.,
r ~ 1 ~ PLAN SECTION PLAN
~ ~ ` ~ 1 s ~ .t ~ ~ !
yyx
`k 7... ~ RIB c ~ ~,x,r _ T > , . RIP--RAP INL E: SAF!''LE DE AIL..
~ ~ ~~;r r~ rr,A~ DAM DESIGN DATA SUMMARY ~ ~ LE
~ pt
F ~ t ~ ~ I BOTTOM ELEV. 8641. ex' -
\ ` r) TOP PERMANENT SEDIMENT ~
STORAGE ZONE ~ 862,2. SEDIMENT STORAGE REO D - 24237 CP
SEDIMENT STORAGE PROVIDED = 22002 CF
~ '~i 4, \ ~ . \ ~ ~~'r ~a NORMAL POOL ELEv, _ $66.2 ry,t'.
~ , ° NORMAL POOL DEPTH = 4,0
SURFACE AR A R = 441 1 SF E EQ D 0
~ SURFACE AREA PROVIDED
~ ~ ~ , ~ . ~ti, ~ , \ tE:Mf~, w.c~. S iQRAGE ELEV. ~ 86$.3 1i'' QUA' WIDT?~{ T_
~ 1 0,, o V ` ` ~ _ N~TE~... CMP W.Q. STORAGE DEPTH = TEMP W.Q. STORAGE REq'D = ~F
\ .1 A CUSS 1 p. F = CORRk~ATEC Al ~ i~ilNtJM Gl4~E ` , 7, P aAM ~ . - 8 a TEMP W.Q, STORAGE PROVIDED : ~lM1NUM Gl~f
t p \ ~ R(P-RAP {7AFFLE 100 YR H.w.L. Et ~~1 ~ 10 YEAR H.W.L. = $74.8
t ~ ~ TOE' ELEv x 865.2 t' ik TRA`;H ftACh ~ 1ao YEAR H.w.L. 871,8-
~ SEE C7ETP 1 ~ Hwy ~o ~R.j a ~EE DETAIL 5HEETj - EMFRG. Pittw~r EMERGENCY SPILLWAY ELEV. = 874.8 1 -
''~l , - ~LEv _ ~7r;~, TOP OF DAM 872.8
~ a ' r fly ~F'~i' Yr J STORAGE El. M I?v '
t ` ~l t ` ` iN ti
NORh'~At ono{- LEVE( E~~ ~ . t M,PV
H~ V . HO A f(Li. r FfNAi_ GRAaE
~ W' URiFI F~ERt~fANENT WATER 0 EL ( W' URiFiC ~ GAURU APPROXIMATE MATERIAL ~
~ ~ t)Af-1TY S70RA'',E 0 EL = 86 ~ EXIST t~tADE ~ ~
I ~ 48' 48' C.A.P. RISER
8" B PERIAANENT SEDIMENT STORAGE. E(. = 8` BdTTOWI DRAIN RIP rF. Pa c N~:1{~L ,
_ P .L ' ~ SEu1MAEN1 ';T;~NAt~F EL = 882.2 18" \ GLASS 1 RIP-RAP , TUEA~~k ~
1 ~ ZONF ~,~r% i J~' ~ ~ -
~ ~ klP...RAF BAFFLE u(,i,, h; aANa Uh j ~ ~ RAP BAf~FLE i`
t AROUND INLET ~ FLAN~~G JOINT r;EYwc'f ~ROUNO INLET-~ WI`r' GASKET ;SEE NQ?E) ~
rr;;P =863.2. SEE PLAN; ~ ~ ,g~.~ ~ f'(LT~.R C~IARFKtT .2, SEE PLAN, PREFABRICATED i3ARRE~ T~; RISER ! '-INrI OIJT = 861.3
i 81 CF CONCRETE PCUREI xJCRETF PCUREa 1N , `78 X ;'t!T-Of F~ COLLAR WATER(ii;Nl =t7NNE`.i ti ,u
BASE OF PREEABRICa r~_ET SEf T10N {EACH R(' ~ rti OF PREfABRICAIED INV. Es ~ {EA?:,, BARREL= 'T1pN {EACH RISER) NOSE r: r.~
,F ~awNER SHAL.t. ~C?~?Ul~~~ .a~,f~., rNC?NFI~i - AS~PROVE `~UB~~hA(~t ANU r., p
r R ~`'A' ~ ' ~.j fS'~J ~ r ir° C A.F_ ~ 1 ,r'f ANA FILL MA{ER.A_ f~ti,(-5l, ~~at FL Ali.
~ ~ ~ ~ `ORlFI~,E T;RtS~ s _ ~ Rt~N ~ ~ K ~ ~iLL MATERIAL 4ND {.OMPA _ Y:::!N ~V4 Ai " ORlh I E ~ ,A t, _ Aw.~ 3E
~ I 1; 2 Pt)uNr; 8" 1;~ r~',tIN'? r; AP 1 +~C~C?T IN f3E MUNIiI~ktD ar 7~ilS 'V.1roFE4
-r , 1 ~ ~ LEN" w, TH LENii~{ W;TH ,OPEN TOP ANG' PR0'VIaEa 8Y ?~~A'NF."
~ I ! 6rJTT-'~~+ ~h`LCrE ~ ( COM~nON aR£.A ~ ~ I ~ HOl` 6~JTT','~n~ >"hh`LCrFD; GEC+TERED ~~N HOi
X97 Ar ~ v ,t I t wET uE~~r~Nr~oN P~w~ a~1~a~~ . T f,,;
E \ ~ r`a °AI_c
\ ~
~ ~ ~ t x . , T.,.. ,,.t, _ < SOP I.~AM - $72.$
~ i k ~ ~ - 1 s'
r
t ELEV. = ~?70 g
r
~
~ Rig---gar ~,~2 ALUMINUM ',ANc• SEC ~ I~JN GRASSED r ME~G~N~_: Y SPILI<4'VAY
APR^1N n - .:3" ~ _.n__
,---(r ~ 36<~ i N~.)! it' ~'~s.._
~
- w .3,
i ~ -ANTI-`?OR?FX PLATrc t,
~ ~?3V JN f~` ~ t'.7' 1 1~~ ~ _r_l `l~;' ~.,,A 9+fi8~89 ~ iN"Y qt~ _ .-----a TOP - 876.56 ~ ~ _ f
'~___I ~ ~ ? . ~ INV !N (BOTN!= 871 5H ~ INV OiJT = 8'1.08 ENGINEERS CERTIFICATION OF POND ANI~ DAM SAFETY
° % (z) n'u ~'~_>~...~.S~EE~. p..~,f~ERrI~~Y THAT ~r~;~ ~T~~>r??~+~~r~R ~>~~t~ ANA,} aAM
a ~ ~ 9& s ~ ?4 GAGE-~-~ r - SHO#NN ~:fN Th?I'i3 °l A?v SA?'[SFIES REQUIREMEN !}F `WE NisRTN CARC~..INA
TRASH ttAi,f STA?~ iA4 ,A.tLT',' iaw ?3f,7 AS AMLN;,at:D THI?uU+.,ti ty~3~,1 AWG ?Ht i~L1i.ES ~~i.uuK~.t,~ ANE: REt,13~ a ~ICSNS AS RRFSENTEU !N THE NORTH (;AROL;P3A AtU~+~(NlS~',AT1VE CUDE ~ CI~R
_ ~ ~ d. ~ ~ I~ . , T1TLF 1;~A, SuBr:HAt FEE' 2k" _ L,AM SAt ETl' EVtN .N Tk1~. ,,>E wHj_Rt .H~ CJAM 4 ••~ti 4
o - ~ A c ~ ~ c-;~ SWOWN ?N THlS I~LAM1I TS JETERMINEU Bt" THE, ~~TATE 1'v HE ~xE1~PT FRr+~d 1H~ ~ ,,''`q1E~$ : . ,TA.NLEaS STEEi.., AF ~ . ~
. _ _ w,, n br r,> , ~ - .4 ' i ; A9OVf Nt?"~'D aAM 'AFf~~TY RE4l(IREMENTS~ i, AS Tr!E (~UALIF"lED GESiGN EN:;=INEE'R, ~ ~ s CERTiFr ^r#A THE PUNU ANU iiAM AF>t aEr~liPyw.U i~:~ 8E :>AFF ANG ADE'~'vr'~~E
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- 1MAlER QUALITY PERFORMANCE STANDARDS 8S5 TSS RE#10VAL FROM = r , r <' , . _, ,C ,
9iSTUttBED AREA 33.E �,. *, . e;`
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~ ' + - v oo WEIR y . - - ------iL----~_ _ ~hC~" RIP-R~ ~ Wi:IR WITH CLASS
. ' RIP-RAP ELEV. 866.2 PROPERTY OF
_ : ~ ~ - _ 'P Q ) lfli 111 ' ~ S PA.R,k' LLC TH0,1~fAS ILLS BUS'IN.~'S'
0 0 • ~ CLASS I _ . _ a . d n
. 0 -RAP - ` ~ o ' JG o THOMASVILLE THOMAS ILLS TOWNSHIP
/ n _ f ~,Vo DAVID80N COUNTY -NORTH CAROLINA
INFLOW PIPE ~ oG "
_ _ - OR CHANNEL ~G ° V ~ VEGETAT VEGETATED EARTH BERM APRIL 1999
ooGo '~l G ° 315'1 REVISED MAY f 999 VEGETATED EARTH BERM
p c~ '!F .ti. D E1.EY ~87~..4 h G v 3131
o
C, o ~ o t O Go On aWNE~ DEVELOPER 867.51
~ NORMAL WATt~t LiiiVEL PARK THOMASVILLE 6USIN£55 , lLC
~ w ~ G° ~ -~;%`~i POST _ OFFICE 80% 1412" ; !~v;~;;~ ARCHDALE NC 27283
_ (~36) 431-9128
((``v_ ~ `~L Q a
\ . ~ ' i O ~ v ~
v G „ ~ DAM DESIGN DATA SI.JMMAi~Y
L N SECTION
BOTTOM ELEV. * 8641. ~ ,
1 ` I~ltl. r 862,2 TOP PERMANENT SEDIMENT
, ; _ STORAGE ZONE 862.2
~ `tip ~ F'OREBAY INL_E Y INLET BAFFLE DETAIL ` ~ ~ f SEDIMENT STORAGE REQ'0 * 20237 CF
\ t , ~ , ~X.. jR~1' i . ' ti` JP-RAP NOT SEDIMENT STORAGE PROVIDED 22002 CF NOT TO SCALE NORMAL POOL ELEV. 888.2
•r~ N A P ~ 4. ~ ORM L OOL DEP O
i : ~ ` SURFACE AREA REQ'D ~ 44101 5F"
i SURFACE AREA PROVIDED * 47203 5F
= 3 TOP DAM = 872.4 TEMP. W.Q. STORAGE ELEV. * 868.3 MAX. WATER LEVEL ~ Q 100 871.2
y ~ ~ • ~ ~ •`l ` ' ~ 3 MAX. WI t,~ ~ • ~ ~I ~ ~ 1 Ir TEMP. W.. STORAGE DEPTH 2.1' p Q
N TEMP W.Q. STORAGE REQ'D 115217 CF
~4. ~ `C ~ ~ ` . 't ELEV. = 870.1 TEMP W,Q. STORAGE PROVIDED 115527 CF
• I ~ 10 YEAR H.W,L. * 870),1 100 YEAR H.W.L.. 871,2
EMERGENCY SPILLWAY ELJV. * 870.1
t 21' 7 4 TOP OF DAM 8 2.
" ~ ' ~ fit' { i
SECTION GR - N Y SPILLWAY )N GRASSED EMERGE C _
o . ~ l x; ~ ; . s NoT~s:
1 NOT TO SCALE t. LNIS BASIN IS NOT INTENDED TO 8E UTILILEO AS A SEpIM4~lt BASIN OURIt1G CONSTRUCTION, HOWEVER,. 1F SED~lEN1 fIiUM CONSTRUCTION
ACCUMULATES EN THIS BA5MI, IT 5tfALL BE REMOVED PRIOR TO
~ IMPLEMENTATION AS A WET DETEi1T10N BASIN.
2. THE 5iQE SLOPES OF ALL BASINS SMALL BE STABIli2E0 Wllli VEGETATION IN ACCORDANCE WITH THE ATTACHED SEEDBED PREPARATION SCiDttlE.

1 ° . ~
' 'i ~ , , ~ ~;i 10' T WIDTH
i S r ~ NOTE: ~ . M1 ~ Y ~ SEEDBED PREPARATION NOTES:
~ _ ; ~ .1 fi `t .k~ i . ; S' - C. AP. =CORRUGATED ALUMINUM PIPE . ~ 100 YR. H.W.L. I TOP OF OAM EL ~ 872.4 100 YR. H.W.L. EL. = 871.2 1. Surfoce wattr contrd measures to be instolied occording to plan.
~ ` :1. ~ TRASH RACK RACK ~ ~
~ SEE DETAIL SHEET) 2. Areas to be seeded st?di be ripped and sprrod with aralable top iEET) EMERG. SPILLWAY , soil 3' deep. Total seedbed prepatotion depM ahdi be 4" to 6".
. ~ ~ ~ ( ~ C .S , ~ t ~ i, fi H.W.L. (10 YR.) = 870.1 ELEV. 8 0
;}`F ' . ~ TEMP. W.Q. STORAGE EL =618.3 M!N loose rocks, roots, and other obstructions shad be removed from the 1 surface s4 Mat the wlla not interfere with e~tabliehmeni and
i y
~ ~ ~ ~ ~ ~ ~~..~~;,r' i ~ , : f . ~ ~ t: NORMAL POOL LEVEL 466.2 4~ 3 IN. maintenoncs of ve9stottion. Sw.fpol fa final told prpnrat~on ~~y~ '~y Y j W. at fM~shed glade A'1P ,Y~' ~ ..I J ~t , l ~ ~
, 2 MIN. ,r. ti:..,~,~., r t,~..~x „
~ . " t ~ t 3.5" DIA. HOLE ! ~ W/ ORIFICE ASH GAURO 1f FINAL GRADE 5: If nd sail ~ test ~s tart ~ ~ s °.4,-, `.I • ~ . FILL f~: ~ tlf ASH GAURO Rc Jons below, •M,. ate" ovidb t fbs. 1,1300 ft. ' ~ ' ~ `t
PERMANENT WATER ! i ; " I ~ • EL =886.2 ,t i' ' l 1 QUALITY STOR . AppROXIMATE MATERIAL epeci at br?, pr P~' PR , EXIST. GRADE of super phasphote.
~ 48 C.A.P. i~$ER ` \ _ j Rt$ER
` _ ~ ~"'9~'tOMI" 6. Lktn ond' fstUlizer that be and mired Mdn? 41~d , s t2~-RAP PL~IOE POOL ~ . N
' ~ .,PERMANENT SEDIMENT STORAGE EL = 862.2 ~ s b62:2 \ . ~ ~ Ta• ` CLASS 1 Rlh-RAP . 862.2 f8'(l) x g'(M~ s ~(0) ~Y ~ T i ~
SEDIMENT STORAGE 7. Muk~? ~mmedioteiy oftiv ssebq onid encfra ~nnulch: ' , ~ K fit. #3 x ~ :s .tit
i ~ ~ ~ ZONE ~ i : i~ 1 UGGER BAND OR
RIP-RAP BAFFLE KEYWAY x. ^ FLANGED JOINT SEE NOTE AgricW~ro3 Limestone - 2 tons pet ocre
~i ~ ~ ~ AROUND INLET S, • (TOP =863.1, SEE PLAN) WITH GASKET ( ) ~ T Fertiilzet - 10-10-10 at a00 - 1000 nds/acre e FILTfR BLANKS P~
9~ PREFN ,r• 1 ~ 74 CF CdIICTtETE POURED IN WA1 PItfFABRtCATEO BARREL TO RISER " INV. OUT = 861.3 9ip>arphosphote - 15 pounds per 1,0100 sq. ft, `
~ ( TION 78 X 78 CUT-OFF COLLAR loch - 1.5 ton !n?all abt a~ltaw ocre ( x. 60 bales) (WAIERI'tGHT COMt~C ) (EACH BARREL) ~ ~ oppto INV. EL -862.2 NOTE: Anchor -crimp stew into soil with mechanical crimper
9~~~'P ~ , , , . BASE OF PREFABRICATCD ~V, F ~ 1 ~ ~ OU TlE7 SECTION OWNER SHALL PROYlDE SOILS t~IG1NEER TO
~~S 'ti ~ , APPROVE SUBGRADE AND i(EYdNAY PRtOK TO Plants >k Planting Rates Planting
~ , 86 L.F. OF 30' C.A.P. 0 t.OX ANY FILL MATERIAL BEING PLACED. ALL Mrxtures per acre 4atas „r,., FILL MATERIAL AND CtT11PACTiOMt WILL -ALSO T I f cue 100 - 1.50 Tbs. .acre . 15 -Oct. 15
~ 'ORIFICE TRASH GUARD SHAil BE 1RD SHM.L BE al es per ~ P. t FOOT (N 8E AM,DNITORED BY SO1l$ ENGINEER Tb 6E Feb. 15 -May 1
B' 1/2 ROUND C.A.P. 1 FOOT IN LENGTH WITH OPEN TOP AND TOP AND PROYt0E0 BY OWNER. - ~ Tail fescue & 100 Tbs. per acre k Feb. 15 May 1
' BOTTOM WELDED/CENTERED ON I(obe a Koreon Lespedezo 20 - 25 Tbs. par acre Aug. 15 -Oct. 15
COMMON ARfA HOLE. ~ 3 49T Ac. YVET DETENTION POND DETAIL
TaH fescue & 50 Tbs. per ocre SCA Fab. 15 -Apr, .30 NOT TO .SCALE
sericeo lespedezo ti0 Tbs. per ocre Unscar. Nov. 1 -Fab. 1
~ . July Auyust Taff lessee do 60 ~a per Acre
brown t mNlet 3O tbo• per sera ®P
or ~rqum/sudan hybrids
_ ~ Toll: tesaie & 10 Tbs. er acre Nov. T -Jon. 30 P
R sin 25 Ibs: er aa-e ~ 9r P Weeping love gross 5 Tbs. per acre #ay ] -June
1 ! Common $ermuda ors 8-t2 Tbs. ocre r. t5 - Jc+r~e 34 9r P~ AP
\ ~ ~ RIP~RAP ' {hailed t/2 ALUMINUM BARS )
APRON 0 4" O.C. 15-20 Tbs. per acre Feb, 1 -March 3O (unhulfed)
y ~ p ='23" , O T = 36"
C? O p ~ L = '#s' f. For rin seedin s, use Scarified Lespedezo seed. For late fad and wTnt~ segedin ,use unscorl#ied seed.
~ ` 0 0 w = 13.5' 2. Annuals such as Mille#, Sudangrass and Ryegrain must be kept at 10-12"
CI ~a Qb ~ ANT]-VORTEX PLATES maximum height.
~STA 8+76.54 ' Z4 ' CI ~,~2 TfJ!? 87 3 `FES ~t S1A 9+6 .89
fNV !N (BU = 8)2.67 1NV = 70.7 `~a~Qa ~ p TOP s 76.68
~INV OUT a 87,2.47 ~~Q . ~ INb 1N BOTH= 871.58 R FICATION ()F POND AMD DAM SAFETY ENGINEERS CE Tt
~ b ( Q` ~ INV OUT = 871.08
20 L.F. 36" G i ~ a ~ RCP 0 L90r Q ; 7 " ~ J J_,J~.. , P.E.,~RTiFY THAT THE STORMWATER POND AND OAM 2 DIA. , SLES- 24 GAGE C.A.P. 5HOtiM ON 1Hf5 PLAN SATISFIES f~OUIREt~fENTS OF THE NORTH CAROLINA
ti TRASH RACK STATE DAM ~iAfETY LAMI'# 1967 {AS AMENDED 1HROUGH 1995) ANO 1I~ RULES """+a,
I AN6 REGULA110NS AS PRESENTED !N THE NORTH CAROLINA ADMINISTRATIVE CODE ~ CAIp ,~"~c a , ~ TITLE 13A, StJ~FIAP't~t 2K - SAM SAFELY. EVEN IN THE CASE WHERE THE OAM • +~l 's
- ~ ~ i ~ t... ~ ~ ..4< 11 LF ~ ~ i ~I ~ SHOWN ON THIS PLAN lS DETERMtNEO BY THE STATE TO ~ EXEMPT FROM THE .r t Z I ~ STAINLESS STEEL STRAP RE 1 IrtEN I AS THE QUALIFIED DESIGN ENGINEER, t ~ ,
30" RAP, 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ I ~ ABOVE MOTF~t3 PAM SAfETY QU RE 1S„ 5EAi. ~
_ E1b.63 LF ~ 24 ~ ~ ~ ~ i I CERTIFY THAT 1HE PQirt) AND OAM ARE ~SlgNED TO 8E SAFE AND ADEQUATE s s I P OF PUBLIC HEALLH, 5AFETY, WELFAf~ AND DOWNSTREAM z 1884 ~ FOR THE ROIECTION s
o - - r.-__ 0' o PROPERTY.. -.1.tJIf~EEtSTAND THAT 1HlS CERTIFICATION AS THE DESI{~l ENGINEER
N~' + _ SLOT OWNER OR OPERATOR OF THE POND ANO OAM FROM THE e'. SHALL. N01 ~ ZkE SLOTS IN ANTI-VORTEX PLATES LEGAL. DUTIES,.OBLiGATiONS, AND L1ABILITTES ARISING FROM WNERSHIP ~ ~ )
- ' Q a ~ ~ ~ ~ I g~ 4$" C.A.P. RISER 1.._- ARE USED TO POSITION 1HE TRASH ~ ~ 3. a
<~; _ _ _ _ ' a c ~ +0 a1~a r. \ o RACK o is 00 00 R RACK C>rl THE RISER PIPE OR ORERAT'ION. ~ ~ry,~,~' ~ ~ ~
- ~ , a 1.-. SIGNATURE AND SEAL OF N.C. LICENSED
_ ~ ~ PROFESSIONAL .ENGINEER: - ~
~ ~ ,
~ T TRASH RACK DETAIL JAIIESTfl1lfN ENGtNEERi13G GROUP, INC...
NOT TO SCALE caNSUL~IxG ExGtx~Rs
~ ~ T
N a ~u it / 117 E. MAIN STREET
P.O. BOX 365
30' 20' 10' 0 30' 60' i JAMESTOWN, N.C. 27282 mc. Telephone [phone]
„ - 30'
SCALE. 1 ADDED FORESAY AND NOTES 5/27/99 (TRt1
REVISED OUTLET DEV!(E 05/17/99. lim

PLAN
CLASS I
RIP -RAP BAFFLE
C,
SECTION
RIP—RAP INLET BAFFLE DETAIL
NOT TO SCALE
NORMAL WATER LEVEL
6"
872.1 t
CLASS I
RIP -RAP BAFFLE
SAND FILTER DESIGN DATA SUMMAR
BOTTOM ELEV.
_
N
TOTAL DRAINAGE AREA
r
5.0 Ac.
SEDIMENT CHAMBER VOL. REQ'D.=
SAND FILTER DESIGN DATA SUMMAR
BOTTOM ELEV.
_
871.1
TOTAL DRAINAGE AREA
=
5.0 Ac.
SEDIMENT CHAMBER VOL. REQ'D.=
2704
CF
SED. CHAMBER VOL. PROVIDED
-.
3342
CF
CENTER WEIR ELEVATION
87Z&
SAND FILTER VOL. REQ'D.
2700
CF
SAND FILTER VOL. PROVIDED
� -
2
3342
CF
DEPTH OF SAND
OVERFLOW WEIR ELEVATION
3*
873.5
10 YEAR H.W.L.
8714.2
100 YEAR H.W.L.
_
874.4
5&94
W

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b S I THOMASVILLE TH()MASVILI,E TOW~T.S,~i 1' ~
~ v`U fT~ 1 Y R4 NA . . DAVIDSON COUNTY NC?RTH CA Lr

' 0 100' 200' 100 50
4v l` - -
C~ i ~ -
v P ~P . SCALE. 1 C 10~ r
0 APRIL 1999

ii' ~ owKER/t~EEVaoPE~ _ _ '
THOMASVIILE 9U5d~ESS PARK, LLC ,
p VAN / VICINITY MA - - ,,,;~~T--- n. POST OFf'1CE 80X 14127 ,
•9 ' 176.80 ARCHDALE NC 275 , [phone]
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~ ~ h (lF FUTURE WET a~ ~ DETENTION BOND 1 , ~ ~ ~
~ ati N • Arm ! i f t ~ r ~ { !
r ~ \ ~ ~ ! / ~ ~ ~ 1
O i COMMON AREA ~ ~ ~ 0~' ~ ~ c i ~ ~ y ~ ~ ~ ~ 1
~ 3.497 Ac. x i U ~ .r n ~ 'i ~ t 1 ! ~ i ~ ~ r
2 U o,~ i f _ -
4.423 Ac. ` p~, ; ~ i" ~ i' r' _ ~ tfj` ~ ; , ; ~
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~ ~ ~ ~ a \7 ; ~.-n 'ii. k"j, . --ray
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~ / ? ~r-''- ' ; t ~ 160000 9.F. r ~ ~ - r ~ ` 400' w 400' ?!JR ti ~ is ~ ~4 ~ 1 ~
- rt ~ ~ 2 ~ ~ 0~ , i T. r}"'~`'- ~ 1 000 SF +
/ ~ ~ ~ ~k~ ~ ~ ~ ~ } ~ ~ x ~ A - ~ .,fi
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~ ' ~ X18.319 A ' ti _ ~ I 4 ~ ~ ~ r:,'ac ~ ..:fir, C ? ~ r, ^i~ .
g3"; ~ - ~ ~ ~ ~ ~ !l ~ \ \ J `
® SAND ~ f ~ ` ~ . v rl, ~ ORAWAGE AR]~A TO - V f E!~ ~ \ ,r ~ r_'+. Pao a • .at ~~Y.F. .~s~r ' ~:~M a R~.
~ - _ SAND FILTER 5.0 c. i i - I _ _ - ~ SEUIMEN , ~ ~ I ~ t 1 . u . r. ~ . _ < ~
~ ~ , `~N~BER ~ ~ ~ ~ , ~ ~ r` ~ s ~~a~ •1 s.
( ~
Z 9Y, ~
~ ~ N .i _ ,a i ss. 1 ~ ~ . t. .
~ w I FUTURE " ~ ~ ~ ~ ti ! i ~ ~ a,. - ~ I ~t ~ { ,
~ 10 ~ PAA(MIO F~1UlE ~ _ v MAYIIENANGE _ vACLIT'f ~ t ~ - f, _
,i A; _
'u ~ 121.24 ~ - 18 LOADOIC DOp(S i
N 82'-0 , E IN f - ZiS. y3~ W ~ n - ~ r~ ~ _ otoQ ~ , f ~ ' .
- 1 _ ~ ~ I / ~ t ~ ~ ``fig,. ~ t
. . f • ' , ~ 1~ ~ } ~ j' ~
e ~.r.-„ u - - , ~ ~ 14 ~ ~ r 14 ~ m 3<92 c ~ r 1 r f
N 82'-02'-17" W . 959.x. AfNA~ { ~ 1 Y' , r'' < 3.. J ~ ? ~
pNc>:~s ~ ~ f..
_ ,,m. .fir ,-s3
is
, _ 36959 W .p~ ; ~ / ~ r. . A 4 r ~ ~ _ c -
PR#i } 5 f4 1 - ~
INj' ~ ~ ~ r. i , k _ _
E Rfi T ATE ~r - s.' _ ~ ~ r ~ x•
Y _ 8 - R - ~ y ~ A y.. v 1
V~q DD rr ~ _ ; lVE 9' - ' ~ r ~ ~ r': _ Q , . V m
~i~s }~a - ~ { tr - n a <~i ~ ~ ~ ~,,.y 'r:8 ~,.R
'Y n r ~a. . ~ ~ ~ <r .Jib y~~•v~ r ~ .~1
- ~ < t ~u ~ ~ , i ,fi ENGINEER S 'ICA RU.~tOF'F CQNTR4l.
_ ~ ' r ~ ; ? ri _ - ,l C~CtiFY T?~R_ ~~~;At1,~~.D~51Gt~-:•3~#~>~1i1R~, ~,:lRi311 x ,,ti h
~ it IC-~ {~1 A . Ntt' ~ r ~ M1 Alm REQl91 ~ Ci' tY { .
GENERAL NOTES FYRSr U~PyI . NAB eEa ''~0 "[SftAE.,~ kt~ _p~ . 3q ~ ~ if TY~ .
1 LIMNS OF WET DETENTION POND TO BE FIELD VERIFIED FOLD OWINi, Til15'Pl.AN HA&: ~'I:ME~OR 1~ 1!11:, ~ cY ta> ~C _ .~.~~c~y~~ 1. ~1~I i' i}L
CONSTRUCTION FOR DEDICATION TO OWNERS ASSOCIATION ON FINAL *OVERALL $ITE CRITERIA:
PLATS OF RECORD. ~ ~ ~L ry r f,Y
2 STpRM DRAINAGE PIPING INDICATED ON TH15 PLAN IS PRE~IMINAN'~ AND MAY CHANGE DURING PREPARATION OF DETAILED CONSTRUCTION PHASE 1IMPERVIOUS AREA = 8.5 AC. P.E. SEAT. I Q ~ Vii; ya
URAN9NGS fUTURE IMPERVIOUS AREA 26.6 Ac TOTAL NIPERV[OUS AREA 35.1 Ac T 'SLOPE" ~ ] ~ ~ • f~ ~t NCGS MONUl~IEJJ a
a FT ~ 4 'n•~ a N ~s9ooa s3 AT , ~ _ , , ~=t saess~.s3 FT SIGN URE r~. ~ ~.t;
SMq f'ILTFR: 1#Iµ
DRAlMAOE AREA (PHASE I) ~ 4.6 Ac. TOTAL DRAINAGE AREA (FUTURE} = 5.0 Ac. `
ArM~tVlOUS AREA (PHASE l} 4.2 Ac. so R1vr DATE . : 1
TOTAL IMPERVIOUS AREA (FUTURE) = 4.8 Ac. SITE DATA z ~ ~
r i_ _ WAIE'I: DUALITY POND: a TOTAL SITE AREA 6p.46 Ac. Ac. 6 ~ I 8 ~f
~E_END- ~'f-AItE ORAiNAGE AREA 3.3 Ac. COMMON AREA 3.SO Ac. E1P - EXISTING IRON F1PE q~l-gljE DRAINAGE AREA ~ 41.3 Ac. Ac. ' Ac. ~ ~ ~ ' l `
'F` - XISi;NG RAILROAD SPIhE i AREA 1N DEDICATED R~IY 3.08 AC. r E TOTAL ORAINA~GE AREA 44.6 Ac. Ac.
= EXISTING RIGHT OF WAY MONUMENT ~ AREA 1N L015 53.89 Ac. EkM PlIA9E I AIPERVIOUS AREA 4.3 Ac. cS = ExiSTINC, NONE ~ A NUM9ER OF LOTS ~ 11 E~ ~ 1Ai~ESTO~A1 ENGINEERING +GI~{~~P, INC. ~ ,
= T FUTURE 81PERV10US SURFACE ~.2 ~ AVERAGE LOT AREA 4.90 Ac. UP UTIU ~ r P 1LE TOTAL IMPERVIOUS SURFACE ~ 30.5 Ac. LENGTH OF STREETS 2144 LF. Ac. 2, Sll~Af~ ~l-2) L.F. 2 6 ~ ' ~ : H CONSULTING. ENGINE~~tS ' ~ .x~} . , r
-~'~T!?uCnn ITII TTY I !!_F~
MH = MANNV;E ZONING: M1 C.A.S.CY 117 EAST MAIN STREET
uv FiRE HYDRANT WATER QUALITY PERFORMANCE STANDARDS - 85% TSS REMOVAL FROM DISTURBED AREA 33.5 Ac..* (PHASE I} C Ac..* (PHASE I) P.O Bt),! 365 lam a-at
DEED BOOK FIRST ONE INCH OF RAINFALL WS CLASSIFICATION* NOW L'E STREET 'SECTION ,1AMESTOWN N.C. 27282 TYPICAL
PB = PLAT BOOK F W = P16W OF WAY r Telephone [phone] F lr1C.
Cl- or _ CENTERLINE NOT TO SCALE
.THIS PLAN EYCLUDES LOT 6 WHICH WILL BE OE%fAD O SEPERATELY. N0 5

; ,
• !.~t~. ~ 4. - w
~
\ cqc `v. A \ o0 ,
r
_ , ~ P . 40 ;
• - ~h RfP-R~ ~ WE1R MtITH CLASS t q RIP-RAP ELEV. 866.2
O - - PRQPTRT~ OF
i a o 0 - - P _ ~ a0 ~ t x9 xt 0 ' v~ ,r c~~rAS ~ ~~rsr .ass
h. - , CLASS I - ~ 0 U o~ {
fl 0 lP-RAP - o 0 PLC~GE JG ° T O SV LLE - TI~OM S T F
H ~i I A VI~.L~ 4~1T~' AVFDSON C N NO . ~ D OU TY R'TH CAR L~NA
INFLOW PIPE q pG °
_ OR CHANNEL vG ° O a VEGETATI P o VEGETATED EARTH BERM ARR L 1999 I
~odG • G ° J1 S't REVISED MAY 1999 s't v1rcETatEO EAR1N etpi{'
_ - - OFr' OFD O n ~ _ ELEV ;872 4 ~ ~ ° n G o
\ ~ o o~ G ° - O aPER 867.51 11E1.
NORMAL MfAiER LEVEL 's}tOMAS1~lLLE 9u~ PAf{K, 4t C
~ \ Oc JG ° , Pt3ST ar~ICE 9Q>f; 14127
~ , ~ , r. ARgd@At~ NC 2723
- , _ 338 +i31-~ 126 ~ ) 6 C~ ~ ,
~ ~ ~ ~ ~ ~ 1 i r? J .'v ' ~
, G „ ~ ~ ~ DAM C.~ESICN ~©ATA SUMM/#~~AI~:''tr'
. t. PLAN SECTION c++
. { BOTTOM ~t.E'V". = 8601
t ~ ~ $ ` , G ` TOP PERMAf+lEh~', SEDIMENT
~ _ STORAGE Z0 882.2
FOR BAY INL_ ' ~ ~ E E ~ INLET BAFFLE DETAJL. - x SEDIM~IT STORAI~ PIER D 20237 Ci
~lP-RAP ~FLE~ NOT T SEDIMENT STORApE PROVIDED = 22002 CF NOT TO SCALE
A ~ ~ , , NORMAL 'POOL ENV, ~ 966.2
. , . 1 fs ~ 4 . NORMAL aaL ''Tiff .4 SURFACE AREA itEp'p 44141
~ ~ SURFACE RIB _ 4 SF AREA 7203.
~ r~. ~ ~ 3 , t MAX. WA _ 3 TOP DAM = 872.4 MAX. WATER LEVEL ®4 100 - 871.2 TEMP. W.Q, STORi~GE ELEV. ~ $68.3
^ ~l i a 1 f _ ~ . TE~1?1P. w.p. STt~At~ DEP'fiH 2.1'
~ >'4 N _ 1 VII.Q. STtal~`f~?GE.IE4 D 18217 CF
~'i ' ELEV. = 870.1 TEI~1P W.4. STO~tit~ ~'RUViDED 118627 CF
I ~'i - •'''i• ~ . ~1, l ~ i ` ~ `T i ~ ~ ' W _ 1 to N..t, a7a.
E i i r.( 1 .y 1. . 1 YEAR 1~w.L. 871.2 t>Q
EMfRGEI~Y SPILLiNAY Y. 870.1 Ei,E 21 s ~ . TOP OF OAM 8'12.4
•
o A,. k. ~ ; ~ ~ ~ SECTION - GR, - RA M R NCY SPILLWAY )N G SSED E E GE
~ ti
' •y, ~ ~ o ~ NOT TO SCALE f: till 6AS~1 tS NdT 1NTEtVDEb TO BE u11L11f0 AS A 9f:pU~ENT BAStN ~ ~ CONS~tt)GTIOfY. HOt1EYER, tF' Sf4IMENT FROM CONSifiUGTION _
,fi. ~ ~ ~ 1ttJ~flp4lATCS Ri ~FtIS BJ4SIrwl, R SHAt.L $f Rf~10VED PRIOR Tp
4 • ° IfTiTAtION AS A MIE'f. QE1'ENTfON BA51N. c~
, ' 2. THE S>t1E SCOPES OF AIL BASINS SHALT. tlt: 5TA8&tYED M{t'M YEtr'E'fASK~M
~l ACC:ORDAN!CE wtTH THE ATTACHED 5EED8ED PoREPARATfON SfYFf~ltfLE. x
' ,
• ~ ' NOTE: 10' T W10Tfi
t ~ y SEl'0 IsitEPARATION NOTES: ,
• ~ ~ ~ . • i S ~ • . ' ~ C.A.P. =CORRUGATED ALUMINUM PIPE 100 YR. H.W.L. E TOP OF DAM EL = 812.4 R H.w.. . = 87f.2 1. Surfoce water conttd measures to be installed occording 'W plan. ODY. L EL
4 ~ ti S ~ ti . ~ TRASH RACK ACK
~ ~ ' SEE DETAIL SHEET ~ ) EET 2. Ar`oa to be needed be rlppad and spread with avaik~ble top EMERG. SPif1MtAY sdS 3 Total saadbed r th sltoN be 4' to fi .
k a ~ • ; i ,a ~ H.w.L, (1o YR.) = 870.1 ~ , _ deep p eporation dep 10' ELEV. a 870.1
~ i ~ _ f,•' , ~ ~ ~ ~ ~t•`:~~~(~ k. ~ ' ~ TEMP. W~O~STORAGE EL 86E.3 MIN 4. L4oae rocks root and other ctlorw rhoq be r~noved from tha a, obetxv
1 surfoce ao thot they will not inter~ne• frith e,ttobHShmenf grid ,
~V V.E'r.~' . v 1~ \ ~ t `s~•t , 1 C~~>uAL POOL LEVEL EL ~ X6.2 n?a~tenonce of vegrtalipR. , ~ t~ final ewe~bed atfon , 3 IN. ~ ~
\ \ ~ i.,.; ~ .1 2 MIN. of bniehed grode : • ~:y,,rny~o[4t• ~ ~ 4' 4. . . . f . ri
~ r ~ 3.5" DIA. HOLE ~y ~ a \ ~ ~ ~ W/ ORIi'ICE ASH GUARD FILL ~J1 FMIAI GRADE ~ ~.~5. ~if.' , rbit, tl~t rs t ~ ; ¢ " , r y: ASH GAURD ~ ,.~,~.n a`, ~ ~
~5} PERMANENT WATER ~Q • ~ } 5 ~ \ \ ' \~.,1 ~J Yr,• I ! ~ ~ 868.2 ~ ~ ~ , r I I OUAl1TY STORAGE ATE MATERIAL Lori ~ ~ s~. ~ APPROXIM a beto+r ~ " b Y EXIST GRADE ~ ' of sugar phosphote. ~ ~
y~~
_ ` ' ~ ~ ~ ~ ~ I 8 80170M p~A~i ~ ' , 8~ ~f: PrlOl. L'+me,and fertiu:ar ihall be opptNd unifprtnly and mixed. with .the ~ ~ -
` ' '1- ~ .,PERi~ANENT SEDhIENT STORAGE EL = 842.2 EL =862.2 Ct ~9 REP'-~f2AP, ~ .wil~,:+Ir~eiN9 eee~bed, ; ~ : , ~ , 862.2 ~ - - x r. F ' , F y y - , r ~ ,
~ SEDUIENT 3Tf~tAGE { r 4 ; f ti
~ ~ zoN~ t 1 h UGGER BANt? OR 12
R - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ AAitlOUND INLET T KEYWAY ' _ , FLANGED JOIN 1 ~ limptanp ..4Ati ~ ` ~ ; , ' . r~'-- ,
L(' 1 \ TOP i 863:2. SEE KLAN) . 9 5 ( MYTH GASKECT (SEE NOTFJ 10-~1Q- . I ~ Y 18 FITTER BLANKET t ` :FAR 10 At •>i / ~
\ ~ ~ ~ i , ~ RREFA~ F ~ ~ ` \ 7~ Cf C011CRETE POURED IW ` . (rrAfi I V. T ~ 881:3 > PREFAf~FNOATED t t0 R13ER N Ott :~ai~~lffptpapirotr 15 pourrt.=F;f~O X 78 CUTOFF COLLAR . >>7C•bcta
\ ~ 9~'Q 0• BASE'OF PREFABRICATED lNV. I .tCTfCkt~; ~ - t,S ton 'prrMAq y~a'>n ;'v~tix 7 (EACH BARREL). ~ ~~'A~'?F INV. E1. ~ 8$912 NOTE: And1a -crimp, ~tcw inta~rroN +ritb mwcat tamper
F` \ ~ / j OUTLET SECTION QWNER ~ t?RflViOt: SOIL& ~1lIINEER'Ttt
F U'~ F PRIOR.~1~fi, ~ . inq Rohs gloating
, d¢ L:F. OF 30' C.A.P. 0 1.0'X . lAl 6E~r. ~ . ;1Aix as er Dare Obtas P .
. \ ~ ~ ORIFICE 1RASH GUARD SHALL f# ` • 8" 1/2 RdNr!D C.A.P. i FOOT IN 2D SHALL BE ~ . , :,F~-_ -AND C 'Ai~~, Tap fesare t0O - 160 br. er aaa Au t5 ~ Oct. 15 ~ BY 5 TIC !iE P i FOOT IN ;.:,x. Feb. 15 - Muy
• ~ LENGTH WITH OPEN TOP AMD ,A , . "t3't OWNER. TOP AMD : , , , . ,
TOM ~ BOT WELDED/CENTERED ON fTEREO ON ~ ~ tall . 8 100 Tbs. per acre dt FeD. 15 #ta~ ti Koh or Koreon Lespadeza 20 - 25 tbs. per ocre Aug. 114 - Opt. t5
~ ~ ~ • HOLE. ` ~ ~ 3:49 ~ Ac. ~ WET ~ D. Q .'FAIL. .
. , ~ :TO Tai{ hacue & 6O 1bs. per ocre SCA Fat>. 15 -Apr. -317 SCALE
Unfcor. .Nov. 1 - Ft~a: 1 lerfceo faspedezo 60 lbs., per acre
TaN fescua dr 60 ~s. er a July August . _ P
' ' , brawn top rn~let 3D tbs. per acre
i or .wdrgum/sudon . ~ h
t
• Talt fescue 6c 70 Tbs. per acra Nov..1 Jan. 3f3
Rjie grain. 25 Tbs. par acre • ~ Weepin love grass 5 Iba: er acre May 1 one
\ { 1 ~ i 9 . P r - ,
' Common 6ermudo ass 8-12 Ib~, r act . 15 - `June • ~ ~
~1 , RIP-RAP 1 /2 AL~IINt111 BARS (huffed}
j APRQN ~ ` D = '~23" ~ 4' Q.C. ~ 15-20' lbs. per acre Feb. 1 - Marc~O 3O. . , u+it?uifed)
0 T_ •U
~ ~ w = 13.5' is FOt n seedin u edaia d .for fats foli and sprt qg ga• re 1 see w atledin use unac him, gs,
,Q 3. , . • such a Millet, ~ are. end R Din must be k tot 10-1~" $ ~ ~
' ~ CI ~(4 ~ ~ ~ Al ~TA 8+76.54 U ANTI-VORTEX PLATES , trn~dnwm heic~?t.
T ~ 877.4 ~ C1;~2 ~ 3 fES ~1 ~ ~ STA 9+ .89
INV'~N (BO = 872.67 ]NV = 70.7 ,~dp~ ~ ~ D ,
' ,INw. OIAT = 87,2.4 , , n, T 76.66 . ~ ~ ~ ~ ' I~1 1N ~(BOTH~ 871.58 S -~f~~T~i~T~ A~ SA~T~
• INY OUT = 871.p8 • 20 L.F. 36" ~ . ,
RCP 0 1.9016 72" DiA. , . 'CER1'1f'Y ~T 114f: STOR1ANtA1ER-f'OMD ANO ffAkl + 4 A TN Ptytt~:;,. TS '!1`!E ~ A - 2 GAGE C..P. ~ ON 17~FIES llE~l QF fYtlR'it1; 0~1RCI.IN
• ~ ~ + ~ TRASH RACK 'SY1t Ai~1,.fti16`6~•- a'JI~A 7 1 TILE. lltflES ~
- ~C At+tTf ~i'pOfl6i ` fYORTH ClrJlplFlA A> cd7t: ~ C ~ , ~ ~'A.E 1~ ~ EWE A~ TttE CASE TtfE D14kt ~
~ i' ~ ~ X \ I 9k101bJ ON ~5~ ~ . E<7 9Y`TllE STA1E 'Ef7 f3E f7lEYl?T ~#kf' THE STAfIVLESS STEEL STRAP
+ .OOSi " RGP 0 1.00% ` P.e• $ -f-..' J I A No164'_ v iY UEQIii~FTfi3, I, AS TILE OuAt[it;tED tlESfB~!' pf~H1EER, • I s SEAL. ~ ~
88.53 L.F. 30 ~ 24 . ~ ~ .o ~ c~Riz~r # DAkt AflE:'1~SU `ro eE sA~ AifX?: At~k'fau~[T~ a f'f1R .p~~'~,~?!I;AF 1~UG NElllTft,,`SAfEtY, MEIf'fWE ?tMl6 ¢~Mi$TREAY': itl84
. ~ 0- o t?, . t ~'~~r TMI~ CER'Tf~1CATI0N `AS.7fie T~or+ f~rsINEER ~ .
r~ ' + .--r-- SL TS - ~ ~ ~ l61T " Qft t~pEitAT~R OF Tf# POMD~ ANQI'~OAM FROM THE ~ SLOTS IN ANTI VORTEX PLATES
` o - ~ ~ ~ ~k + ~ 0 48" C.A.P. RISER ARE U ~ ~ ~S ~ '~+9 >A~ v o ~ RACK ARE USED i0 POSiTlON THE TRASH 1JrC~! QUTtES„ f~~l~p~lS,~ M!D-t.IA~ft.lT>fS ARISMIC FTt01f' WNERSHIP ar A ~s FS RACK ON THE RISER PIPE ~ a
= i7 i
eD N 0 ~ ~ tr. LIED
. ,
TA
TF 0 ' ~ 0 TRASM RACK UE IL ; ~ L
v v ~ ~ ~ A { ~;~1~ A ~ ~ 1 ; ; "°G~l~~~iNG CROUP, INC. . , ; G'~31iI~"1'G SIG
cf,~aG~r ari
Tt7 E. MAIN STMT
P.O. Box '363 '
30' 20' 10' 0 30' 60' JAVESTONt.
MC. td - epha?~ 3*) 86G-53
SCALE: 1 = 30 AQaEp•F MAY ARID NOTES 27f99. ?Ro
RED outerr a; 44
pp
j~j

- - _ _ Y 2 4E . ~ t. v ~ • , . _ . ~ ~ • ~ sir x ~ 11 n r fi~ff Y~Fo
s - ~ ~ ~ , . a ~y~ , w in ~ ky i:,. ,i ~ - - ~ i - : , W t' r a 1~ .f a. ~t>
~ ~ r . x ~ .M`~, c
.k • , r e - ~ ~ . ~
0 ~ • ~ ~ .r„ ty .n° yak R: ~ - i' < a': F i. ~ "
C7 0 ' i' ~ t .a. . . .y t•
G~ 0 ~ o • ~ c . Y n1, 3t l'.Y. ~ I. • • =f~ ~ R
G G°
o • . ~~'`~T ~l~g ~a>„
w o o C, ~ \ CLASS r w ~,•_r s~~A ~ L r r °
,~o a RIP-RAP BAFFLE „ , , a: . ;
/ C° _ ~ • TH(1;119VILLE 'fiH(~~t.~~LLE TUW' SIP ,
INFLOW PIPE • V~D ~ COUNTY Nt~RTH' CAR~~~~, ~ ~
i~2 CHANNEL , • ~
-APRIL 1959 r
2a f ~ 2o't
i SAND FILTER FILTER DESIGN DATA SUMMARY
~ • OWNER. E
o~' r NORMAL WATER LEVEL
~C1 ~ $OTTOM ELE , BOTTOM ELEV. 871.1 THOMASVIU.E flplrIl+t AARK,, LLC
TOTAL DRAII _ SEDIMENT G~ TOTAL DRAINAGE AREA 5.0 Ac. POST aFF1t~ BOX (41`27
s' SED. CHAMB SEDIMENT CHA~+46ER VOL. REQD.~ 2700 Cf A M 7 RgipA#.E C 2 2fi3 SED. CHAMBER VOI. PROVIDED a 3,342 Cf
} / ~X . s~z~t CENTER WEtI E336~ 431~A126 , CENTER WEIR ELEVATION ~ _872;fi
J G G o, SAND FILTEF SAND FILTER VOL. REQ'0, * 2700 CF ,
, ~ ~ CLASS t AN F S 0 lLTEf ` ~ RIP-RAP BAf~LE P.M AN F V . P ~ 2 CF S 0 lLTER OL ROVI~ 334
~ o OE 0~' S 18" DEPTH OF SAND
~ OVERFLOW 4 OVERFLOW WEIR ELEVATION * 873,6
10 YEAR H.1 10 YEAR H.W.L. ~ 874.2 ,
100 YEAR H 100 YEAR H.W.L. ~ 874.4
SECTION PLAN
RIP-RAP INLET BAFFLE DETAIL
N01 TO SCALE ,
K .
N
• ,
i w PLACE RIP~RAP AROUND PIPE ~ , AS 01RECTEO BY ~iE
r ENGINEER.
DOUBLE YI /32 h ,1 ~
TOP ~ 813.8 7. i ~ iNU OuT - 86 3 ~ n l ~g~..--.r- ~
~ ~ .
g ~ ~ ~f . . w r.t_ ~ ~ - - - -r ~
~ x " ~ r , . ~ , ti:,ur r . .
f ;p k g _.~e Y
TION BOx X33 X1P =860.00 n
u~ {eoTH) - s - 7.5 ~ ~ ~ ' ~ ~ s :;,~x
OU1 = efi2.94 i . I ~ i ~ ' _
i x - - _ F ~ ~ r
I H 2 J
6~.~ ~ , j ~ k .e ~ f x .
I ~ j r
w W ~
`rw~ ~y
P~~ - ? ~ ¢ ~ Y . ~ ,IM~7E: ClA3S TRIP-RAP 0 r~ USlp ~ k , tea,
~ E . ~ ~ b~ ~ , ~ D ~f .M
i ~ + i 1~ S~ r q~ /n~po~c ' ~ ~ - n
,~5 ~..~vs.~t ~ ~
~ ~ 20' OVERFLOW YrEIR i r * t t ~r iiF , ~ ~ .
~ ~ i it / I! i ~ ~ ~ j!. ~ ? X j ~ '
I 1 ~,,rr i ~ R• - i ? 1 ~ -n ,tt. 0. ..a~n
~r= ~ I r i jj a ~ A q ~ r 5 a` ~ ~Y, w~ ~ ~ ~ ~a~,.: . ,
i r . ' ~ _ ~F ~ ~ , c _ .
I ' r ~:t . . ~ I j •i ~ - m , r
. . ~ Sf 1~tlSlil >R . 5
i f
, ~ ~ k
1 ~ .4 ..wr'k ' ° ~ ~r',y~.. .e - ~ S n r~, f s I ~4~ ~ _ ~ ~ d~
~ ~ .spy. i ,
~y~ i ~ J~ r . e t e.
I ~ I ~ 1 ~ ~
h _r y r t f- I ~-t~..__ ~ ~I ~ A" t"` 'G'p~l',~
~3' ~ 1 ' 11 hr ~ 1~- ' ~y i~ Kai
r + • (,i• • i.. ~ 1
_ ~ ~ r ' - ~ t i y µ .Y n _ •M
4~~ N ~`e~+ ~ r' ?
~ y( ~p r
~4 i~f t t I h - '
~ t 4 .qM~
r ~ I ~ J - ,:1 4 7. 4 ~ S
"Y..,. ~ i I I ry r ~ ~ .:1", ,
r _ r. ' {~bY ~5v^ _ l M i~
~ >a i
, ~ ~ ~ ~ ?a
i r ~ ~ ~ seflrM f OVERE~: " W 1 i ~
cH ~~r - . f AMgE , ` ~ s; R I r I~ ~ , a~R ,
1 f _ , ~ , • 873.6 ~ '
~ Art E~ ~ • J SE T AMA ` SANG FILT ,1 ~ ~ t' DIIAEN M$f R E~ ~
CLASS 1 ~ ~ ~ ~ ~r if -6
RIP-RAP BAFFLE ~I'~~ ~ ~0 ~ _ _ _ . , ~ 1 ~ ~ ~i' •
~`'r 0 '
J ~ 0 ~~'~1.{ Ct ~ ~ .881 18 n TOp ~ Op ~~"p 0 I 1NY ~ 15" _ ..03 ~ , ~
. ! ~ ) RIP-RAP © ? k ~1v IN 24"}~ k~ -
APRON ~ J _ 818 i,~ f=._. MiV OUT ~ 8 O = 6. t.F. ~ f .;'fit>;~!'~~<h~"-1ti./',•~l~i'~ ~ 1 v. '~k V`G ~
• r. _ 3 , ~ 5
T 1~" La15
Q ~ 1 I ~..7 i QQ] 4 y WI'M>FitTt>Z,'9Qf7(S f~,.
1,~.~+ l.F
i ` _ ~ _ .
._o .p ; IL TE R ~+1= ~'~'I IAN ~~""F'A F _ ~f~' N = y,,. - ~ • , . r
0 ' ~ ~ Nut ~ ~ ~ ~ _ ~
_ , - 1~ • 1 ~ k i .
. _ , 1 s k
O - ~ ~ .d , 1 ~ ` ~ . ~ ~ ~ ~
i 4 1 - i • .
a ~ 7 g . ~ , , , m •
tl a~r~ ~ t
M J ~ ~ ~ , , ,d
1 i • fv , • f
~ _
j j
_ ~ ~3,,
1 r . T..~.+cn~n~las ~~u~* r~»rirn * n ant re , nrn , ~rucr r :ritr , P>M:
asaLUMliunP rmUjnr.aininv vurcwur, III a~+L-L. P cwt
0 10 20'
117 C MAIN SMUT
SCALE: 1" = 10' P o., Box 383 ' IL JA XSTO* N.C. 27282
J Toleoww [phone] t
° C ALL , sHjgi:~m LE OF
:
v a

t
~~T ERSHED ~'L,AN
7
1 ~ `1
c t ' ~ f
f PROPERTY' F 4
i T~IOMASVIL LE BUSINESS .PA.I~ K LLC
,
r . _ , THO MAS~ ILLS THOMASVILLE T©WNSHxP
DAVIDSON C OUNTY - NORTH CAROLINA
r' Iuo~ ~c~' e ,r~~;, goo
i~ SCALE: 1 = 100
~r N
APRIL. 1999
F . 01MVER EVEi.OPER
at ?HOb1ASVILLE BUSINESS PARK, LLC
~ t, a - V.. POST OFFICE BOX 14127 ARCHDALE NC 27263
(336} 431-9126
4~ F .r , ;t - ~ ~
~ ~ ~ y i ~ ~
+~rr ~ l^ . t ~ = i Ei~ .
/ +r ~ ~
~1 / ~ 't ~ ~ ` ~
A ~ ~ ~ [ `d ~ ~r i
Ot /1 ~ nF }'ITlik 1. +~C'' i
~ [r CV
/ ~ n i N Q Q
0 0 RE , . ~ i
_ 3.497 Ac. ~ I,,,
/ ~
4 423 Ac ~ I~ ~ ; ro i ~ ° ~ r
/ h p
~ r,i ~ , ~ ;F w z ~ / A @ 9HEE"I' i
/ COVER
Ir ,
/ li ASR gUA[~'1'Y POl~il
/ \a
i BH~e'P S SAND FILAR
j
~ t i Q ~
~ sue.
/ M 3 ~ti ~5., . - . _
-
s _ _
.w,.+u: 4 _.y.. 7 G , ~ ,u~ ; ` ~
IJ
- r ~4
~ ~

r"~ DRAINAGE DRAINAGE AREA Tr;
1 WA'E.R QUA SON ~ = 4~ wa'~.a quai~lr'r , s PONE = 44.6 Ac. ' ~ i;t
t~ 6 x k ~ f..tti~~l,, l to ~y6 A~~'^ J... 'f`xi'.'Fi4 yIM. 1 .~.f ~*3 1..,3 L~ ,Wy. ~ ~
~
ixiA~: t ~ ~ r~' ~ _
~ ~~~~Nt ~ - y _ - iDip-. _
P . - ~ aH,t~ ~ . '?O,000 1F ~y °I ~ 1
I ,e - 1 ~t ~Y ~ ~yw ~y ~ .
, / i c i~ 'y
18.319 Ac. ~ ~ ~ - r ,
K ~ - ~ ~ ~ r ~ ~ ~ ' Q , - I DRAINAi;F ARF~ Tt2 ~ ~ A, ' - ~
~ k, AND
u~ ~ ~ ~ . 4 !
7 ; ~ 't 4 -1~
R 8 ~ J/~ I
i I I ~Nl~P
FUNRE '+'-4 kAS E
PARk ING FUND ,_1~, : -
? MAINTENANCE ~r_~ ! FACILITY
19 LDADYIG OOq(S ~ 1 - y_..~- ~
i., .t~J ,
©1 ~ 1~ a ,
_ - ~ Y 1~ ~ r
1 . N . ~ ~ ' . I
o w tel. ~1i 24 A , ~ 1i-"' ~w 3 9 c r „ 3~ ,
59.8t ~ ~Altva~;~ ~ 1 _ ~I' ~E~` A', ~ ~
_ _ 1~ +
~ ~ ry /r~.~a-' _
389-2g'. w ' _.-r- _ ~ 3
E ~ RS 7 ,9
TE ~ ~GYy 85 - k
R r Y >
~ ~,,;y. . VA R
- g v 8 Y
\F, < E T~.
1
6, ENGINEER S CERTIFICATION OF RUNOFF Ta t r CON t3}...
-I~~V~ ri ~1,- `V~,~'~E ; ~ 'r"' r i CERTIFY THAT THIS PUN HA$ B~1 DESIGNEQ TO tANA~bL FROM. THE
~~r. .v' ' ~ ~ _ . ~ AREAS REQUIRED BY THE NC DE}111R DIVISION OF >MAlER QUAIlTY fR01A
.y - ~ ~ 7 THE FIRST .INCH OF RA1NfALL ANO HAS BEEN TO A ~ ~ OESIO~ AftEtlE &f TOTAL L 9US~DED SOLIDS (TSS) R9~AOVAI AND iHAT 'ME RUNOFF CON1R01. tIEASURE'S`SHpWN ON
,F, ~ * ~vE.RALL SITE CRITERIA: L THIS PLAN HAS BEEN bES1GNED TO MEET OR fxG£ED THE GUi DE1fi~ !N THE
~'vi ~ea~~ `~A~d<~t ~ _ a ~ "`I ~ ' ~ ~ PHASE. ! IIPERU1C~uS AREA = NC DEHNR STORMWATER BEST W?NAt~MENT PRAC;:ICES 11ANUAL DATED NOVEI~R, 1995.
!11TUR!';lMPER'~;r.~. aREA = c !~!!tNlNeNe /rw e
;i tOTAi WPERVIt?t;~~ .AREA = N~ ;1 ae~~ v~~ r~9 P.E. SEAL 1884--. ~ ~ 4:r, NCG tii NUMEN? ~LOFE" Q~' ,.~N {y +„i
~ y SAND 11ER: ~ ~A~.a~.,.~1 E ,4 ~c t. 3 F T ~ ~ ESS ~ " :'~t~ •
ORa(NAG£ AREA RASE I) = Ac. r E-'w~r6t~953 fi jt ~ ~ _ SIGNATURE ~ ~
TOT%3t, ORAlNaGt. AREA (FUTURE} _ ~ I6tPE_RVIpUS ARxn {PHASE _ 2 A r 1884 "
T01A1 JIIPEF.'ui::'~;:; AREa (FUTURE) _ ~ ~ 11 ~ ~ ; f _ ~ DATE i
SI DATA _ _ ,N. WA k AUT'= U; . •f• ~b . , r _t -
OFF-~A1TE ORA,~AUE AREA = 3.~ Ac. TO ~J~c. elee eeNM ~
ON- 3111; DR=°;a~~^.~t tiHEA ~ 4~ ~ ~r, COkMION A - 3,50 Ac ~ ~ i
; X, ,.tir ~ h', ~ TpiaL DRAINA=3f AREA = AREA !N DEDICAIEU R/w 3.Db Ac, f•^ PHA` ! NP~:~;'~;>US AREA = 4.3 AL_ AREA IN LOTS 53.89 Ac- 43; ~ ~ r, ~ ~
FUIIiRE 11i7PE~~1UU5 SURF"AGi. = 26.2 Ac. NUMBER OF Lu~:~ ff
- TOT~I iMPEF~:''".~~_iS SURFACE; = AVERAGE LOT Af2F~A = 4.90 Ac. LEt~Tfi OF Sifd~~±'~ 2f44 ~.f. • ~ J S, EI~~ 2 su~FACF : ~ AME~TOWN ENGINEERING GROUP, iNC.
ZOMNG: WATEr~'. QUALi ~.KfJRN~~+;; ~':a~tpARGS = 85% SS kEMO-,/AL FROM M1 WvpER CONSULTING ENGINEERS
DISTURBED AREA 33.5 Ac.t (PHASE i) FIRST ONE INCH OF RAINFALL WS CLASSIFICATION NONE 4SE 1)
i 117 EAST MAIN STREE11' 414 P 0 80)( 365
TYPICAL STREET S)ECTIOiN JAMESIOWN, N.C 7 ,--8
TH'S BAH EYCL 'e, ML, BE OENELOPED SEF~~a Eir E I Telephone 33b 886,--552 3 NOT TO SCAT;.. a 1C. ~
4 ..z..,.. w.. ....................wvr..w.._ .i>,..w-.,..kw........~..~.,.......r ~+~.,.-..~a.~.. w..w~v.~..ww., ....,w,..+. +isw~mwuew.w~+aw ¦ OF rn
w` 98236
M'
'fait-
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82'-09'- 6IP _ ~ - 215,93` (1 w ~ ~ ` _ ~ ~ ~ otal) . - ~ , ~ J., r - „ ~ .
~ . .
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~ _ .mow "i , ti ~ ~ { ~ ,
~ ~ 1. ~ N. r. 1 , ~
Yf. _ a.e CE q
i -€_-~T i - 7 ti ~ ~r ~ ~
- -.ems ~ r . _ R • ~
Z'y58 _ ~ I ' d~m a,,~ f'x .'I~ ) ,.,,.ice... R
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GENERAL NOTES . R w~ f ~y y~ .
t. LIMITS OF 1NE1 DETENTION POND TO BE FIELD vERIF(ED FOLt.OWING y.. r ` .i t tai t
CONSTRUCTION FOR DEDICATION TO OWNERS ASSOCIATION ON FINAL ti R t „x ti :
+OVERALL SITE CRITERIA: PLATS OF RECORD. , ~ 2. STORM DRAINAGE PIPING INOICATEO ON THIS PLAN IS PRELIMINARY u y~ 'i` fy. A4' pp T ~ Y A,~. . J~7
AND AIAY CHANGE DURING PREPARATION OF DETAILED CONSTRUCTION PHASE (IMPERVIOUS AREA 8.5 Ac. , ~ ~ r ~ fy 1 ?~4S ,,S CRY' P ~1 dt + ~ } «fiR r 4_
DRAWINGS. FU11111E NPERVIOUS AREA 26.8 Ac 3 t Yt ,~1ytf p` ~r '~"i' ~.i~y~ y r ~ r•. , 'S t'
TOTAL I~ERV[OUS AREA 35.1 Ac r ~•i. ~ y ~ 4 q~ ,J~ • ' ~ R'r A . - _
SAM ftffR: N~J89Q0$r~L'3t f 1RO y ,ate' k , . ~ ,
BRA~QE AREA (PHASE l) = 4.6 Ac. i~DT AINAGE AREA FUTURE 5.0 Aa AL DR ( ) r'. h'-.t 1: fR~ +~f~~ kl' 1~4:. s:-,yv 'fir.
I~ER1fI0US AREA (PHASE I) 4.2 Aa r y~ ; r v ,rt r. . r ~r 1 1 ~'.4 ~ y. ~ ~e'~1. l" R ~I,y }ti 1, ° v ,~y -t ~4ti ~i t ~ e c,
TOTAL JMPERVIOUS AREA (FUTURE) = 4.6 Ac. T
SIZE DATA WA~t aJALITY POND: LEGEND OFf-A1TE DRAINAGE AREA = 3.3 AC. TOTAL SITE AREA _ 1R~ Ac. t e9,A , iY 4 , - ~ i .j ra t a
E1P ~ EXISTING IRON PIPE a ~ •.'r s a i- `
R pl-SITE DRA[NAGE AREA = X1.3 Ac. CrgAMON AREA = 3.~0 Ago. E S EX15T1NG RAILROAD SPIkE AREA ~ DEDICATED . ° 36~ AC. i ~ , i Yy ~ ~ ' ~ ~ "
ERM = t AY M UM NT TOTAL DRAINAGE AREA = 41:8 A0. E%ISTING RIGH OF W ON E AREA IN LOTS 53:0 Ac. ES = E%ISTING STONE PNA9E t IMPERVIOUS AREA = 4.3 Ac. ~ 4 1. j'; i> " ' r n o, ` i ; } „ a 3
UP - UTILITY POLE FUIUI~ 1MPERVIOU5 SURFACE 28.2 Ac. NU118ER OF LOTS ti t .y ` r ' t } V17C1.. 1 i ~a.
-P- = A TY INS TOTAI IMPERVIOUS SURFACE = 30.5 Ac. AVERAGE LOT AREA ° 4,y@ AA. OVERHE D UTlll L E LENGTH OF STREETS a~ ' 24.40 L.F. , . MH MANHOLE Tnauh w
Q HYD = FIRE HYDRANT - WA70 QUALITY PERFORMANCE STANDARDS = 85X TSS REMOVAL FROM DISTLftED AREA 1 ' 33.3 Ag*.~ll~ r~ low, #T IMST MAIN S '
DS DEED BOOK PLAT BOOK FIRST ONE INCH OF RAINFALL WS CLASSInCATION: PB NOW ' ' _ ~ , ~ ~ ,tom' . ~ ~ , • ~Y
R/W = RIGHT OF WAY 65 _p -0 sox YPICAL SE - VA1r6.J JAWS ^WN fry~~~pyf~0' 2 •~Y Rl7s R 44fF.1rn~nps ~LYjPIL
C or = CENTERLINE -one X336 23 ~575~
•INti PLAN EXCLUDES LOT 6 WHICH WILL K DEVELOPED SOERATELY. t3; r
x , ;i 4„
r
-it i~i -4
PS'lW .,~T - :y~, 8y1 yi s i ~ c ~ ~ ~.x .,r. it s'v: t ,4 ! R' ff t, ~ t i
r , y w~ •.-s.. ~ "'e' w r... ~ ~ q•~e• t:.,,.r~a ~14.m y., y. t.. ~ n.s . ft I ..c:~EL '~Y~v~,~iaQ`,+.. y?~,.~~ yµ, 'k 3, Phfi., Y. 'h t. t'.. ,r,r-:•a~.

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~ ' + - v oo WEIR y . - - ------iL----~_ _ ~hC~" RIP-R~ ~ Wi:IR WITH CLASS
. ' RIP-RAP ELEV. 866.2 PROPERTY OF
_ : ~ ~ - _ 'P Q ) lfli 111 ' ~ S PA.R,k' LLC TH0,1~fAS ILLS BUS'IN.~'S'
0 0 • ~ CLASS I _ . _ a . d n
. 0 -RAP - ` ~ o ' JG o THOMASVILLE THOMAS ILLS TOWNSHIP
/ n _ f ~,Vo DAVID80N COUNTY -NORTH CAROLINA
INFLOW PIPE ~ oG "
_ _ - OR CHANNEL ~G ° V ~ VEGETAT VEGETATED EARTH BERM APRIL 1999
ooGo '~l G ° 315'1 REVISED MAY f 999 VEGETATED EARTH BERM
p c~ '!F .ti. D E1.EY ~87~..4 h G v 3131
o
C, o ~ o t O Go On aWNE~ DEVELOPER 867.51
~ NORMAL WATt~t LiiiVEL PARK THOMASVILLE 6USIN£55 , lLC
~ w ~ G° ~ -~;%`~i POST _ OFFICE 80% 1412" ; !~v;~;;~ ARCHDALE NC 27283
_ (~36) 431-9128
((``v_ ~ `~L Q a
\ . ~ ' i O ~ v ~
v G „ ~ DAM DESIGN DATA SI.JMMAi~Y
L N SECTION
BOTTOM ELEV. * 8641. ~ ,
1 ` I~ltl. r 862,2 TOP PERMANENT SEDIMENT
, ; _ STORAGE ZONE 862.2
~ `tip ~ F'OREBAY INL_E Y INLET BAFFLE DETAIL ` ~ ~ f SEDIMENT STORAGE REQ'0 * 20237 CF
\ t , ~ , ~X.. jR~1' i . ' ti` JP-RAP NOT SEDIMENT STORAGE PROVIDED 22002 CF NOT TO SCALE NORMAL POOL ELEV. 888.2
•r~ N A P ~ 4. ~ ORM L OOL DEP O
i : ~ ` SURFACE AREA REQ'D ~ 44101 5F"
i SURFACE AREA PROVIDED * 47203 5F
= 3 TOP DAM = 872.4 TEMP. W.Q. STORAGE ELEV. * 868.3 MAX. WATER LEVEL ~ Q 100 871.2
y ~ ~ • ~ ~ •`l ` ' ~ 3 MAX. WI t,~ ~ • ~ ~I ~ ~ 1 Ir TEMP. W.. STORAGE DEPTH 2.1' p Q
N TEMP W.Q. STORAGE REQ'D 115217 CF
~4. ~ `C ~ ~ ` . 't ELEV. = 870.1 TEMP W,Q. STORAGE PROVIDED 115527 CF
• I ~ 10 YEAR H.W,L. * 870),1 100 YEAR H.W.L.. 871,2
EMERGENCY SPILLWAY ELJV. * 870.1
t 21' 7 4 TOP OF DAM 8 2.
" ~ ' ~ fit' { i
SECTION GR - N Y SPILLWAY )N GRASSED EMERGE C _
o . ~ l x; ~ ; . s NoT~s:
1 NOT TO SCALE t. LNIS BASIN IS NOT INTENDED TO 8E UTILILEO AS A SEpIM4~lt BASIN OURIt1G CONSTRUCTION, HOWEVER,. 1F SED~lEN1 fIiUM CONSTRUCTION
ACCUMULATES EN THIS BA5MI, IT 5tfALL BE REMOVED PRIOR TO
~ IMPLEMENTATION AS A WET DETEi1T10N BASIN.
2. THE 5iQE SLOPES OF ALL BASINS SMALL BE STABIli2E0 Wllli VEGETATION IN ACCORDANCE WITH THE ATTACHED SEEDBED PREPARATION SCiDttlE.

1 ° . ~
' 'i ~ , , ~ ~;i 10' T WIDTH
i S r ~ NOTE: ~ . M1 ~ Y ~ SEEDBED PREPARATION NOTES:
~ _ ; ~ .1 fi `t .k~ i . ; S' - C. AP. =CORRUGATED ALUMINUM PIPE . ~ 100 YR. H.W.L. I TOP OF OAM EL ~ 872.4 100 YR. H.W.L. EL. = 871.2 1. Surfoce wattr contrd measures to be instolied occording to plan.
~ ` :1. ~ TRASH RACK RACK ~ ~
~ SEE DETAIL SHEET) 2. Areas to be seeded st?di be ripped and sprrod with aralable top iEET) EMERG. SPILLWAY , soil 3' deep. Total seedbed prepatotion depM ahdi be 4" to 6".
. ~ ~ ~ ( ~ C .S , ~ t ~ i, fi H.W.L. (10 YR.) = 870.1 ELEV. 8 0
;}`F ' . ~ TEMP. W.Q. STORAGE EL =618.3 M!N loose rocks, roots, and other obstructions shad be removed from the 1 surface s4 Mat the wlla not interfere with e~tabliehmeni and
i y
~ ~ ~ ~ ~ ~ ~~..~~;,r' i ~ , : f . ~ ~ t: NORMAL POOL LEVEL 466.2 4~ 3 IN. maintenoncs of ve9stottion. Sw.fpol fa final told prpnrat~on ~~y~ '~y Y j W. at fM~shed glade A'1P ,Y~' ~ ..I J ~t , l ~ ~
, 2 MIN. ,r. ti:..,~,~., r t,~..~x „
~ . " t ~ t 3.5" DIA. HOLE ! ~ W/ ORIFICE ASH GAURO 1f FINAL GRADE 5: If nd sail ~ test ~s tart ~ ~ s °.4,-, `.I • ~ . FILL f~: ~ tlf ASH GAURO Rc Jons below, •M,. ate" ovidb t fbs. 1,1300 ft. ' ~ ' ~ `t
PERMANENT WATER ! i ; " I ~ • EL =886.2 ,t i' ' l 1 QUALITY STOR . AppROXIMATE MATERIAL epeci at br?, pr P~' PR , EXIST. GRADE of super phasphote.
~ 48 C.A.P. i~$ER ` \ _ j Rt$ER
` _ ~ ~"'9~'tOMI" 6. Lktn ond' fstUlizer that be and mired Mdn? 41~d , s t2~-RAP PL~IOE POOL ~ . N
' ~ .,PERMANENT SEDIMENT STORAGE EL = 862.2 ~ s b62:2 \ . ~ ~ Ta• ` CLASS 1 Rlh-RAP . 862.2 f8'(l) x g'(M~ s ~(0) ~Y ~ T i ~
SEDIMENT STORAGE 7. Muk~? ~mmedioteiy oftiv ssebq onid encfra ~nnulch: ' , ~ K fit. #3 x ~ :s .tit
i ~ ~ ~ ZONE ~ i : i~ 1 UGGER BAND OR
RIP-RAP BAFFLE KEYWAY x. ^ FLANGED JOINT SEE NOTE AgricW~ro3 Limestone - 2 tons pet ocre
~i ~ ~ ~ AROUND INLET S, • (TOP =863.1, SEE PLAN) WITH GASKET ( ) ~ T Fertiilzet - 10-10-10 at a00 - 1000 nds/acre e FILTfR BLANKS P~
9~ PREFN ,r• 1 ~ 74 CF CdIICTtETE POURED IN WA1 PItfFABRtCATEO BARREL TO RISER " INV. OUT = 861.3 9ip>arphosphote - 15 pounds per 1,0100 sq. ft, `
~ ( TION 78 X 78 CUT-OFF COLLAR loch - 1.5 ton !n?all abt a~ltaw ocre ( x. 60 bales) (WAIERI'tGHT COMt~C ) (EACH BARREL) ~ ~ oppto INV. EL -862.2 NOTE: Anchor -crimp stew into soil with mechanical crimper
9~~~'P ~ , , , . BASE OF PREFABRICATCD ~V, F ~ 1 ~ ~ OU TlE7 SECTION OWNER SHALL PROYlDE SOILS t~IG1NEER TO
~~S 'ti ~ , APPROVE SUBGRADE AND i(EYdNAY PRtOK TO Plants >k Planting Rates Planting
~ , 86 L.F. OF 30' C.A.P. 0 t.OX ANY FILL MATERIAL BEING PLACED. ALL Mrxtures per acre 4atas „r,., FILL MATERIAL AND CtT11PACTiOMt WILL -ALSO T I f cue 100 - 1.50 Tbs. .acre . 15 -Oct. 15
~ 'ORIFICE TRASH GUARD SHAil BE 1RD SHM.L BE al es per ~ P. t FOOT (N 8E AM,DNITORED BY SO1l$ ENGINEER Tb 6E Feb. 15 -May 1
B' 1/2 ROUND C.A.P. 1 FOOT IN LENGTH WITH OPEN TOP AND TOP AND PROYt0E0 BY OWNER. - ~ Tail fescue & 100 Tbs. per acre k Feb. 15 May 1
' BOTTOM WELDED/CENTERED ON I(obe a Koreon Lespedezo 20 - 25 Tbs. par acre Aug. 15 -Oct. 15
COMMON ARfA HOLE. ~ 3 49T Ac. YVET DETENTION POND DETAIL
TaH fescue & 50 Tbs. per ocre SCA Fab. 15 -Apr, .30 NOT TO .SCALE
sericeo lespedezo ti0 Tbs. per ocre Unscar. Nov. 1 -Fab. 1
~ . July Auyust Taff lessee do 60 ~a per Acre
brown t mNlet 3O tbo• per sera ®P
or ~rqum/sudan hybrids
_ ~ Toll: tesaie & 10 Tbs. er acre Nov. T -Jon. 30 P
R sin 25 Ibs: er aa-e ~ 9r P Weeping love gross 5 Tbs. per acre #ay ] -June
1 ! Common $ermuda ors 8-t2 Tbs. ocre r. t5 - Jc+r~e 34 9r P~ AP
\ ~ ~ RIP~RAP ' {hailed t/2 ALUMINUM BARS )
APRON 0 4" O.C. 15-20 Tbs. per acre Feb, 1 -March 3O (unhulfed)
y ~ p ='23" , O T = 36"
C? O p ~ L = '#s' f. For rin seedin s, use Scarified Lespedezo seed. For late fad and wTnt~ segedin ,use unscorl#ied seed.
~ ` 0 0 w = 13.5' 2. Annuals such as Mille#, Sudangrass and Ryegrain must be kept at 10-12"
CI ~a Qb ~ ANT]-VORTEX PLATES maximum height.
~STA 8+76.54 ' Z4 ' CI ~,~2 TfJ!? 87 3 `FES ~t S1A 9+6 .89
fNV !N (BU = 8)2.67 1NV = 70.7 `~a~Qa ~ p TOP s 76.68
~INV OUT a 87,2.47 ~~Q . ~ INb 1N BOTH= 871.58 R FICATION ()F POND AMD DAM SAFETY ENGINEERS CE Tt
~ b ( Q` ~ INV OUT = 871.08
20 L.F. 36" G i ~ a ~ RCP 0 L90r Q ; 7 " ~ J J_,J~.. , P.E.,~RTiFY THAT THE STORMWATER POND AND OAM 2 DIA. , SLES- 24 GAGE C.A.P. 5HOtiM ON 1Hf5 PLAN SATISFIES f~OUIREt~fENTS OF THE NORTH CAROLINA
ti TRASH RACK STATE DAM ~iAfETY LAMI'# 1967 {AS AMENDED 1HROUGH 1995) ANO 1I~ RULES """+a,
I AN6 REGULA110NS AS PRESENTED !N THE NORTH CAROLINA ADMINISTRATIVE CODE ~ CAIp ,~"~c a , ~ TITLE 13A, StJ~FIAP't~t 2K - SAM SAFELY. EVEN IN THE CASE WHERE THE OAM • +~l 's
- ~ ~ i ~ t... ~ ~ ..4< 11 LF ~ ~ i ~I ~ SHOWN ON THIS PLAN lS DETERMtNEO BY THE STATE TO ~ EXEMPT FROM THE .r t Z I ~ STAINLESS STEEL STRAP RE 1 IrtEN I AS THE QUALIFIED DESIGN ENGINEER, t ~ ,
30" RAP, 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ I ~ ABOVE MOTF~t3 PAM SAfETY QU RE 1S„ 5EAi. ~
_ E1b.63 LF ~ 24 ~ ~ ~ ~ i I CERTIFY THAT 1HE PQirt) AND OAM ARE ~SlgNED TO 8E SAFE AND ADEQUATE s s I P OF PUBLIC HEALLH, 5AFETY, WELFAf~ AND DOWNSTREAM z 1884 ~ FOR THE ROIECTION s
o - - r.-__ 0' o PROPERTY.. -.1.tJIf~EEtSTAND THAT 1HlS CERTIFICATION AS THE DESI{~l ENGINEER
N~' + _ SLOT OWNER OR OPERATOR OF THE POND ANO OAM FROM THE e'. SHALL. N01 ~ ZkE SLOTS IN ANTI-VORTEX PLATES LEGAL. DUTIES,.OBLiGATiONS, AND L1ABILITTES ARISING FROM WNERSHIP ~ ~ )
- ' Q a ~ ~ ~ ~ I g~ 4$" C.A.P. RISER 1.._- ARE USED TO POSITION 1HE TRASH ~ ~ 3. a
<~; _ _ _ _ ' a c ~ +0 a1~a r. \ o RACK o is 00 00 R RACK C>rl THE RISER PIPE OR ORERAT'ION. ~ ~ry,~,~' ~ ~ ~
- ~ , a 1.-. SIGNATURE AND SEAL OF N.C. LICENSED
_ ~ ~ PROFESSIONAL .ENGINEER: - ~
~ ~ ,
~ T TRASH RACK DETAIL JAIIESTfl1lfN ENGtNEERi13G GROUP, INC...
NOT TO SCALE caNSUL~IxG ExGtx~Rs
~ ~ T
N a ~u it / 117 E. MAIN STREET
P.O. BOX 365
30' 20' 10' 0 30' 60' i JAMESTOWN, N.C. 27282 mc. Telephone [phone]
„ - 30'
SCALE. 1 ADDED FORESAY AND NOTES 5/27/99 (TRt1
REVISED OUTLET DEV!(E 05/17/99. lim

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L, G .F~i
` ~~V~~ ~~i.J J1~/.~./ ~M i Noll +
" ~ CLASS 1 o, RIP-RAP BAFFLE . ~ r: _ o~»S
~ / ~ H4 SVILLE - T~C~~ASVILLE Tom' T RTH CARa~,IN,
i / 1 DAV'IDSON COUNTY - Na _
INFLOW PIPE , , APRIL :1999 `
CND CHANNEL z
2~'f ~ 2G't
---r? 5AN0 ~'ItTE TA MMARY D FILTER DESIGN DA SU
> OY~1ER EVIL ;
o ~ G r t NORMAL WA1ER LEVEL ~ . VI RA1~K, LI;C y, _ .871.1. THOMAS ta.l: BOTTOM ELE
~ ~ ` ~ ; ; ~ TOTAL. ~R _ 5.0 Ac. ~T OI'FI~. Bt1X 14127 ' TOTAL DR!~4INAl~ AREA
SEDIMENT b.= 2'00 CF ARa~ NC ~3 SEDIMENT t±HA1~6ER VOL. REQ .
i , - - . SED. CHAI s° SED. CHAMBER VOL. pROVIDEO 3342 Cf _
/ ~ s~2 i t CENTER ~ r CENTER WEIR ELEVATYC~+1 270Q CF
~r ~ - SANO FIl ~ J o G SANG FILTER VOL. REQ D.
(I ,,v ,r_ CLASS 1 SAND FIL G RIP-RAP BAFFLE VOL. PROVIf~O = ~ 3342 CF SAND FILTER : 1B" ,
(1 OVERFLOW oEPTH of sAND 7 OVERFLOW WEIR ELEVATION 8 3.6
~ C1 ~ aQ YEAR H7"+k.2 1O YEAR H.W.L
1d0 YEAR 1 AR N.W.L. _ 874.4 OO YE - _ ,
SECTION
PLAN
P NL_ET BAFFLE DETAIL RIP-RA I
NOT Tp SCALE
M ^
r PLACE R1A-RM . AtZt~1b{Q
1 AS D(REGTEO 9'1 T}~ , ,
i t ENGINEER. ` ' 4
DOUBLE YI 12
T = 871.8 I ~ OP ~ 5+_w+....,.+.,+..,
iNV OGT '867.3 ~ ~ ~ -1 g
' 4.
N d.
i euNCnoN x i33
TOP ¦ 880.00 ~ ?4 7.5'
Nv 1N (BOn~ -883.94 ~ v Our ¦ 2.94 3.94 ,:R _ ~ ~ ~ , .
} 1p ~ r+;.
{ ~ ~ 4 , .
x ~ I z r-= { ~ y „ d .t. F' r ~
w 67.3''4 ~ / . w r r ~
~ ~ ~ J N F
w w i . ~ s
CJ _ - Q ~ ~4
z N4TI:' CI,l~ tS~RIP, Tt~ USE~f ~ _ ~ ,4~ . Y j
6' ~ ~ ~ $1 SLOPE ~ ~ 82
/ ~ x ~
1(~ 6• ~ N ~ ~ ~ A ` ~ . r,, ~ 4 ~'l7. .y
~ ~ ~ ; 1 ~ 1 a ~ s.~~~
20' OVERFLOW WEER ~ •f • I tTlr' 4;: 1 ~F. . a.s
i ~r ~ r:
- r~ j J - _ S "'iii
{ t ' i ~ i. a ~ u I it r. i.. ~ ~ r t ryryry ~ ?may: ,p y~
!M ~ ..i r w S~ j 'l IT ~ Y' ~j T, c try 'Zt a ~ ~~a 1, N.,:F:. i _E ~ C ' a , ~ D' ,R r i5~ i
r ~ ~ .fl i~t iie~• a 2" a. .p. v~ „ }.~..i- ~ ~ f ; ~ `f' fJ~ ~i .f aC"~`w' .
- ~ ~ ~ ' • i / f~ ~ ryc"~f Y 6 Z
~ / ' ~`b~
W OL, ~~TAZi,,. RIP R ASP y;.~~C~~' T , k K
~IM .
SANp I• ' 1 , FjL~ _ ~
1 ~ ~ ~
• I ~ r,_ - _ ' , y i*: r I t Y
~ , . y..,' ~ 4
3 ! ~ , i Y i . r . -
' „ 0 i - - r~. ~ { + ' r, ~ f i t
I 1 . R«
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rR t
4 ' ~ ~

i ~ t e ' ~ - _.a `
N J.... ~ ~
y~~~ 5
I ~ ~ i OVERFLOW 4 RiNC ~ VHF
i ~ i' h _ I ,
SEbIr~tENT - j _ _ CHAMBER ~ ~ TER CEN 873.6
. ' WEIR ~r
,.,,,.7, ; ~ SAND FILTER ~ _ ~ 'BYO, 5E5° HtGH . SEpI1~tT CHAMBER ,
i i' ! r r'U ..LASS i o _ ~4i 872.6 , ~ f~
~ RIP-RAP BAFFLE 1'~ 4~~p ~ ~ - J , ~ ~
~ , , .
i 01.90 ~g ~ ~ J' 0 ~ ~ TOP = 881yt6 ~ _ r { ,
0 p~'V ~ 1NV IN 15 873A3 a Op,7 0~0 ~ I iNV tN 24'}= 872aa ~ y, rr . _ .
RIP- RAP ~0~' + I MV OUT = 8
APRON ~ t8 ! I'- - • t.F, 3 35
T=18' X ~ NCQOT A fi" RNG RIPE ~ No, t
L=15' = 7.5' FES p31 DRAtNAt~ 5+W8 NrtTH FILTER 5aCtES
~ INV = 871.1 ~~5•~ a'y,~
AND FIL'T"~1~; SEC-{'.IQi~J E?ETAIL ~ C+1R , ~ ~ ~
o ' , J'~X o • NOT ro S~M~ - ,
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P'0. 1c 565 ~w JAMEST NW, N.C. 17282
SCALE. 1• _ 10' 3~6 8f38-5573 ~ -
I I
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F w Ro KrY ot~ P PE - ,
r ° ClONIGFR DR +p~AS ~'1'LLL~` B~1 SI.N
b S I THOMASVILLE TH()MASVILI,E TOW~T.S,~i 1' ~
~ v`U fT~ 1 Y R4 NA . . DAVIDSON COUNTY NC?RTH CA Lr

' 0 100' 200' 100 50
4v l` - -
C~ i ~ -
v P ~P . SCALE. 1 C 10~ r
0 APRIL 1999

ii' ~ owKER/t~EEVaoPE~ _ _ '
THOMASVIILE 9U5d~ESS PARK, LLC ,
p VAN / VICINITY MA - - ,,,;~~T--- n. POST OFf'1CE 80X 14127 ,
•9 ' 176.80 ARCHDALE NC 275 , [phone]
M~1 X26. : -d~'~ _ ,
. _ . . , ~ , ~ Ei4~~, , ,
~ ~ , _ ( Cdr
4P •r.... . ..w
~ti ~ ~ ~ 1 , ~ i ~ , fir ~ y` i ~ ~ t 1 ,
4 t err n„ ~ ~ ~ . ~ r ~ ; ~ + ~ 1 ~
~ r~ e ~ ~ ~ ~ / ,t i , i ~ +
0y. ARPROXI ATE LIMITS , ! ~ ~ t ~ '1 ~ ; ~ '4 - f~ l ; ~ ,
~ ~ h (lF FUTURE WET a~ ~ DETENTION BOND 1 , ~ ~ ~
~ ati N • Arm ! i f t ~ r ~ { !
r ~ \ ~ ~ ! / ~ ~ ~ 1
O i COMMON AREA ~ ~ ~ 0~' ~ ~ c i ~ ~ y ~ ~ ~ ~ 1
~ 3.497 Ac. x i U ~ .r n ~ 'i ~ t 1 ! ~ i ~ ~ r
2 U o,~ i f _ -
4.423 Ac. ` p~, ; ~ i" ~ i' r' _ ~ tfj` ~ ; , ; ~
' g \ i ~ b ~ 1 : ~ ~
W ~ ~ , ~ ~ r,~
1P , + m a ' f 1 , I ti 5` 1r.
f3f. ~ 4 ~ r - / ~ ~
9 i 1 ~ tit ~ ~ ~
~ A ' ~ . ~ BIi~'!' S AND 1+?t~ , / _ . ,
j i / •~5 r; i ~ ~
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s s - ~ v,. ,
y '7 , .
.i _ . - ~ i sue" : u -rrs _ ,mar=' , ? - .
/ ~ 4 ¦ 4 i1
D~ A ~ , Afrl'~)R ~ _ ....W,. ~ ~ + r. a. y J ~
8~ ~ -
~ ~ ~ ~ 1 ` 328.9$' _ ~ a '1 ' Via, ~ - ~5P''fi _ Y - . 1 i ' - ~ ~ I ~ q
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i• ~
~ i I~ A ~ ~ wA INA(iE !AREA iD ~ ~ ~ ~ ~ NU 1TY ~ r''
.p / ~ ~ ~ ~ ~ 1 , ,
~ ~ ~ ~ a \7 ; ~.-n 'ii. k"j, . --ray
~ .z I ! - l
. - t ^b. _ ' 1 f ~ , , t ~ K P \ 1 i ~
~ / ? ~r-''- ' ; t ~ 160000 9.F. r ~ ~ - r ~ ` 400' w 400' ?!JR ti ~ is ~ ~4 ~ 1 ~
- rt ~ ~ 2 ~ ~ 0~ , i T. r}"'~`'- ~ 1 000 SF +
/ ~ ~ ~ ~k~ ~ ~ ~ ~ } ~ ~ x ~ A - ~ .,fi
r i ~ i ! ~ . C~ ~ _ i ~ ; ~ t. , s r , ¢ ' ~ .
~ ' ~ X18.319 A ' ti _ ~ I 4 ~ ~ ~ r:,'ac ~ ..:fir, C ? ~ r, ^i~ .
g3"; ~ - ~ ~ ~ ~ ~ !l ~ \ \ J `
® SAND ~ f ~ ` ~ . v rl, ~ ORAWAGE AR]~A TO - V f E!~ ~ \ ,r ~ r_'+. Pao a • .at ~~Y.F. .~s~r ' ~:~M a R~.
~ - _ SAND FILTER 5.0 c. i i - I _ _ - ~ SEUIMEN , ~ ~ I ~ t 1 . u . r. ~ . _ < ~
~ ~ , `~N~BER ~ ~ ~ ~ , ~ ~ r` ~ s ~~a~ •1 s.
( ~
Z 9Y, ~
~ ~ N .i _ ,a i ss. 1 ~ ~ . t. .
~ w I FUTURE " ~ ~ ~ ~ ti ! i ~ ~ a,. - ~ I ~t ~ { ,
~ 10 ~ PAA(MIO F~1UlE ~ _ v MAYIIENANGE _ vACLIT'f ~ t ~ - f, _
,i A; _
'u ~ 121.24 ~ - 18 LOADOIC DOp(S i
N 82'-0 , E IN f - ZiS. y3~ W ~ n - ~ r~ ~ _ otoQ ~ , f ~ ' .
- 1 _ ~ ~ I / ~ t ~ ~ ``fig,. ~ t
. . f • ' , ~ 1~ ~ } ~ j' ~
e ~.r.-„ u - - , ~ ~ 14 ~ ~ r 14 ~ m 3<92 c ~ r 1 r f
N 82'-02'-17" W . 959.x. AfNA~ { ~ 1 Y' , r'' < 3.. J ~ ? ~
pNc>:~s ~ ~ f..
_ ,,m. .fir ,-s3
is
, _ 36959 W .p~ ; ~ / ~ r. . A 4 r ~ ~ _ c -
PR#i } 5 f4 1 - ~
INj' ~ ~ ~ r. i , k _ _
E Rfi T ATE ~r - s.' _ ~ ~ r ~ x•
Y _ 8 - R - ~ y ~ A y.. v 1
V~q DD rr ~ _ ; lVE 9' - ' ~ r ~ ~ r': _ Q , . V m
~i~s }~a - ~ { tr - n a <~i ~ ~ ~ ~,,.y 'r:8 ~,.R
'Y n r ~a. . ~ ~ ~ <r .Jib y~~•v~ r ~ .~1
- ~ < t ~u ~ ~ , i ,fi ENGINEER S 'ICA RU.~tOF'F CQNTR4l.
_ ~ ' r ~ ; ? ri _ - ,l C~CtiFY T?~R_ ~~~;At1,~~.D~51Gt~-:•3~#~>~1i1R~, ~,:lRi311 x ,,ti h
~ it IC-~ {~1 A . Ntt' ~ r ~ M1 Alm REQl91 ~ Ci' tY { .
GENERAL NOTES FYRSr U~PyI . NAB eEa ''~0 "[SftAE.,~ kt~ _p~ . 3q ~ ~ if TY~ .
1 LIMNS OF WET DETENTION POND TO BE FIELD VERIFIED FOLD OWINi, Til15'Pl.AN HA&: ~'I:ME~OR 1~ 1!11:, ~ cY ta> ~C _ .~.~~c~y~~ 1. ~1~I i' i}L
CONSTRUCTION FOR DEDICATION TO OWNERS ASSOCIATION ON FINAL *OVERALL $ITE CRITERIA:
PLATS OF RECORD. ~ ~ ~L ry r f,Y
2 STpRM DRAINAGE PIPING INDICATED ON TH15 PLAN IS PRE~IMINAN'~ AND MAY CHANGE DURING PREPARATION OF DETAILED CONSTRUCTION PHASE 1IMPERVIOUS AREA = 8.5 AC. P.E. SEAT. I Q ~ Vii; ya
URAN9NGS fUTURE IMPERVIOUS AREA 26.6 Ac TOTAL NIPERV[OUS AREA 35.1 Ac T 'SLOPE" ~ ] ~ ~ • f~ ~t NCGS MONUl~IEJJ a
a FT ~ 4 'n•~ a N ~s9ooa s3 AT , ~ _ , , ~=t saess~.s3 FT SIGN URE r~. ~ ~.t;
SMq f'ILTFR: 1#Iµ
DRAlMAOE AREA (PHASE I) ~ 4.6 Ac. TOTAL DRAINAGE AREA (FUTURE} = 5.0 Ac. `
ArM~tVlOUS AREA (PHASE l} 4.2 Ac. so R1vr DATE . : 1
TOTAL IMPERVIOUS AREA (FUTURE) = 4.8 Ac. SITE DATA z ~ ~
r i_ _ WAIE'I: DUALITY POND: a TOTAL SITE AREA 6p.46 Ac. Ac. 6 ~ I 8 ~f
~E_END- ~'f-AItE ORAiNAGE AREA 3.3 Ac. COMMON AREA 3.SO Ac. E1P - EXISTING IRON F1PE q~l-gljE DRAINAGE AREA ~ 41.3 Ac. Ac. ' Ac. ~ ~ ~ ' l `
'F` - XISi;NG RAILROAD SPIhE i AREA 1N DEDICATED R~IY 3.08 AC. r E TOTAL ORAINA~GE AREA 44.6 Ac. Ac.
= EXISTING RIGHT OF WAY MONUMENT ~ AREA 1N L015 53.89 Ac. EkM PlIA9E I AIPERVIOUS AREA 4.3 Ac. cS = ExiSTINC, NONE ~ A NUM9ER OF LOTS ~ 11 E~ ~ 1Ai~ESTO~A1 ENGINEERING +GI~{~~P, INC. ~ ,
= T FUTURE 81PERV10US SURFACE ~.2 ~ AVERAGE LOT AREA 4.90 Ac. UP UTIU ~ r P 1LE TOTAL IMPERVIOUS SURFACE ~ 30.5 Ac. LENGTH OF STREETS 2144 LF. Ac. 2, Sll~Af~ ~l-2) L.F. 2 6 ~ ' ~ : H CONSULTING. ENGINE~~tS ' ~ .x~} . , r
-~'~T!?uCnn ITII TTY I !!_F~
MH = MANNV;E ZONING: M1 C.A.S.CY 117 EAST MAIN STREET
uv FiRE HYDRANT WATER QUALITY PERFORMANCE STANDARDS - 85% TSS REMOVAL FROM DISTURBED AREA 33.5 Ac..* (PHASE I} C Ac..* (PHASE I) P.O Bt),! 365 lam a-at
DEED BOOK FIRST ONE INCH OF RAINFALL WS CLASSIFICATION* NOW L'E STREET 'SECTION ,1AMESTOWN N.C. 27282 TYPICAL
PB = PLAT BOOK F W = P16W OF WAY r Telephone [phone] F lr1C.
Cl- or _ CENTERLINE NOT TO SCALE
.THIS PLAN EYCLUDES LOT 6 WHICH WILL BE OE%fAD O SEPERATELY. N0 5

; ,
• !.~t~. ~ 4. - w
~
\ cqc `v. A \ o0 ,
r
_ , ~ P . 40 ;
• - ~h RfP-R~ ~ WE1R MtITH CLASS t q RIP-RAP ELEV. 866.2
O - - PRQPTRT~ OF
i a o 0 - - P _ ~ a0 ~ t x9 xt 0 ' v~ ,r c~~rAS ~ ~~rsr .ass
h. - , CLASS I - ~ 0 U o~ {
fl 0 lP-RAP - o 0 PLC~GE JG ° T O SV LLE - TI~OM S T F
H ~i I A VI~.L~ 4~1T~' AVFDSON C N NO . ~ D OU TY R'TH CAR L~NA
INFLOW PIPE q pG °
_ OR CHANNEL vG ° O a VEGETATI P o VEGETATED EARTH BERM ARR L 1999 I
~odG • G ° J1 S't REVISED MAY 1999 s't v1rcETatEO EAR1N etpi{'
_ - - OFr' OFD O n ~ _ ELEV ;872 4 ~ ~ ° n G o
\ ~ o o~ G ° - O aPER 867.51 11E1.
NORMAL MfAiER LEVEL 's}tOMAS1~lLLE 9u~ PAf{K, 4t C
~ \ Oc JG ° , Pt3ST ar~ICE 9Q>f; 14127
~ , ~ , r. ARgd@At~ NC 2723
- , _ 338 +i31-~ 126 ~ ) 6 C~ ~ ,
~ ~ ~ ~ ~ ~ 1 i r? J .'v ' ~
, G „ ~ ~ ~ DAM C.~ESICN ~©ATA SUMM/#~~AI~:''tr'
. t. PLAN SECTION c++
. { BOTTOM ~t.E'V". = 8601
t ~ ~ $ ` , G ` TOP PERMAf+lEh~', SEDIMENT
~ _ STORAGE Z0 882.2
FOR BAY INL_ ' ~ ~ E E ~ INLET BAFFLE DETAJL. - x SEDIM~IT STORAI~ PIER D 20237 Ci
~lP-RAP ~FLE~ NOT T SEDIMENT STORApE PROVIDED = 22002 CF NOT TO SCALE
A ~ ~ , , NORMAL 'POOL ENV, ~ 966.2
. , . 1 fs ~ 4 . NORMAL aaL ''Tiff .4 SURFACE AREA itEp'p 44141
~ ~ SURFACE RIB _ 4 SF AREA 7203.
~ r~. ~ ~ 3 , t MAX. WA _ 3 TOP DAM = 872.4 MAX. WATER LEVEL ®4 100 - 871.2 TEMP. W.Q, STORi~GE ELEV. ~ $68.3
^ ~l i a 1 f _ ~ . TE~1?1P. w.p. STt~At~ DEP'fiH 2.1'
~ >'4 N _ 1 VII.Q. STtal~`f~?GE.IE4 D 18217 CF
~'i ' ELEV. = 870.1 TEI~1P W.4. STO~tit~ ~'RUViDED 118627 CF
I ~'i - •'''i• ~ . ~1, l ~ i ` ~ `T i ~ ~ ' W _ 1 to N..t, a7a.
E i i r.( 1 .y 1. . 1 YEAR 1~w.L. 871.2 t>Q
EMfRGEI~Y SPILLiNAY Y. 870.1 Ei,E 21 s ~ . TOP OF OAM 8'12.4
•
o A,. k. ~ ; ~ ~ ~ SECTION - GR, - RA M R NCY SPILLWAY )N G SSED E E GE
~ ti
' •y, ~ ~ o ~ NOT TO SCALE f: till 6AS~1 tS NdT 1NTEtVDEb TO BE u11L11f0 AS A 9f:pU~ENT BAStN ~ ~ CONS~tt)GTIOfY. HOt1EYER, tF' Sf4IMENT FROM CONSifiUGTION _
,fi. ` ~ ~ ~ 1ttJ~flp4lATCS Ri ~FtIS BJ4SIrwl, R SHAt.L $f Rf~10VED PRIOR Tp
4 • ° IfTiTAtION AS A MIE'f. QE1'ENTfON BA51N. c~
, ' 2. THE S>t1E SCOPES OF AIL BASINS SHALT. tlt: 5TA8&tYED M{t'M YEtr'E'fASK~M
~l ACC:ORDAN!CE wtTH THE ATTACHED 5EED8ED PoREPARATfON SfYFf~ltfLE. x
' ,
• ~ ' NOTE: 10' T W10Tfi
t ~ y SEl'0 IsitEPARATION NOTES: ,
• ~ ~ ~ . • i S ~ • . ' ~ C.A.P. =CORRUGATED ALUMINUM PIPE 100 YR. H.W.L. E TOP OF DAM EL = 812.4 R H.w.. . = 87f.2 1. Surfoce water conttd measures to be installed occording 'W plan. ODY. L EL
4 ~ ti S ~ ti . ~ TRASH RACK ACK
~ ~ ' SEE DETAIL SHEET ~ ) EET 2. Ar`oa to be needed be rlppad and spread with avaik~ble top EMERG. SPif1MtAY sdS 3 Total saadbed r th sltoN be 4' to fi .
k a ~ • ; i ,a ~ H.w.L, (1o YR.) = 870.1 ~ , _ deep p eporation dep 10' ELEV. a 870.1
~ i ~ _ f,•' , ~ ~ ~ ~ ~t•`:~~~(~ k. ~ ' ~ TEMP. W~O~STORAGE EL 86E.3 MIN 4. L4oae rocks root and other ctlorw rhoq be r~noved from tha a, obetxv
1 surfoce ao thot they will not inter~ne• frith e,ttobHShmenf grid ,
~V V.E'r.~' . v 1~ \ ~ t `s~•t , 1 C~~>uAL POOL LEVEL EL ~ X6.2 n?a~tenonce of vegrtalipR. , ~ t~ final ewe~bed atfon , 3 IN. ~ ~
\ \ ~ i.,.; ~ .1 2 MIN. of bniehed grode : • ~:y,,rny~o[4t• ~ ~ 4' 4. . . . f . ri
~ r ~ 3.5" DIA. HOLE ~y ~ a \ ~ ~ ~ W/ ORIi'ICE ASH GUARD FILL ~J1 FMIAI GRADE ~ ~.~5. ~if.' , rbit, tl~t rs t ~ ; ¢ " , r y: ASH GAURD ~ ,.~,~.n a`, ~ ~
~5} PERMANENT WATER ~Q • ~ } 5 ~ \ \ ' \~.,1 ~J Yr,• I ! ~ ~ 868.2 ~ ~ ~ , r I I OUAl1TY STORAGE ATE MATERIAL Lori ~ ~ s~. ~ APPROXIM a beto+r ~ " b Y EXIST GRADE ~ ' of sugar phosphote. ~ ~
y~~
_ ` ' ~ ~ ~ ~ ~ I 8 80170M p~A~i ~ ' , 8~ ~f: PrlOl. L'+me,and fertiu:ar ihall be opptNd unifprtnly and mixed. with .the ~ ~ -
` ' '1- ~ .,PERi~ANENT SEDhIENT STORAGE EL = 842.2 EL =862.2 Ct ~9 REP'-~f2AP, ~ .wil~,:+Ir~eiN9 eee~bed, ; ~ : , ~ , 862.2 ~ - - x r. F ' , F y y - , r ~ ,
~ SEDUIENT 3Tf~tAGE { r 4 ; f ti
~ ~ zoN~ t 1 h UGGER BANt? OR 12
R - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ AAitlOUND INLET T KEYWAY ' _ , FLANGED JOIN 1 ~ limptanp ..4Ati ~ ` ~ ; , ' . r~'-- ,
L(' 1 \ TOP i 863:2. SEE KLAN) . 9 5 ( MYTH GASKECT (SEE NOTFJ 10-~1Q- . I ~ Y 18 FITTER BLANKET t ` :FAR 10 At •>i / ~
\ ~ ~ ~ i , ~ RREFA~ F ~ ~ ` \ 7~ Cf C011CRETE POURED IW ` . (rrAfi I V. T ~ 881:3 > PREFAf~FNOATED t t0 R13ER N Ott :~ai~~lffptpapirotr 15 pourrt.=F;f~O X 78 CUTOFF COLLAR . >>7C•bcta
\ ~ 9~'Q 0• BASE'OF PREFABRICATED lNV. I .tCTfCkt~; ~ - t,S ton 'prrMAq y~a'>n ;'v~tix 7 (EACH BARREL). ~ ~~'A~'?F INV. E1. ~ 8$912 NOTE: And1a -crimp, ~tcw inta~rroN +ritb mwcat tamper
F` \ ~ / j OUTLET SECTION QWNER ~ t?RflViOt: SOIL& ~1lIINEER'Ttt
F U'~ F PRIOR.~1~fi, ~ . inq Rohs gloating
, d¢ L:F. OF 30' C.A.P. 0 1.0'X . lAl 6E~r. ~ . ;1Aix as er Dare Obtas P .
. \ ~ ~ ORIFICE 1RASH GUARD SHALL f# ` • 8" 1/2 RdNr!D C.A.P. i FOOT IN 2D SHALL BE ~ . , :,F~-_ -AND C 'Ai~~, Tap fesare t0O - 160 br. er aaa Au t5 ~ Oct. 15 ~ BY 5 TIC !iE P i FOOT IN ;.:,x. Feb. 15 - Muy
• ~ LENGTH WITH OPEN TOP AMD ,A , . "t3't OWNER. TOP AMD : , , , . ,
TOM ~ BOT WELDED/CENTERED ON fTEREO ON ~ ~ tall . 8 100 Tbs. per acre dt FeD. 15 #ta~ ti Koh or Koreon Lespadeza 20 - 25 tbs. per ocre Aug. 114 - Opt. t5
~ ~ ~ • HOLE. ` ~ ~ 3:49 ~ Ac. ~ WET ~ D. Q .'FAIL. .
. , ~ :TO Tai{ hacue & 6O 1bs. per ocre SCA Fat>. 15 -Apr. -317 SCALE
Unfcor. .Nov. 1 - Ft~a: 1 lerfceo faspedezo 60 lbs., per acre
TaN fescua dr 60 ~s. er a July August . _ P
' ' , brawn top rn~let 3D tbs. per acre
i or .wdrgum/sudon . ~ h
t
• Talt fescue 6c 70 Tbs. per acra Nov..1 Jan. 3f3
Rjie grain. 25 Tbs. par acre • ~ Weepin love grass 5 Iba: er acre May 1 one
\ { 1 ~ i 9 . P r - ,
' Common 6ermudo ass 8-12 Ib~, r act . 15 - `June • ~ ~
~1 , RIP-RAP 1 /2 AL~IINt111 BARS (huffed}
j APRQN ~ ` D = '~23" ~ 4' Q.C. ~ 15-20' lbs. per acre Feb. 1 - Marc~O 3O. . , u+it?uifed)
0 T_ •U
~ ~ w = 13.5' is FOt n seedin u edaia d .for fats foli and sprt qg ga• re 1 see w atledin use unac him, gs,
,Q 3. , . • such a Millet, ~ are. end R Din must be k tot 10-1~" $ ~ ~
' ~ CI ~(4 ~ ~ ~ Al ~TA 8+76.54 U ANTI-VORTEX PLATES , trn~dnwm heic~?t.
T ~ 877.4 ~ C1;~2 ~ 3 fES ~1 ~ ~ STA 9+ .89
INV'~N (BO = 872.67 ]NV = 70.7 ,~dp~ ~ ~ D ,
' ,INw. OIAT = 87,2.4 , , n, T 76.66 . ~ ~ ~ ~ ' I~1 1N ~(BOTH~ 871.58 S -~f~~T~i~T~ A~ SA~T~
• INY OUT = 871.p8 • 20 L.F. 36" ~ . ,
RCP 0 1.9016 72" DiA. , . 'CER1'1f'Y ~T 114f: STOR1ANtA1ER-f'OMD ANO ffAkl + 4 A TN Ptytt~:;,. TS '!1`!E ~ A - 2 GAGE C..P. ~ ON 17~FIES llE~l QF fYtlR'it1; 0~1RCI.IN
• ~ ~ + ~ TRASH RACK 'SY1t Ai~1,.fti16`6~•- a'JI~A 7 1 TILE. lltflES ~
- ~C At+tTf ~i'pOfl6i ` fYORTH ClrJlplFlA A> cd7t: ~ C ~ , ~ ~'A.E 1~ ~ EWE A~ TttE CASE TtfE D14kt ~
~ i' ~ ~ X \ I 9k101bJ ON ~5~ ~ . E<7 9Y`TllE STA1E 'Ef7 f3E f7lEYl?T ~#kf' THE STAfIVLESS STEEL STRAP
+ .OOSi " RGP 0 1.00% ` P.e• $ -f-..' J I A No164'_ v iY UEQIii~FTfi3, I, AS TILE OuAt[it;tED tlESfB~!' pf~H1EER, • I s SEAL. ~ ~
88.53 L.F. 30 ~ 24 . ~ ~ .o ~ c~Riz~r # DAkt AflE:'1~SU `ro eE sA~ AifX?: At~k'fau~[T~ a f'f1R .p~~'~,~?!I;AF 1~UG NElllTft,,`SAfEtY, MEIf'fWE ?tMl6 ¢~Mi$TREAY': itl84
. ~ 0- o t?, . t ~'~~r TMI~ CER'Tf~1CATI0N `AS.7fie T~or+ f~rsINEER ~ .
r~ ' + .--r-- SL TS - ~ ~ ~ l61T " Qft t~pEitAT~R OF Tf# POMD~ ANQI'~OAM FROM THE ~ SLOTS IN ANTI VORTEX PLATES
` o - ~ ~ ~ ~k + ~ 0 48" C.A.P. RISER ARE U ~ ~ ~S ~ '~+9 >A~ v o ~ RACK ARE USED i0 POSiTlON THE TRASH 1JrC~! QUTtES„ f~~l~p~lS,~ M!D-t.IA~ft.lT>fS ARISMIC FTt01f' WNERSHIP ar A ~s FS RACK ON THE RISER PIPE ~ a
= i7 i
eD N 0 ~ ~ tr. LIED
. ,
TA
TF 0 ' ~ 0 TRASM RACK UE IL ; ~ L
v v ~ ~ ~ A { ~;~1~ A ~ ~ 1 ; ; "°G~l~~~iNG CROUP, INC. . , ; G'~31iI~"1'G SIG
cf,~aG~r ari
Tt7 E. MAIN STMT
P.O. Box '363 '
30' 20' 10' 0 30' 60' JAVESTONt.
MC. td - epha?~ 3*) 86G-53
SCALE: 1 = 30 AQaEp•F MAY ARID NOTES 27f99. ?Ro
RED outerr a; 44
pp
j~j

- - _ _ Y 2 4E . ~ t. v ~ • , . _ . ~ ~ • ~ sir x ~ 11 n r fi~ff Y~Fo
s - ~ ~ ~ , . a ~y~ , w in ~ ky i:,. ,i ~ - - ~ i - : , W t' r a 1~ .f a. ~t>
~ ~ r . x ~ .M`~, c
.k • , r e - ~ ~ . ~
0 ~ • ~ ~ .r„ ty .n° yak R: ~ - i' < a': F i. ~ "
C7 0 ' i' ~ t .a. . . .y t•
G~ 0 ~ o • ~ c . Y n1, 3t l'.Y. ~ I. • • =f~
G G°
o • . ~~'`~T ~l~g ~a>„
w o o C, ~ \ CLASS r w ~,•_r s~~A ~ L r r °
,~o a RIP-RAP BAFFLE „ , , a: . ;
/ C° _ ~ • TH(1;119VILLE 'fiH(~~t.~~LLE TUW' SIP ,
INFLOW PIPE • V~D ~ COUNTY Nt~RTH' CAR~~~~, ~ ~
i~2 CHANNEL , • ~
-APRIL 1959 r
2a f ~ 2o't
i SAND FILTER FILTER DESIGN DATA SUMMARY
~ • OWNER. E
o~' r NORMAL WATER LEVEL
~C1 ~ $OTTOM ELE , BOTTOM ELEV. 871.1 THOMASVIU.E flplrIl+t AARK,, LLC
TOTAL DRAII _ SEDIMENT G~ TOTAL DRAINAGE AREA 5.0 Ac. POST aFF1t~ BOX (41`27
s' SED. CHAMB SEDIMENT CHA~+46ER VOL. REQD.~ 2700 Cf A M 7 RgipA#.E C 2 2fi3 SED. CHAMBER VOI. PROVIDED a 3,342 Cf
} / ~X . s~z~t CENTER WEtI E336~ 431~A126 , CENTER WEIR ELEVATION ~ _872;fi
J G G o, SAND FILTEF SAND FILTER VOL. REQ'0, * 2700 CF ,
, ~ ~ CLASS t AN F S 0 lLTEf ` ~ RIP-RAP BAf~LE P.M AN F V . P ~ 2 CF S 0 lLTER OL ROVI~ 334
~ o OE 0~' S 18" DEPTH OF SAND
~ OVERFLOW 4 OVERFLOW WEIR ELEVATION * 873,6
10 YEAR H.1 10 YEAR H.W.L. ~ 874.2 ,
100 YEAR H 100 YEAR H.W.L. ~ 874.4
SECTION PLAN
RIP-RAP INLET BAFFLE DETAIL
N01 TO SCALE ,
K .
N
• ,
i w PLACE RIP~RAP AROUND PIPE ~ , AS 01RECTEO BY ~iE
r ENGINEER.
DOUBLE YI /32 h ,1 ~
TOP ~ 813.8 7. i ~ iNU OuT - 86 3 ~ n l ~g~..--.r- ~
~ ~ .
g ~ ~ ~f . . w r.t_ ~ ~ - - - -r ~
~ x " ~ r , . ~ , ti:,ur r . .
f ;p k g _.~e Y
TION BOx X33 X1P =860.00 n
u~ {eoTH) - s - 7.5 ~ ~ ~ ' ~ ~ s :;,~x
OU1 = efi2.94 i . I ~ i ~ ' _
i x - - _ F ~ ~ r
I H 2 J
6~.~ ~ , j ~ k .e ~ f x .
I ~ j r
w W ~
`rw~ ~y
P~~ - ? ~ ¢ ~ Y . ~ ,IM~7E: ClA3S TRIP-RAP 0 r~ USlp ~ k , tea,
~ E . ~ ~ b~ ~ , ~ D ~f .M
i ~ + i 1~ S~ r q~ /n~po~c ' ~ ~ - n
,~5 ~..~vs.~t ~ ~
~ ~ 20' OVERFLOW YrEIR i r * t t ~ ~ .
~ ~ i it / I! i ~ ~ ~ j!. ~ ? X j ~ '
I 1 ~,,rr i ~ R• - i ? 1 ~ -n ,tt. 0. ..a~n
~r= ~ I r i jj a ~ A q ~ r 5 a` ~ ~Y, w~ ~ ~ ~ ~a~,.: . ,
i r . ' ~ _ ~F ~ ~ , c _ .
I ' r ~:t . . ~ I j •i ~ - m , r
. . ~ Sf 1~tlSlil >R . 5
i f
, ~ ~ k
1 ~ .4 ..wr'k ' ° ~ ~r',y~.. .e - ~ S n r~, f s I ~4~ ~ _ ~ ~ d~
~ ~ .spy. i ,
~y~ i ~ J~ r . e t e.
I ~ I ~ 1 ~ ~
h _r y r t f- I ~-t~..__ ~ ~I ~ A" t"` 'G'p~l',~
~3' ~ 1 ' 11 hr ~ 1~- ' ~y i~ Kai
r + • (,i• • i.. ~ 1
_ ~ ~ r ' - ~ t i y µ .Y n _ •M
4~~ N ~`e~+ ~ r' ?
~ y( ~p r
~4 i~f t t I h - '
~ t 4 .qM~
r ~ I ~ J - ,:1 4 7. 4 ~ S
"Y..,. ~ i I I ry r ~ ~ .:1", ,
r _ r. ' {~bY ~5v^ _ l M i~
~ >a i
, ~ ~ ~ ~ ?a
i r ~ ~ ~ seflrM f OVERE~: " W 1 i ~
cH ~~r - . f AMgE , ` ~ s; R I r I~ ~ , a~R ,
1 f _ , ~ , • 873.6 ~ '
~ Art E~ ~ • J SE T AMA ` SANG FILT ,1 ~ ~ t' DIIAEN M$f R E~ ~
CLASS 1 ~ ~ ~ ~ ~r if -6
RIP-RAP BAFFLE ~I'~~ ~ ~0 ~ _ _ _ . , ~ 1 ~ ~ ~i' •
~`'r 0 '
J ~ 0 ~~'~1.{ Ct ~ ~ .881 18 n TOp ~ Op ~~"p 0 I 1NY ~ 15" _ ..03 ~ , ~
. ! ~ ) RIP-RAP © ? k ~1v IN 24"}~ k~ -
APRON ~ J _ 818 i,~ f=._. MiV OUT ~ 8 O = 6. t.F. ~ f .;'fit>;~!'~~<h~"-1ti./',•~l~i'~ ~ 1 v. '~k V`G ~
• r. _ 3 , ~ 5
T 1~" La15
Q ~ 1 I ~..7 i QQ] 4 y WI'M>FitTt>Z,'9Qf7(S f~,.
1,~.~+ l.F
i ` _ ~ _ .
._o .p ; IL TE R ~+1= ~'~'I IAN ~~""F'A F _ ~f~' N = y,,. - ~ • , . r
0 ' ~ ~ Nut ~ ~ ~ ~ _ ~
_ , - 1~ • 1 ~ k i .
. _ , 1 s k
O - ~ ~ .d , 1 ~ ` ~ . ~ ~ ~ ~
i 4 1 - i • .
a ~ 7 g . ~ , , , m •
tl a~r~ ~ t
M J ~ ~ ~ , , ,d
1 i • fv , • f
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