20000374 Ver 1_COMPLETE FILE_20000801

O?O? W A T 6?9?G
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Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
February 19, 2002
Brawley Farms
DW Q# 000374
Mecklenburg County
Mr. Frank DeSimone
Fieldstone Associates
3126 Milton Road, Suite 217
Charlotte, NC, 28215
APPROVAL of 401 Water Quality Certification with Additional Condition
Dear Mr. DeSimone:
You have our approval, in accordance with the attached conditions, to place fill in 0.73 acres of wetlands and 60 feet of
stream in order to construct the Brawley Farms residential development in Mecklenburg County, as described in ycur
application received by the Division of Water Quality on March 24, 2000 and revised August 10, 2000 and February 8, 2002.
After reviewing your application, we have determined that this fill is covered by General Water Quality Certification Number
3108, which can be downloaded from our web site at http:Hh2o.enr.state. nc.us. This Certification allows you to use
Nationwide Permit Number 26 when it is issued by the U.S. Army Corps of Engineers. In addition, you should get any other
federal, state or local permits before you go ahead with your project including (but not limited to) Sediment and Erosion
Control, Non-Discharge and Water Supply Watershed regulations. You should send an application to the Division of Land
Resources for their review of your project under dam safety rules as well as erosion and sediment control. Also this
approval will expire when the accompanying 404 permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and those listed below.
The stormwater management plans including two extended wet detention ponds dated January 31, 2002 and
submitted on February 14, 2002 shall be constructed and implemented according to the approved plans before any
building in the area labeled Phase IV is occupied. The entire area labeled DA 4106 as well as 6.56 acres of Phase I
will to drain to the forebay of pond # 1. The structural stormwater practices as approved by this Office as well as
drainage patterns must be maintained in perpetuity. No changes to the structural stormwater practices shall be made
without written authorization from the Division of Water Quality.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh,
N.C. 27611-7447. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have
any questions, please telephone Pete Colwell in our Mooresville Regional Office at 704-663-1699 or Todd St. John in
Raleigh at 919-733-1786. _qinnorah/ 14
Attachments

North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center. Raleigh, NC 27599-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
.. r. inn .-loc i..ti.,.-. ,.n.n ?n-? c,nn i....?......in. n .. .......... ... .... ..,. i.......,. a., .,...,
Page 2 of 2
cc: Corps of Engineers Asheville Regulatory Field Office
Mooresville DWQ Regional Office
Central Files
File Copy
Brandon Pridemore; R. Joe Harris And Associates, PO Box 3086, Fort Mill, SC 29708

b6
W A T ?RQG
o -c
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
Memorandum To
From:
February 18, 2002
John Dorney
Todd St. John 00
Subject: Brawley Farms
Mecklenburg County
DWQ# 000374
The 401 WQC for this project has not been issued.
I spoke with Brandon Pridemore, the engineer, regarding the ponds. Pond #2 drains about 5.86
acres. The entire area labeled DA #106 as well as 6.56 acres of Phase I will to drain to the forebay of
pond # 1. The 401 Water Quality Certification should be conditioned to require the entire area labeled
DA #106 drain to the forebay of pond 41. 1 recommend that the 401 WQC specify that the stormwater
management plans dated January 31, 2002 and submitted on February 14, 2002 be constructed and
implemented.

6AIq)C

North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http:Hh2o.enr.state.nc.us/ncwetlands/
WET DETENTION POND (B.M.P.) CALCULATIONS
for
BRAWLEY FARMS SUBDIVISION
PHASE IV
Prepared for
FIELDSTONE ASSOCIATES, L.P.
4508 East Independence Blvd., Suite 205
Charlotte, N.C. 28205
RJH Ref. No. 1041
Rev. January 31, 2002
Prepared by:
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R. JOE HARRIS & ASSOCIATES, PLLC
1698 W. Highway 160, Suite 210
Fort Mill, South Carolina 29708
Phone: [phone]
Fax: [phone]
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R. Joe Harris & Associates, L.L.C.
P.O. Box 3086, Fort Mill, S.C. 29708 [phone] Fax [phone]
FFR14.
February 8, 2002
Mr. John Dorney
Wetlands Unit Supervisor
North Carolina Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Re: Fieldstone at Brawley Farms (Brawley Farms Phase IV)
Mecklenburg County, North Carolina
DWQ Project No.: 000374
RJH Re£No.: 1041
Dear Mr. Dorney:
In reference to your letter dated December 11, 2001, we are providing revised calculations and
supporting data for the two (2) wet detention ponds conditioned upon the site for 401
certification and approval. The calculations have been revised to maintain consistency with that
of the City of Charlotte Engineering Department's requirements for stormwater modeling. The
HEC-1 program has been used to model the stormwater runoff in lieu of the previously submitted
Drainedge program.
The revised plans and calculations incorporate those comments noted on your letter and they have
been addressed as follows:
The draw down orifice for pond #2 has been revised to 2 inches, which will release the
temporary water quality pool volume in approximately 5 days (120 hours).
2. The forebay for each pond is equal to or greater than 20% of the total basin volume.
Total basin volume was described as the volume of the forebay and main pool at
permanent pool level by Mr. Todd St. John.
Detail sheet provided in the submittal book for pond cross-section and outlet structure
information.
Completed operation and maintenance agreements enclosed for each pond.
We trust that the information provided will enable you to complete your review of this project
and if you should have any additional comments or need additional information, please feel free
to contact us.
Sincerely,
R. JOE HARRIS & ASSOCIATES, PLLC

Brandon S. Pridemore
Project Manager
cc: Joe Floyd, Brigman Company

WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording Is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly: I /I
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads c.41' feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads c,,41.08' feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation SO.oo•
Sediment moval EI.44 . 75%
------------- - Sediment Removal Elevation .oo 75%
Bottom E vation r5-%1.
FOREBAY
B.M.P. Pond #1
MAIN POND
r _ _ . . _ f n
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Frank DeSimone - Fiel dsf-a e_A-snci atP? T.P
Title: Operatios Manager
Address: 4508 E. Independence Blvd. , Suite 2050 Charlotte., NC 28205
Phone:
SignatL
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, a Notary Public for the State of
County of do hereby certify that -61tpNow ?1L"CAw.Z&E
personally appeared before me this I a_ day of uaa , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenanirements. Witness my hand and
official seal,
J -- - EXPIFAta
My commission expires MAAIEIA9ER a, 2W
r_ _ _ n _Pn

WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4 $5j 5 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads y s 3.44 feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation
Sediment moval El. 75%
------------- - Sediment Removal Elev_ation.s _ _7_5_°_/0_
Bottom E vation re53.as15% A
FOREBAY MAIN POND
BM.P. Pond #2
T___ . _rn

5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:. Frank DeSimone - Fieldstone Asso -ia s. L.P
Title: Operations Manager
Address: 4508 F TndQ ondQn6.e Blvd ,-S1Aa,t;e 205, Char-lott;e-r--NG 28205
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I,
. &K-1 )N ILLI , a Notary Public for the State of tVo,-44, . C c,-n ? , =C;
County of , do hereby certify that BRAN coo '?.eta awyn."
personally appeared before me this day of a, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
SEAL
My commission expires MYOO?M118810NEXPIREb
r _ - - n - r n
laotV. -
•
•
•
WET DETENTION POND (B.M.P.) CALCULATIONS
for
BRAWLEY FARMS SUBDIVISION
PHASE IV
Prepared for
FIELDSTONE ASSOCIATES, L.P.
4508 East Independence Blvd., Suite 205
Charlotte, N.C. 28205
RJH Ref. No. 1041
Rev. January 31, 2002
Prepared by:
° °. N9
y: -
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R. JOE HARRIS & ASSOCIATES, PLLC
1698 W. Highway 160, Suite 210
Fort Mill, South Carolina 29708
Phone: [phone]
Fax: [phone]
Q• l
-
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• Table of Contents
1. Project Summary (Pre & Post Development Conditions)
Z. Topography Map (Field Run Topo w/Mecklenburg County Topo)
3. Soils Map and Information
4. Storm Drainage Calculations - Rational Method
A. 2 Year Rainfall
B. 10 Year Rainfall
5. Time of Concentration Calculations, Pre-Development
A. 2 Year - Basin #101
B. 10 Year - Basin #101
C. 50 Year - Basin #101
*Includes contributing 7.00 acres from the Phase I development.
6. Time of Concentration Calculation, Post-Development
A. 2 Year - Basin #101
Basin #102
• =
Basin #104
- Basin #106*
- Basin #156*
B. 10 Year - Basin #101
- Basin #102
- Basin #104
- Basin #106*
- Basin #156*
C. 50 Year - Basin #101
- Basin #102
- Basin #104
- Basin #106*
- Basin #156*
* Assume Tc of S minutes from most remote point to nearest catch basin + time of
travel through storm drain system. Use velocities from storm drainage calculations
for respective storm frequency.
7 HEC-1 Model - 2, 10 & 50 Year Storm
A. Input Data
B. Output Data
0
8. B.M.P. Wet Pond Calculations
A. Pond #1
B. Pond #2
G Outlet Structure Pipe Design
9. Pre & Post Development Drainage Maps
10. Grading Plan & B.M.P. Pond Detail Plan

PROJECT SUMMARY
Description:
Brawley Farms Subdivision Phase IV will consist of the development of 90 lots
on approximately 32.07 acres located within Mecklenburg County, North Carolina along
Brawley Lane. The development will include a future Phase V, which is adjacent to the
site and will consist ofapproximately 82 lots on 31.50 acres and is subject to change
during the design and subdivision approval process.
Drainage Features:
The Phase IV and Phase V development sites will drain to an existing creek that
divides the development and is the low point of'the sites. The creek is an unnamed
tributary of Reedy Creek. The existing topography of the site is moderately sloped and
contains forested vegetated cover ranging from fair to good hydrologic conditions. The
dominant soils for the site are Cecil and Pacolet type soils and these soils are classified
as Hydrologic Group "B ".
•
Stormwater Management:
All ,stormwater collected by the proposed storm drainage system for the
subdivision will be routed through one of the two wet detention ponds (B.M.P.) located
on each side of the existing creek. Local stormwater management practices do not
require on-site detention, but as agreed upon by the Owner and DENR as an acceptable
condition of the State 401 Water Quality Certification to construct the proposed roadway
crossing, the ponds have been designed in accordance with the latest edition of'the
DENR °Stormwater Best Management Practices " guide (April 1999 version). The ponds
have been sized for the development of Phase IV and the anticipated development of
Phase V. Phase V will be subject to change during the design and subdivision approval
process at a later date.
Description:
Pre-Development
Post-Development
* HEC-I used to compute flows.
2 Year: 10 Year.
16 efs. 130 cfs
15 c.f.'s. 127 cf. s.
40
'- 500'
SCALE. 1"
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(. ;None -----_-; --- 1
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,

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--- I ?0.0 i --- i --- HUH - Fi;iiHar'd

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1kBM:
Mecklenbur------ '
g
,None -------- ?
---

--- ? >6.0 --- ; --- ;t1N-60;Harif

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Urban land. ;

10 - - - - - - - ,
---------' r•
,Common ------;E3r:ef----- ?- -
;Nov-May2.OiApparent. ;Nu v-Mit y; ?6 0 ---
;Modest? ;hligh.
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1v*:
Monacan -----

- ---- ,

(. ,common ------ , Hrief-----

;Nov-May ;o.5-2.O;Apparent;Nov-May; '60 i ---
.
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Arents.
,
'aE, Pal' ---------- ; H
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--- >6.0 --- >bo ; ---

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;HIP,h-----;High
.
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See footnote at end of table.
•
a A Ah
STORM DRAINAGE CALCU NS - RATIONAL METHOD 'ROW
Project: Brawley Farms Subdivision Phase 4 Designed By: B.S.P. Date: January 44, 2002
Location: City of Charlotte ETJ, North Carolina Checked By. R.J.H.
Note: Ad storm drainage designed for 25 year storm. HW taken from centerline of the pipe to 0.5 ft. below weir.
Marmcrg's "n' of 0.012 used for all RCP. QSUB CAP represents flow capacity assuming pipe open V is submerged.
Rim/Top' Weir F. To C Tc I Q ds Pi Elewition Elevation Slope Dia cap HW QSUB CAP yeboWps) V TYPE COVER
Elev Elev Area min Sub Cum. Length In Oul M. m CfS CFS Coro- Full Cap) (RCP) Above Pipe)

Outfal 513 6 (Exist ing Storm D fro m Phase :

734.56 733.76 189 188 0.35 0.60 5.00 5.03 1.06 1.06 32.00 731.23 730.66 0.0178 15 9.34 1.40 7.58 3.68 7.61 Ciasslll 1.28
734.40 733.60 188 187 0.22 0.60 5.00 5.03 0.66 1.72 45.00 730.47 727.73 0.0609 15 17.26 2.01 9.06 6.52 14.08 Ctassill 1.88
730.90 730.10 187 186 0.04 0.60 5.00 5.03 0.12 1.84 172.00 727.44 725.76 0.0138 15 8.21 1.53 7.93 4.07 6.70 Classill 1.41
729.33 728.53 186 185 0.00 0.60 5.00 5.03 0.00 1.84 168.00 725.41 720.91 0.0268 15 11.45 2.00 9.04 5.08 9.34 Classill 1.87
725.05 725.05 185 142 0.61 0.60 5.00 5.03 1.84 3.68 13.00 720.62 720.31 0.0238 15 10.80 3.30 11.63 6.15 8.81 Classlll 3.18
723.61 723.53 142 139 0.49 0.60 5.00 5.03 1.48 5.16 135.00 719.64 711.69 0.0604 15 17.19 2.56 10.25 9.38 14.02 Classill 2.44

728.37 727.57 141 140 1.10 0.60 19.00 2.96 1.95 1.95 244.00 723.60 715.65 0.0326 15 12.63 2.85 10.79 5.53 10.30 Ctassill 2.72
720.16 719.36 140 139 1.34 0.60 28.00 2.38 1.91 3.87 208.00 714.02 712.04 0.0095 18 11.10 4.09 18.63 4.42 6.29 Classill 3.84
715.57 714.77 139 138 0.00 0.60 5.00 5.03 0.00 9.03 7.18 711.18 711.13 0.0070 24 20.44 2.09 23.68 4.96 6.51 Classill 1.59

718.36 717.56 145 144 0.39 0.60 5.00 5.03 1.18 1.18 32.00 714.08 713.84 0.0075 18 9.85 223 13.76 2.75 5.58 Classill 1.98
718.04 717.24 144 143 0.39 0.60 5.00 5.03 1.18 2.35 45.00 713.72 713.26 0.0102 18 11.50 2.27 13.88 3.84 6.51 CIaSSIII 2.02
717.23 716.43 143 138 0.17 0.60 5.00 5.03 0.51 2.87 124.73 71221 711.23 0.0079 18 10.08 2.97 15.88 3.75 5.71 Classill 2.72
715.50 714.70 138 137 1.46 0.60 9.00 4.16 3.64 15.54 38.61 710.54 710.24 0.0078 39.15 2.41 39.73 5.86 7.98 Classill 1.66
715.33 714.53 137 136 0.13 0.60 5.00 5.03 0.39 15.93 23.75 710.18 710.08 0.0042 28.82 2.60 4117 4.82 5.88 CIassili 1.85

Cumulative Q from drainage areas.
Flow capacity of pipe for gven size and
Pines were increased to carry the 25 year storm for desig n of the downstream site stor m
Inverts, slopes and weir grades take n fro m curve as-twAfs and have not been changed.
Manipulations are as follows:

Run: True Pi Size:
#138 to #137 2-24" RCP
#137 to #146 2-24" RCP

' Connect Cumulative Discha to SD#136

2 Year Stor m
paw Sf
a Ah Ah
STORM DRAINAGE CALCULAORONS - RATIONAL METHOD qMW
Project Brawley Farms Subdh tsion Phase 4 Designed By: B.S.P. Dabe: January 14, 2002
Location: City of Charlotte ETJ, North Carolina Checked By: R.J.H.
Note: AN storm drainage designed for 25 year storm. HW fatten from centerline of the pipe to 0.5 R below weir.
Marmeigrs'n' of 0.012 used for all RCP. QSUB CAP represents flow capacity assuming pipe openirg is submerged.
Rimrrop* weir From To Drautage C TC 1 Q ds Elevation Elevation Slope Die cap HW QSUa CAP v V TYPE COVER
El. Elm Aree min Sub Cum. L in Od m CIS CF Condtion FUN cap) (RCP) Above Pipe)

Mares" Court to S D0110:

716.75 715.75 136 135 0.00 0.60 5.00 5.03 0.00 15.93 81.40 709.68 708.05 0.0200 30 62.86 4.32 53.19 8.11 12.82 Classill 3.57
716.10 716.10 135 134 0.00 0.60 5.00 5.03 0.00 15.93 78.59 707.85 706.08 0.0225 30 66.66 6.50 65.25 8.43 13.59 Classill 5.75
711.68 710.88 146 134 0.26 0.60 5.00 5.03 0.78 0.78 26.50 707.38 707.11 0.0102 18 11.48 2.25 13.82 2.66 6.50 Classlll 2.00
711.68 710.88 134 133 0.19 0.60 5.00 5.03 0.57 17.29 150.00 705.88 697.44 0.0563 30 105.37 3.25 46.14 11.76 21.48 Classill 2.50
703.11 702.31 147 133 1.01 0.60 5.00 5.03 3.05 3.05 26.50 698.40 698.24 0.0060 18 8.84 2.66 15.03 3.51 5.01 Classlli 2.41
703.11 702.31 133 132 0.80 0.60 12.00 3.99 1.92 22.25 12678 697.24 691.10 0.0484 30 97.75 3.32 46.63 12.16 19.93 Classill 2.57
699.83 699.03 148A 148 0.28 0.60 5.00 5.03 0.85 0.85 62.50 695.03 692.26 0.0443 18 23.95 2.75 15.28 4.45 13.56 Classill 2.50
696.70 695.90 148 132 1.25 0.60 22.00 2.73 2.05 2.89 26.50 692.06 691.90 0.0060 18 8.84 2.59 14.83 3.45 5.01 Classlll 2.34
696.70 695.90 132 131 0.52 0.60 5.00 5.03 1.57 26.71 125.00 690.90 684.94 0.0477 30 96.99 3.25 46.14 12.86 19.78 Classill 2.50
693.83 693.03 149A 149 0.11 0.60 5.00 5.03 0.33 0.33 67.50 689.03 686.10 0.0434 18 23.70 2.75 15.28 3.23 13.42 Classill 2.50
691.08 691.00 151 150 1.85 0.60 18.00 3.04 3.37 3.37 40.00 687.85 687.45 0.0100 18 11.38 1.90 12.70 4.29 6.44 Ciasslll 1.65
692.00 692.00 150 149 0.00 0.60 5.00 5.03 0.00 3.37 116.75 687.25 686.10 0.0099 18 1129 3.50 17.24 4.27 6.39 Ciassill 3.25
690.54 689.74 149 131 0.12 0.60 5.00 5.03 0.36 4.07 26.50 685.90 685.63 0.0102 18 11.48 2.59 14.83 4.60 6.50 Classill 2.34
690.54 689.74 131 130 0.54 0.60 5.00 5.03 1.63 3241 160.50 684.74 680.80 0.0245 30 69.80 3.25 46.14 10.99 14.19 Ctasslll 2.50
687.39 686.59 155 152 0.50 0.60 8.00 4.34 1.30 1.30 52.50 682.71 681.66 0.0200 18 16.09 2.63 14.94 3.94 9.11 Ciassltl 2.38
688.44 687.64 154 153 0.11 0.60 5.00 5.03 0.33 0,33 26.50 684.14 683.61 0.0200 18 16.09 2.25 13.82 2.50 9.11 Gasslll 2.00
688.44 687.64 153 152 0.38 0.60 5.00 5.03 1.15 1.48 59.75 683.41 681.66 0.0293 18 19.47 2.98 15.90 4.67 11.03 Classllt 2.73
686.34 685.54 152 130 0.33 0.60 5.00 5.03 1.00 3.78 26.50 681.46 681.30 0.0060 18 8.84 2.83 15.50 3.77 5.01 Classill 2.58
686.34 685.54 130 129 0.81 0.60 5.00 5.03 2.44 38.63 69.18 680.30 679.12 0.0171 36 94.34 3.24 66.33 9.91 1136 Classill 2.24
684.76 683.96 129 128 0.47 0.60 5.00 5.03 1.42 40.05 26.50 678.92 678.62 0.0113 36 76.85 3.04 64.25 8.75 10.88 Classlli 2.04
684.76 683.96 128 127 0.15 0.60 5.00 5.03 0.45 40.50 113.75 678.42 677.05 0.0120 36 79.27 154 69.34 8.97 11.22 Ciasslil 2.54
691.02 690.22 167 166 0.19 0.60 5.00 5.03 0.57 0.57 26.50 686.72 685.39 0.0502 18 25.48 225 13.82 4.07 14.43 Classill 2.00
691.02 690.22 166 127 0.13 0.60 5.00 5.03 0.39 0.97 49.42 685.19 682.22 0.0601 18 27.89 3.78 17.91 5.15 1579 Classill 3.53
687.60 687.60 127 126 0.00 0.60 5.00 5.03 0.00 41.47 194.23 676.85 671.99 0.0250 36 11426 8.75 109.01 11.53 16.18 Classill 7.75
684.00 684.00 126 125 0.00 0.60 5.00 5.03 0.00 41.47 199.59 671.79 663.81 0.0400 36 144.43 10.21 117.76 13.48 20.45 Classill 9.21
668.75 668.75 125 124 0.00 0.60 5.00 5.03 0.00 41.47 125.53 663.31 661.80 0.0120 36 79.22 3.44 68.35 9.04 11.22 Classill 2.44
667.00 667.00 124 123 0.00 0.60 5.00 5.03 0.00 41.47 200.03 661.30 660.20 0.0055 42 80.80 3.45 93.17 6.73 8.40 Ctasslll 2.20
666.55 665.75 123 110 0.73 0.60 5.00 5.03 2.20 43.67 34.50 660.00 659.79 0.0061 42 85.01 3.50 93.84 7.08 8.84 Classlll 2.25

Cumulative Q from drairrage areas.
Flow cap of pipe for ' given size and e.

' Connect Cumulative Discha toMM 10

2 Year Storm
Page #2
A I? I-
STORM DRAINAGE CALCU NS - RATIONAL METHOD Row
Project Brawley Farms Subdivislon Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North CaroMm Checked By: R.J.H.
Note: AN storm drainage designed tar 25 year skim. HW taken from centerline of the pipe to 0.5 ft. below weir.
Marmkgs W of 0.012 used for all RCP. QSUB CAP represents flow capacity assuming pipe opening is submerged.
Rimrrop* Weir From To DraktWe C TC I Q cis pipe Elevation Elevation Slope Dia HW OSLO CAP V Vel TYPE COVER
Elev El. Area min Sub Cum. Length In Out (ftin.) rn cis Condt- Full Cap) QrP) Above Rpe)

West Brad street Commons to SD8108:

712.80 712.00 118 117 0.45 0.60 5.00 5.03 1.36 1.36 34.50 705.94 705.73 0.0061 18 8.88 4.81 20.21 2.69 5.03 Classlll 4.56
712.80 712.00 117 116 0.58 0.60 5.00 5.03 1.75 3.11 171.00 705.53 701.62 0.0229 18 17.20 5.22 21.05 5.51 9.74 Classlll 4.97
708.69 707.89 119 116 0.58 0.60 5.00 5.03 1.75 1.75 34.50 701.83 701.62 0.0061 18 8.88 4.81 20.21 2.92 5.03 Classlll 4.56
708.69 707.89 116 115 0.56 0.60 5.00 5.03 1.69 6.55 305.76 701.42 696.96 0.0146 18 13.74 5.22 21.05 6.08 7.78 Classill 4.97
704.08 703.28 120 115 1.00 0.60 5.00 5.03 3.02 3.02 34.50 696.78 696.57 0.0061 18 8.88 5.25 21.11 3.51 5.03 Ctasslll 5.00
704.08 703.28 115 114 0.74 0.60 5.00 5.03 2.23 11.80 157.24 695.03 689.53 0.0350 18 21.28 7.00 24.38 9.90 12.05 Classtil 6.75
696.88 696.08 114 113 0.49 0.60 5.00 5.03 1.48 13.28 168.50 689.33 678.98 0.0614 18 28.19 5.50 21.61 12.42 15.97 Classlll 5.25
684.28 683.48 121 113 0.72 0.60 5.00 5.03 2.17 2.17 34.50 676.98 676.77 0.0061 18 8.88 5.25 21.11 3.14 5.03 Classlll 5.00
68428 683.48 113 112 0.21 0.60 5.00 5.03 0.63 16.09 62.93 672.65 671.64 0.0160 24 31.04 9.33 50.03 7.94 9.89 Classill 8.83
679.99 679.19 112 111 0.54 0.60 5.00 5.03 1.63 17.72 26.50 671.44 671.04 0.0151 24 30.10 6.25 40.95 8.03 9.59 Classill 5.75
679.99 679.19 111 110 0.05 0.60 5.00 5.03 0.15 17.87 149.47 670.84 662.16 0.0581 24 59.04 6.85 42.87 12.62 18.81 Classill 6.35
666.55 665.75 110 109 0.34 0.60 5.00 5.03 1.03 62.56 183.38 659.29 655.70 0.0196 42 152.45 4.21 102.92 11.78 15.86 ClasslV 2.96
661.59 660.79 122 109 0.50 0.60 5.00 5.03 1.51 1.51 34.50 657.91 657.70 0.0061 18 8.88 1.63 11.76 2.78 5.03 Classill 1.38
661.59 660.79 109 108 0.32 0.60 5.00 5.03 0.97 65.04 150.62 655.20 654.40 0.0053 48 113.37 3.09 115.17 7.50 9.03 Classill 1.59

Cumulative Q from drain areas.
Flow of pipe for ' en size and slope.

• Connect Cumuia #ve Discha to SDi'108

2 Yew Stor m
page 93
a a Ah
STORM DRAINAGE CALCU NS - RATIONAL METHOD
Project: Brawley Farms Subdivision Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carona Checked By: R.J.H.
Note: AO storm drainage designed for 25 year storm. HW Wm from centerline of the pipe to 0.5 ft. below weir.
ManniVs W of 0.012 used for all RCP. QSUB CAP represents flow capacity assuming pipe opening is submerged.
Rimlfo * Weir From To Drainage C T. 1 Q WS) pipe Elevation Elevation Slope Dia Cap HW QSUBCAP V Y TYPE COVER
EW Elm Area Ac. min Sub Cum. Length In Out lm. m cfs CFS Condition Full Cap) 01M (Ab- Pipe)

Hodmamg Ic Drive & Counselor B luff Drive to SD#107`

713.96 713.16 174 173 1158 0.60 5.00 5.03 1.75 1.75 26.50 709.66 709.13 0.0200 18 16.09 2.25 13.82 4.35 9.11 Classlli 2.00
713.96 713.16 173 172 0.52 0.60 5.00 5.03 1.57 3.32 95.54 708.93 701.49 0.0779 18 31.74 2.98 15.90 8.47 17.98 Chan 2.73
706.49 705.69 175 172 0.21 0.60 5.00 5.03 0.63 0.63 3138 702.29 701.76 0.0159 18 14.33 2.15 13.51 2.87 8.12 Classill 1.90
706.49 705.69 172 171 0.05 0.60 5.00 5.03 0.15 4.10 83.94 70129 691.96 0.1112 18 37.93 3.15 16.35 10.23 21.48 Classill 2.90
697.04 696.24 171 170 0.15 0.60 5.00 5.03 0.45 4.56 130.00 691.76 684.22 0.0580 18 27.40 3.23 16.56 8.53 15.52 Classill 2.98
690.04 689.24 176 170 0.28 0.60 5.00 5.03 0.85 0.85 40.69 685.64 684.22 0.0349 18 21.25 2.35 14.12 4.11 12.04 Classill 2.10
688.32 687.52 170 169 0.43 0.60 5.00 5.03 1.30 6.70 119.37 684.02 674.71 0.0780 18 31.77 2.25 13.82 10.70 17.99 Classill 2.00
680.12 679.32 177 169 0.25 0.60 5.00 5.03 0.75 0.75 38.43 675.86 674.71 0.0299 18 19.68 2.21 13.70 3.76 11.14 Classill 1.96
678.81 678.01 169 168 0.24 0.60 5.00 5.03 0.72 8.18 72.91 674.51 668.70 0.0797 18 32.11 2.25 13.82 11.52 18.19 Classlll 2.00
681.50 680.70 180 179 0.77 0.60 5.00 5.03 2.32 2.32 26.50 676.70 676.17 0.0200 18 16.09 2.75 15.28 4.78 9.11 Classill 2.50
681.50 680.70 179 178 21.89 0.60 5.00 5.03 65.46 67.78 177.48 672.70 668.50 0.0237 36 111.12 6.00 90.27 13.34 15.73 Classill 5.00
675.29 674.49 181 178 1.70 0.60 11.00 3.99 4.07 4.07 26.50 670.67 670.14 0.0200 18 16.09 2.57 14.77 5.76 9.11 Classill 2.32
675.29 674.49 178 168 0.34 0.60 5.00 5.03 1.03 72.88 49.73 668.30 666.91 0.0280 36 120.76 4.19 75.44 14.44 17.10 Ciasslli 3.19
672.70 672.70 168 108 0.00 0.60 5.00 5.03 0.00 81.06 140.40 666.71 655.40 0.0806 36 205.01 3.99 73.61 21.29 29.03 Classill 2.99
664.80 664.00 108 107 0.38 0.60 5.00 5.03 1.15 147.25 52.00 653.90 653.15 0.0144 54 255.55 7.35 224.80 16.08 Ctassill 5.60

Cumulative Q for drainag e areas.
Flow capacity of pipe for " given size and slope
Drainage areas used for calculations are the ated future
drainage " areas incluftl fiutme Phase V. Actual post merit
areas from merit of Phase IV are as follows:

Structure: Drainage Area:
#174 0.38 Ac.
#173 0.28 Ac.
#180 0.07 Ac.
#179 0.06 Ac.

Point of dischar?ie. Velocity > 10 fp s. as per SWDM 6.5.4
Discharge ve locities > 10 s penmn' for pipes > 48" diameter.

2 Year Stor m

Ah i-
STORM DRAINAGE CALCU - RATIONAL METHOD
Project: Brawley Farms SubdWlslon Phase 4 Designed By. B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carolina Checked By: R.J.H.
Note: AM storm drainage designed for 25 year storm. HW taken from centerline of the pipe to 0.5 R below weir.
MannirWs'n' of 0.012 used for all RCP. QSUB CAP represents flow rapacity assuming pipe opening Is submerged.
RimfTop* Weir F. To Drairage C Te I (ds) Pipe Elevation Elevation Slope Die Cap HW QSUSCAP V V TYPE COVER
Elev Elev Area min Sub Cum, Length in Out AL m ,
ds CFS C-difi- Full

Mansell Court to SD#157:

679.99 679.19 163 162 0.50 0.60 5.00 5.03 1.51 1.51 26.50 675.44 674.91 0.0200 18 16.09 2.50 14.57 4.14 9.11 Classlll 225
679.99 679.19 162 161 0.62 0.60 5.00 5.03 1.87 3.38 120.00 674.71 670.24 0.0373 18 21.96 3.23 16.56 6.66 12.43 Classtll 2.98
674.59 673.79 164 161 0.60 0.60 13.00 3.99 1.44 1.44 26.50 670.40 670.24 0.0060 18 8.84 2.14 13.48 2.73 5.01 Classlll 1.89
674.59 673.79 161 160 0.68 0.60 5.00 5.03 2.05 6.87 68.39 670.04 667.16 0.0421 18 23.34 2.50 14.57 8.79 13.22 Ciassill 2.25
671.51 670.71 165 160 0.47 0.60 5.00 5.03 1.42 1.42 26.50 667.32 667.16 0.0060 18 8.84 2.14 13.48 2.72 5.01 Classill 1.89
671.51 670.71 160 159 0.25 0.60 5.00 5.03 0.75 9.04 116.44 666.96 662.04 0.0423 18 23.38 2.50 14.57 9.64 13.24 Classill 2.25
667.20 666.40 159 158 0.98 0.60 5.00 5.03 2.96 12.00 13179 661.54 660.20 0.0100 24 24.52 3.36 30.02 6.15 7.81 Classllt 2.86
666.75 666.75 158 157 0.00 0.60 5.00 5.03 0.00 12.00 76.00 660.00 659.24 0.0100 24 24.50 5.25 37.53 7.80 Classlll 4.75

Cumulative Q from drain age areas.
Flow capacity of pipe for dvwen size and SIODe.
Point of dlschar . Val < 10 fp s.

2 Year Storm
I Page #6
a a a
STORM DRAINAGE CALCULATRM - RATIONAL METHOD
Project. Brawley Farms Subdivision Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carolina Checked By: R.J.H.
Note: AN storm drainage designed for 25 yew storm. HW taken from oentedine of the pipe to 0.5 ft. below weir.
tilenning's'n' of 0.012 used for aft RCP. QSUB CAP represents flow capacity assuming pipe opening is submerged.
Rim/To * Weir F. To Dronage C Tc I Q ds Ewvadon Elevation Slope Dia Cap Hw OSUBCAP yebotlops) V TYPE COVER
Elev Elev Area min Sub Cum. Length in Out (ftift.) m ds CFS Condition (Q Full Cap) (RCP) Qkbove Pipe)

SD#184 to SDti182:

693.21 692.41 184 183 0.43 0.60 5.00 5.03 1.30 1.30 34.50 688.91 688.74 0.0049 18 7.99 2.25 13.82 2.47 4.52 Classlll 2.00
693.21 692.41 183 182 0.07 0.60 5.00 5.03 0.21 1.51 52.00 688.54 68823 0.0060 18 8.78 2.62 14.91 4.97 Ciasslll 2.37

Cumulative Q from dr ' areas.
Flow cwacity of pipe for arven size and slope.
Point of dischar V < 10

2 Year Stone
AR" 118
Ah Am
STORM DRAINAGE CALCU NS - RATIONAL METHOD
Project; Brawley Farms Subdhdslon Phase 4 Designed By, B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carolina Checked By: R.J.H.
Note: AN storm drainage designed for 25 year storm. HVY taken from c enterlir a of the pipe to 0.5 ft below weir.
Marv*Vs'n" of 0.012 used for all RCP. QSUB CAP represents flow capacity assuming pipe opening is submerged.
RIrYt/r Weir From To Drainage C Tc I Q ds Pipe Elevation Elevation S Die Ca liVV QSUB CAP V V TYPE COVER
Elev Elev Area min Sub Cum. Length In Out JR. ur cfs CFS Condition Fug Cap) OCP) Above Pipe)

Outfal 113 0 (ExW ng Storm Dr a Inage fro m Phase 1):

734.56 733.76 189 188 0.35 0.60 5.00 7.03 1.48 1.48 32.00 731.23 730.66 0.0178 15 9.34 1.40 7.58 4.12 7.61 Classlll 1.28
734.40 733.60 188 187 0.22 0.80 5.00 7.03 0.93 2.40 45.00 730.47 727.73 0.0609 15 17.26 2.01 9.06 7.29 14.08 Classill 1.88
730.90 730.10 187 186 0.04 0.60 5.00 7.03 0.17 2.57 122.00 727.44 725.76 0.0138 15 8.21 1.53 7.93 4.55 6.70 Classill 1.41
729.33 728.53 186 185 0.00 0.60 5.00 7.03 0.00 2.57 168.00 725.41 720.91 0.0268 15 11.45 2.00 9.04 5.67 9.34 Classlll 1.87
725.05 725.05 185 142 0.61 0.60 5.00 7.03 2.57 5.15 13.00 720.62 720.31 0.0238 15 10.80 3.30 11.63 6.88 8.81 Classill 3.18
723.61 723.53 142 139 0.49 0.60 5.00 7.03 2.07 7.21 135.00 719.84 711.69 0.0604 15 17.19 2.56 10.25 10.49 14.02 Classlll 2.44

728.37 727.57 141 140 1.10 0.60 16.00 4.89 3.23 3.23 244.00 723.60 715.65 0.0326 15 12.63 2.85 10.79 6.53 10.30 Classill 2.72
720.16 719.36 140 139 1.34 0.60 23.00 4.14 3.33 6.56 208.00 714.02 712.04 0.0095 18 11.10 4.09 18.63 5.27 6.29 Classlll 3.84
715.57 714.77 139 138 0.00 0.60 5.00 7.03 0.00 13.77 7.18 711.18 711.13 0.0070 24 20.44 2.09 23.68 5.71 6.51 Classill 1.59

718.36 717.56 145 144 0.39 0.60 5.00 7.03 1.65 1.65 32.00 714.08 713.84 0.0075 18 9.85 2.23 13.76 3.07 5.58 Classlll 1.98
718.04 717.24 144 143 0.39 0.60 5.00 7.03 1.65 3.29 45.00 713.72 713.26 0.0102 18 11.50 2.27 13.88 4.29 6.51 Classlil 2.02
717.23 716.43 143 138 0.17 0.60 5.00 7.03 0.72 4.01 124.73 712.21 711.23 0.0079 18 10.08 2.97 15.88 4.20 5.71 Classill 2.72
715.50 714.70 138 137 1.46 0.60 7.00 6.49 5.69 23.46 38.61 710.54 710.24 0.0078 39.15 2.41 39.73 6.73 7.98 Classlll 1.66
715.33 714.53 137 136 0.13 0.60 5.00 7.03 0.55 24.01 2175 710.18 710A8 0.0042 28.82 2.60 41.27 5.53 5.88 Classlll 1.85

Cumulative Q from drainage areas.
Flow capacity of pipe for gryen s¢e and slope.
Pines were increased to the 25 fear storm for desig n of the downstream site storm
lrvverts? slopes and weir grades take n from sure as-butt and have not been changed.
Manipulation s are as follows:

Run: True Pi Size:
#138 to #137 2-24" RCP
#137 to #146 2-24" RCP

• Connect Cumulative Discha to SD#138

10 Year Storm
#1
a I? Ah
Now STORM DRAINAGE CALCU NS - RATIONAL METHOD 'ROW
Project Brawley Farms Subdivision Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carolina Checked By: R-J.H.
Note: AN storm draerage designed for 25 year storm. HW talm from centerline of the pipe to 0.5 ft. below weir.
Mwv*Vs W of 0.012 used for all RCP. QSUB CAP represents flow capacity awArrring pipe operrrg is submerged.
Rimlro * Weir From To M-nage C Tc 1 (ds) Pipe Elevation Elevation Slope Dia I Cap HW QSUB CAP V V TYPE COVER
Elev Elev Aree min Sub Cum. Lengdi M Out (flift.) m ds Full
Cap)
(Rr^

Above Pipe)

Mansell Court to SD#110:

716.75 715.75 136 135 0.00 0.60 5.00 7.03 0.00 24.01 81.40 709.68 708.05 0.0200 30 6286 4.32 53.19 9.29 12.82 Claud 3.57
716.10 716.10 135 134 0.00 0.60 5.00 7.03 0.00 24.01 78.59 707.85 706.08 0.0225 30 66.66 6.50 65.25 9.67 13.59 Classill 5.75
711.68 710.88 146 134 0.26 0.60 5.00 7.03 1.10 1.10 26.50 707.38 707.11 0.0102 18 11.48 2.25 13.82 2.97 6.50 Classlll 2.00
711.68 710.88 134 133 0.19 0.60 5.00 7.03 0.80 25.91 150.00 705.88 697.44 0.0563 30 10537 3.25 4614 13.45 21.48 Classlll 2.50
703.11 702.31 147 133 1.01 0.60 5.00 7.03 4.26 4.26 26.50 698.40 698.24 0.0060 18 8.84 2.66 15.03 3.92 5.01 Classill 2.41
703.11 702.31 133 132 0.80 0.60 10.00 5.84 280 32.97 126.78 697.24 691.10 0.0484 30 97.75 3.32 46.63 13.87 19.93 Classlll 2.57
699.83 699.03 148A 148 0.28 0.60 5.00 7.03 1.18 1.18 62.50 695.03 692.26 0.0443 18 23.95 2.75 15.28 4.97 13.56 Classlll 2.50
696.70 695.90 148 132 1.25 0.60 18.00 4.65 3.49 4.67 26.50 692.06 691.90 0.0060 18 8.84 2.59 14.83 4.04 5.01 Classill 2.34
696.70 695.90 132 131 0.52 0.60 5.00 7.03 2.19 39.83 125.00 690.90 684.94 0.0477 30 96.99 3.25 46.14 14.69 19.78 Classllf 2.50
693.83 693.03 149A 149 0.11 0.60 5.00 7.03 0.46 0.46 67.50 689.03 686.10 0.0434 18 2170 2.75 15.28 3.62 13.42 Classlll 2.50
691.08 691.00 151 150 1.85 0.60 15.00 5.03 5.58 5.58 40.00 687.85 687.45 0.0100 18 11.38 1.90 12.70 5.08 6.44 Classill 1.65
692.00 692.00 150 149 0.00 0.60 5.00 7.03 0.00 5.58 116.75 687.25 686.10 0.0099 18 11.29 3.50 17.24 5.05 6.39 Classill 3.25
690.54 689.74 149 131 0.12 0.60 5.00 7.03 0.51 6.55 26.50 685.90 685.63 0.0102 18 11.48 2.59 14.83 5.39 6.50 Classill 2.34
690.54 689.74 131 130 0.54 0.60 5.00 7.03 2.28 48.66 160.50 684.74 680.80 0.0245 30 69.60 3.25 46.14 12.59 14.19 Ctasslll 2.50
687.39 686.59 155 152 0.50 0.60 7.00 6.49 1.95 1.95 52.50 682.71 681.66 0.0200 18 16.09 2.63 14.94 4.50 9.11 Classlll 2.38
688.44 687.64 154 153 0.11 0.60 5.00 7.03 0.46 0.46 26.50 684.14 683.61 0.0200 18 16.09 2.25 13.82 279 9.11 Classill 2.00
688.44 687.64 153 152 0.38 0.60 5.00 7.03 1.60 2.07 59.75 683.41 681.66 0.0293 18 19.47 2.98 15.90 5.22 11.03 Classill 2.73
686.34 685.54 152 130 0.33 0.60 5.00 7.03 1.39 5.41 26.50 681.46 681.30 0.0060 18 8.84 2.83 15.50 4.25 5.01 Ctasslll 2.58
686.34 685.54 130 129 0.81 0.60 5.00 7.03 3.42 57.49 69.18 680.30 679.12 0.0171 36 94.34 3.24 66.33 11.32 13.36 Classill 2.24
684.76 683.96 129 128 0.47 0.60 5.00 7.03 1.98 59.47 2650 678.92 678.62 0.0113 36 76.85 3.04 64.25 9.99 10.88 Classill 2.04
684.76 683.96 128 127 0.15 0.60 5.00 7.03 0.63 60.10 113.75 678.42 677.05 0.0120 36 79.27 3.54 69.34 10.23 11.22 Classlll 2.54
691.02 690.22 167 166 0.19 0.60 5.00 7.03 0.80 0.80 26.50 686.72 685.39 0.0502 18 25.48 2.25 13.82 4.55 14.43 Classlll 2.00
691.02 690.22 166 127 0.13 0.60 5.00 7.03 0.55 1.35 49.42 685.19 682.22 0.0601 18 27.89 3.78 17.91 5.75 15.79 Classill 3.53
687.60 687.60 127 126 0.00 0.60 5.00 7.03 0.00 61.45 194.23 676.85 671.99 0.0250 36 114.26 8.75 109.01 13.15 16.18 Classlll 7.75
684.00 684.00 126 125 0.00 0.60 5.00 7.03 0.00 61.45 199.59 671.79 663.81 0.0400 36 144.43 10.21 117.76 15.37 20.45 Classill 9.21
668.75 668.75 125 124 0.00 0.60 5.00 7.03 0.00 61.45 125.53 663.31 661.80 0.0120 36 79.22 3.44 68.35 10.30 11.22 Classlll 2.44
667.00 667.00 124 123 0.00 0.60 5.00 7.03 0.00 61.45 200.03 661.30 660.20 0.0055 42 80.80 3.45 93.17 7.67 8.40 Classlll 2.20
666.55 665.75 123 110 0.73 0.60 5.00 7.03 3.08 64.53 34.50 660.00 659.79 0.0061 42 85.01 3.50 93.84 8.06 8.84 C asslll 2.25

CumulaWe Q from drainage areas.
Flow cap of pipe for Pt Ken size and slope.

` Connect Cumutadve Discharg e to SD#I 10

1 0 Year Stor m
Page #2
a Ah Ah
STORM DRAINAGE CALCU - RATIONAL METHOD
Project. Brawley Farms Subdivision Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carolina Checked By: R.J.H.
Note: AN storm drainage designed for 25 year storm. HW taken from cerdeftne of the pipe to 0.5 R. below weir.
Mwrk4s'n' of 0.012 used for as RCP. QSUB CAP represerfs flow capacity assuming pipe openkg is submerged.
Rimrro * Weir F. To D-tage C Tc 1 (ds) Pipe Elewtion Elevation Slope Die Cap HW QSUB CAP VeloWfps) V TYPE COVER
Elm Elm Area Ac. min Sub Cum. Length in Out m I
ds (CFS) (Condition) (C Fug Cap) (RCP) Above Pipe)

West Brad street Commons to SD#108:

712.80 712.00 118 117 0.45 0.60 5.00 7.03 1.90 1.90 34.50 705.94 705.73 0.0061 18 8.88 4.81 20.21 3.00 5.03 Classlll 4.56
712.80 712.00 117 116 0.58 0.60 5.00 7.03 2.45 4.34 171.00 705.53 701.62 0.0229 18 17.20 5.22 21.05 6.16 9.74 Chasslli 4.97
708.69 707.89 119 116 0.58 0.60 5.00 7.03 2.45 2.45 34.50 701.83 701.62 0.0061 18 8.88 4.81 20.21 3.27 5.03 Classlll 4.56
708.69 707.89 116 115 0.56 0.60 5.00 7.03 2.36 9.15 305.76 701.42 696.96 0.0146 18 13.74 5.22 21.05 6.79 7.78 Classlll 4.97
704.08 703.28 120 115 1.00 0.60 5.00 7.03 4.22 4.22 34.50 696.78 696.57 0.0061 18 8.88 5.25 21.11 3.92 5.03 Classlll 5.00
704.08 703.28 115 114 0.74 0.60 5.00 7.03 3.12 16.49 157.24 695.03 689.53 0.0350 18 21.28 7.00 24.38 11.06 12.05 Classlll 6.75
696.88 696.08 114 113 0.49 0.60 5.00 7.03 2.07 18.56 168.50 689.33 678.98 0.0614 18 28.19 5.50 21.61 13.88 15.97 Classlll 5.25
684.28 68148 121 113 0.72 0.60 5.00 7.03 3.04 3.04 34.50 676.98 676.77 0.0061 18 8.88 5.25 21.11 3.51 5.03 Gasslll 5.00
684.28 683.48 113 112 021 0.60 5.00 7.03 0.89 22.48 62.93 672.65 671.64 0.0160 24 31.04 9.33 50.03 8.88 9.89 Classlll 8.83
679.99 679.19 112 111 0.54 0.60 5.00 7.03 2.28 24.76 26.50 671.44 671.04 0.0151 24 30.10 6.25 40.95 8.98 9.59 Classlll 5.75
679.99 679.19 111 110 0.05 0.60 5.00 7.03 0.21 24.97 149.47 670.84 662.16 0.0581 24 59.04 6.85 42.87 14.11 18.81 Ciasslll 6.35
666.55 665.75 110 109 0.34 0.60 5.00 7.03 1.43 90.93 183.38 659.29 655.70 0.0196 42 152.45 4.21 102.92 13.34 15.86 ClaSSIV 2.96
661.59 660.79 122 109 0.50 0.60 5.00 7.03 2.11 2.11 34.50 657.91 657.70 0.0061 18 8.88 1.63 11.76 3.11 5.03 Classill 1.38
661.59 660.79 109 108 0.32 0.60 5.00 7.03 1.35 94.39 150.62 655.20 654.40 0.0053 48 113.37 3.09 115.17 8.49 9.03 Classlll 1.59

Cumulative Q from drainage areas.
Flow of pipe for givenn size and Sl ope.

• Connect Cum Discharg e to SWOO

1 0 Year Storrs

#Ki
page
dh dh Ah
STORM DRAINAGE CALCULATIONS - RATMAL METHOD
Project: Brawley Farms Subdivision Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carolina Checked By: R.J.H.
Note: AR storm drainage desWed for 25 year storm. HW taken from centerline of the pipe to 0.5 R below weir.
Marv*Vs "n" of 0.012 used for all RCP. QSUB CAP represents flow capacity asmm*V pipe opening is submerged.
Rim/To 7 Weir F. To Drai? C To I Q WS) Pipe Elevation Elevation Slope Dia HW QSUB CAP Velocftfts) V TYPE COVER
El. Elev Area Ac. rain Sub Cum. Length in Out Rift. CHI) ds CF Condition Full Cap) (RM Qkb- Pipe)

H Drhre & Counselor Bluff Drive to SD#107•

713.96 713.16 174 173 OM 0.60 5.00 7.03 2.45 2.45 26.50 709.66 709.13 0.0200 18 16.09 2.25 13.82 4.86 9.11 Classlil 2.00
713.96 713.16 173 172 0;52 0.60 5.00 7.03 2.19 4.64 95.54 708.93 701.49 0.0779 18 31.74 2.98 15.90 9.47 17.98 Classill 2.73
706.49 705.69 175 172 0.21 0.60 5.00 7.03 0.89 0.89 33.38 702.29 701.76 0.0159 18 14.33 2.15 13.51 3.21 8.12 Classlll 1.90
706.49 705.69 172 171 0.05 0.60 5.00 7.03 0.21 5.74 83.94 701.29 691.96 0.1112 18 37.93 3.15 16.35 11.44 21.48 Classill 2.90
697.04 696.24 171 170 0.15 0.60 5.00 7.03 0.63 6.37 130.00 691.76 684.22 0.0580 18 27.40 3.23 16.56 9.54 15.52 Classlll 2.98
690.04 689.24 176 170 0.28 0.60 5.00 7.03 1.18 1.18 40.69 685.64 684.22 0.0349 18 21.25 2.35 14.12 4.59 12.04 Classlll 2.10
688.32 687.52 170 169 0.43 0.60 5.00 7.03 1.81 9.36 119.37 684.02 674.71 0.0780 18 31.77 2.25 13.82 11.97 17.99 Classill 2.00
680.12 679.32 177 169 0.25 0.60 5.00 7.03 1.05 1.05 38.43 675.86 674.71 0.0299 18 19.68 2.21 13.70 4.20 11.14 Classill 1.96
678.81 678.01 169 168 0.24 0.60 5.00 7.03 1.01 11.43 72.91 674.51 668.70 0.0797 18 32.11 2.25 13.82 12.88 18.19 Classlli 2.00
681.50 680.70 180 179 0.77 0.60 5.00 7.03 3.25 3.25 26.50 676.70 676.17 0.0200 18 16.09 2.75 15.28 5.34 9.11 Classlll 2.50
681.50 680.70 179 178 21.09 0.60 5.00 7.03 91.49 94.74 177.48 672.70 668.50 0.0237 36 111.12 6.00 90.27 14.91 15.73 Classill 5.00
675.29 674.49 181 178 1.70 0.60 9.00 6.04 6.16 6.16 26.50 670.67 670.14 0.0200 18 16.09 2.57 14.77 6.61 9.11 Ciasslil 2.32
675.29 674.49 178 168 0.34 0.60 5.00 7.03 1.43 102.33 49.73 668.30 666.91 0.0280 36 120.76 4.19 75.44 16.17 17.10 Classlll 3.19
672.70 672.70 168 108 0.00 0.60 5.00 7.03 0.00 113.76 140.40 666.71 655.40 0.0806 36 205.01 3.99 73.61 23.84 29.03 Classlll 2.99
664.80 664.00 108 107 0.38 0.60 5400 7.03 1.60 209.75 52.00 653.90 653.15 0.0144 54 255.55 7.35 224.80 16.08 Classill 5.60

Cumulative Q for drarrag e areas.
Flow capacity of pipe for given size and slope
.
Drainai?e areas used for calculations are the anfi ed future
dreariage areas ffick? M- Phase V. Actual post development
areas from meat of Phase IV are as follows:

Structure: Drainage Area:
#174 0.38 Ac.
#173 0.28 Ac.
#180 0.07 Ac.
#179 0.06 Ac.

Point of discharge. Veloc4 > 10 fp s. as per SWDM 6.5.4
Dischar a velocities > 10 fps issable for pip es > 48" diameter.

10 Year Stor m
#4
a a
STORM DRAINAGE CALCU S - RATIONAL METHOD
Project: Brawfey Farms Subdivision Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotoe ETJ, North Carona Checked By: R.J.H.
Note: All slam drainage designed for 25 year storm. HW taken from owterk* of the pipe to 0.5 ft. below weir .
Manr*Vs' n" of 0.012 used for all RCP. QSUB CAP represents flow capacity assuming pipe opening is submerged.
Rifn/TO ' Weir From To C TC t Q ds EWoaton Elevation Slope Dia Cap HW QSUB CAP V VelodWps) TYPE COVER
Elev Bev Area min Sub Cum. Length in Oid MA) m ds CFS Condition Fug Cap) (RCP) More Pipe)

Mansell Court to S DOI67:

679.99 679.19 163 162 0.50 0.60 5.00 7.03 2.11 2.11 26.50 675.44 674.91 0.0200 18 16.09 2.50 14.57 4.63 9.11 Classill 2.25
679.99 679.19 162 161 0.62 0.60 5.00 7.03 2.62 4.72 120.00 674.71 670.24 0.0373 18 21.96 3.23 16.56 7.45 12.43 Classill 2.98
674.59 673.79 164 161 0.60 0.60 10.00 5.84 2.10 2.10 26.50 670.40 670.24 0.0060 18 8.84 2.14 13.48 3.10 5.01 Classill 1.89
674.59 673.79 161 160 0.68 0.60 5.00 7.03 2.87 9.69 68.39 670.04 667.16 0.0421 18 23.34 2.50 14.57 9.86 13.22 Classlli 2.25
671.51 670.71 165 160 0.47 0.60 5.00 7.03 1.98 1.98 26.50 667.32 667.16 0.0060 18 8.84 2.14 13.48 3.04 5.01 Classill 1.89
671.51 670.71 160 159 0.25 0.60 5.00 7.03 1.05 12.73 116.44 666.96 662.04 0.0423 18 23.38 2.50 14.57 10.81 13.24 CWMA11 2.25
667.20 666.40 159 158 0.98 0.60 5.00 7.03 4.13 16.87 133.79 661.54 660.20 0.0100 24 24.52 3.36 30.02 6.89 7.81 Classill 2.86
666.75 666.75 158 157 0.00 0.60 5.00 7.03 0.00 16.87 76.00 660.00 659.24 0.0100 24 24.50 5.25 37.53 DONIM&N 7.80 Classill 4.75

Cumulative Q from drain s a areas.
Flow capacity of pipe for given size artd slope.
Point of dtschar Velo citv <I 0 fp s.

1 0 Year Stor m
Page /5
Ah fik Ah
STORM DRAINAGE CALC NS - RATIONAL METHOD -Now
Project Brawley Farms Subdhrlslon Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carolina Checked By: R.J.H.
Note: AN stone drainage designed for 25 year stone. HW taken from one of the pipe to 0.5 ft. below weir.
ManriVs'n' of 0.012 used for all RCP. QSUB CAP represents flow capacity assuming pipe opening is submerged.
Rim/T weir F. To Drmmge C TC 1 Q (ds) Pipe Elevation Elevation Slope Dia cap FW QSU8 CAP yeWctifts) yebcqMn) TYPE COVER
B. Elev Area min Sub Cum. Length in Out (ftA-) (in) ds CFS -
Condition Full Cap) (RM Above Pipe)

SD8184 to SD11182:

693.21 692.41 184 183 0.43 0.60 5.00 7.03 1.81 1.81 34.50 688.91 688.74 0.0049 18 7.99 2.25 13.82 2.76 4.52 Classill 2.00
693.21 692.41 183 182 0.07 0.60 5.00 7.03 0.30 2.11 52.00 688.54 688.23 0.0060 18 8.78 2.62 14.91 3.09 4.97 Classlli 2.37

Cunwistive Q from drairt age areas.
Flow capacity of pipe for ' en size and slope.
Point of V ' < 10

1 0 Year Stor m
Page l16
• WATERSHED : Drainage Area #101 (Pre4)evelopment)
Time of Concerrtratlon CaloulaNons Tcl
Tc • Ttl+Tt2+Tt3...Tn
where, Tc • time of concentratloin (hr), and
n • number of flow segments
1) Sheet Flow
Tt •(0.007(nL)10.8) / ((P2)10.5(S)A0.4 )
where: Tt • Travel Time (hro)
n • Manning roughness coefficient
L • Row length (R)
P2.2-yr,24 hr relnfoll• 3 AZ Inches
S • slope (ft/ft)
Paved Segment:
Mannings n • 0.011
Paved length - 0
Paved slope • 0.0001
Tt • 0.00 hrs
Unpaved Segment:
Mannings n • 0.40
Unpaved Length • 182
Unpaved Slope • 0.0385
Tt • 0.45 hrs
ILL¦ DA 113
2) Shallow Concentrated Flow
Tt a L / (3800 V)
where: Tt • Travel Time (hrs)
L • Row length (R)
V • average velocity (R/s) and,
3800 • conversion from seconds to hours
Paved Segment:
V • 20.3282 (S)A0.5
Paved length • 0
Paved slope • 0.0001
Velocity • 0.20 ft/sec
• Tt • 0.00 hrs
Unpaved Segment:
V • 18.1345 (S)AO.5
Unpaved Length • 2284
Unpaved Slope • 0.0385
Velocity • 3.17 R/sec
Tt • 0.20 hrs
ME QM b[!
3) Open Channel Flow
Tt • L / (3800 V)
where: Tt • Travel Time (hro)
L • Row length (R)
V • avenge velocity (ft/s) and,
3800 • conversion from seconds to hours
Main Channel Dimensions:
Width (Avenge • 8 R
Depth (Avenge) • 3.5 R
Side Slope • 0:01 ven.
Wafted perimeter 15 R
Average Slope • 1.25 %
Manning's'n' • 0.035
Length of Channel 2490.7 R
Using Manning's Equation: V • ((1.49)rw(s)rr2]/n (for bank-full elevation)
V. average velocity (fps)
r- hydraulic radius (R), also alpv
2. cross section flow area (11 )
pw • wetted perimeter (R)
5. slope of hydraulic grade line (ft/ft)
n- Manning's roughness coef olent for open channel flow
V. 7.215799 fps
T, • 0.085881 hr
M.' Qa1Q him
T(I)•OAT© TC• 0.75 Hours
LAO: 0.447978 HOURS T® 44.79783 MIN.
l?
u
WATERSHED : Drainage Area #101 (Pre-Development)
• Time oT Concentration Calculations TO
Tc v Tt1+Tt2+Tt3...Tn
where, Tc - time of concentratloin (hr), and
n - number of flow segments
1) Sheet Flow
Tt -(0.007(nL)10.8) / ((P2)10.5(8)10.4 )
where: Tt - Travel Time (hra)
n - Manning roughness coefficient
L - flow length (fl)
P2-10-yr,24 hr rainfall- g,$ Inches
S - slope (ft/ft)
Paved Segment:
Mannings n - 0.011
Paved length - 0
Paved slope - 0.0001
Tt - 0.00 hm
Unpaved Segment:
Mannings n - 0.40
Unpaved Length - 182
Unpaved Slope - 0.0385
Tt 0.38 hrs
TVI 434 h[t
2) Shallow Concentrated Flaw
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (fl)
V - average velocity (fl/s) and,
3800 - conversion from seconds to hours
Paved Segment:
V • 20.3282 (S)A0.5
Paved length • 0
Paved slops - 0.0001
Velocity - 0.20 film
• Tt 0.00 hra
Unpaved Segment:
V . 18.1345 (S)A0.5
Unpaved Length - 2284
Unpaved Slope - 0.0385
Velocity - 3.17 ft/sec
Tt . 0.20 hra
I12! QM hm
9) Open Channel Fbw
Tt • L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (fl)
V - average velocity (fl/a) and,
3800 a conversion from seconds to hours
Mein Channel Dimensions:
Width (Average - 8 R
Depth (Average) = 3.5 ft
Side Slope = 0:01 vert.
Wetted perimeter - 15 R
Average Slope - 1.25 %
Manning's "n" - 0.035
Length of Channel 2490.7 It
Using Manning's Equation: V - )(1.49)r2*(s)rn]/n (for bank-full elevation)
V- average velocity (fps)
r- hydraulic radius (fl), also a/p,/
a. cross section flow area (fl)
P. - wetted perimeter (fl)
S. slope of hydraulic grade line (ft/fl)
n- Manning's roughness coefficient for open channel flow
V. 7.215799 fps
Tr - 0.085881 hr
Imo' 4.14 LIM
T(I)-0.6T© TC- 0.88 Hours
LAG: 0.395818 HOURS To 39.58178 MIN.
/ ?I
• WATERSHED ; Drainage Area #101 (Pro-Development)
Time of Concentration Calculations Tel
Tc - Ttl+Tt2+Tt3...Tn
where, Tc - time of concentratioin (hr), and
n - number of flow segments
1) Shaet Flow
Tt -(0.007(nL)10.8) / ((P2)^0.5(8)10.4 )
where: Tt - Travel Time (hre)
n - Manning roughness coefficient
L - flow length (ft)
P2-50-yr,24 hr rainfall- 9.4§ Inches
s - slope (ft/ft)
Paved Segment:
Manning* n - 0.011
Paved length - 0
Paved slope - 0.0001
Tt - 0.00 hre
Unpaved Segment:
Mannings n - 0.40
Unpaved Length - 182
Unpaved Slope - 0.0385
Tt - 0.31 hrs
M-0 4,i1 L[!
2) Shallow Concentrated Flow
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (R)
V - average velocity (R/s) and,
3800 - conversion from seconds to hours
Paved Segment:
V - 20.3282 (8)^0.5
Paved length - 0
Paved slope - 0.0001
Velocity - 0.20 R/sec

• Tt - 0.00 hre
Unpaved Segment:
V - 18.1345 (S)^0.5
Unpaved Length - 2284
Unpaved Slope - 0.0385
Velocity - 3.17 ft/sec
Tt - 0.20 hm
I3Z! RM ba
3) open Channel Flow
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (R)
V - average velocity (R/s) and,
3800 - conversion from seconds to hours
Mein Channel Dimensions:
Width (Average - 8 R
Depth (Average) - 3.5 R
Side Slope - 0:01 vert.
Wetted perimeter- 15 R
Avers"Slope - 125 %
Manning's "n" - 0.035
Length of Channel 2490.7 R
Using Manning's Equation: V - ((1.49)r2"(s)'2vn (for bank-full elevation)
V- average velocity (fps)
r- hydraulic radius (R), also a/,w
a - cross section flow area (R)
pw - welted perimeter (ft)
a. slope of hydraulic grade line (ftM)
n- Manning's roughness coefflclent for open channel flow
V. 7.215799 fps
T,- 0.095881 hr
]?! 4.14 heft
T(I)-0.8T® TC- 0.81 Hours
LAG: 0.385284 HOURS T® 38.52838 MIN.

• WATERSHED : Drainage Area #101 (Post-Development)
Time of Concentration Calculations Tcl
Tc - Ttt+Tt2+Tt3...Tn
where, Tc - time of concentratloln (hr), and
n - number of flow segments
1) Sheet Flow
Tt -(0.007(nL)10.8) / ((P2)10.5(S)A0.4 )
where: Tt - Travel Time (hrs)
n - Manning roughness coefficient
L - flow length (it)
P2-2•yr,24 hr rainfall- ,LU Inches
s - slope (Nit)
Paved Segment:
Mannings n - 0.011
Paved length - 0
Paved slope - 0.0001
Tt - 0.00 hre
Unpaved Segment:
Mannings n - 0.40
Unpaved Length - 100
Unpaved Slope - 0.1000
Tt - 0.19 hrs
La ion
2) Shallow Concentrated Fbw
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (fl)
V - average velocity (fr/s) and,
3800 - conversion from seconds to hours
Paved Segment:
V - 20.3282 (S)A0.5
Paved length - 0
Paved slope - 0.0001
Velocity - 0.20 ft/sec
• Tt - 0.00 hre
Unpaved Segment:
V - 16.1345 (S)A0.5
Unpaved Length - 1567
Unpaved Slope - 0.0498
Velocity - 3.60 R/eec
Tt - 0.12 hrs
=-A 4.11 18!
3) Open Channel Flow
Tt - L / (3600 V)
where: Tt - Travel Time (hrs)
L - now length (fl)
V - average velocity (fUs) and,
3600 - conversion from seconds to hours
Main Channel Dimensions:
Width (Average - 8 fl
Depth (Average) - 3.5 R
Side Slops - 0:1 ven.
Wetted perimeter - 15 R
Average Slope - 0.43 %
Manning's "n" - 0.035
Length of Channel 231 ft
Using Manning's Equation: V - [(1.49)rw(s)"nyn (for bank-full elevation)
V- average velocity (fps)
r- hydraulic radius (it), also a1w
a. cross section flow area (ft)
pw - wafted perimeter (fl)
S. slope of hydraulic grade line (ft/fl)
n- Manning's roughness coefficient for open channel flow
V. 4.232175 fps
T, - 0.015182 hr
MAN 4.4111[!
T(I)-0.13TO TC- 0.33 Hours
LAG: 0.195872 HOURS To 19.58724 MIN.
lI
u
• WATERSHED : Drainage Area #102 (Post-Development)
Time of Concentration Calculations TO
Tc a Tt1+Tt2+Tt3...Tn
where, Tc - time of concentratioin (hr), and
n - number of flow segments
1) Shoat Flow
Tt -(0.007(nQA0.8) / ((P2)10.5(S)A0.4 )
where: Tt - Travel Time (hre)
n n Manning roughness coefficient
L - flow length (fl)
P2-2-yr,24 hr rainfall- ;J2 Inches
s - slope (fl/fl)
Paved Segment:
Mannings n - 0.011
Paved length - 0
Paved slope a 0.0001
Tt 0.00 hre
Unpaved Segment:
Mannings n . 0.40
Unpaved Length . 285
Unpaved Slope v 0.0755
Tt 0.48 hre
111-m QA bm
2) Shallow Concentrated Flow
Tt - L / (3800 V)
where: Tt - Trawl Time (hrs)
L e flow length (fl)
V - average velocity (ft/s) and,
3800 - conversion from seconds to hours
Paved Segment:
V m 20.3282 (S)A0.5
Paved length - 0
Paved slope - 0.0001
Velocity s 0.20 fl/sec
• Tt = 0.00 hre
Unpaved Segment:
V - 18.1345 (S)A0.5
Unpaved Length 394
Unpaved Slope - 0.1193
Velocity - 5.57 fl/sec
Tt . 0.02 hre
im.! U& bm
3) Open Channel Flow
Tt e L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (it)
V - average velocity (Ns) and,
3800 conversion from seconds to hours
Main Channel Dimensions:
Width (Average 8 R
Depth (Average) 3.5 R
Side Slope - 0:1 vert.
Wetted perimeter - 15 It
Average Slope 1.08 %
Manning's "n" - 0.035
Length of Channel 744 it
Using Manning's Equation: V ((1.49)r2f'(s)ravn (for bank-full elevation)
V. average velocity (fps)
r- hydraulic radius (fl), also al.
a. cross section flow area (fl)
pW - wetted perimeter (fl)
3. slope of hydraulic grade line (R/It)
n- Manning's roughness coefficient for open channel flow
V. 8.7072 fps
Tt - 0.030813 hr
M-N RM LIM
T(I)-0.6T® TC- 0.52 Hours
LAO: 0.309038 HOURS T® 30.90357 MIN.
/ ?I
• WATERSHED : Drainage Area #104 (Post Development)
Time of Concentration Calculations To
Tc - Tt1+Tt2+Tt3...Tn
where, Tc - time of concerdratloln (hr), and
n - number of flow segments
1) Sheet Flow
Tt -(0.007(nL)10.8) / ((P2)10.5(8)10.4 )
where: Tt - Travel Time (hrs)
n - Manning roughness coefficient
L e flow length (R)
P2-2-yr,24 hr rainfall- U2 Inches
S - slops (ft)
Paved Segment:
Mannings n - 0.011
Paved length - 0
Paved slope - 0.0001
Tt 0.00 hre
Unpaved Segment:
Mennings n - 0.24
Unpaved Length - 182
Unpaved Slope - 0.0385
Tt 0.30 hrs
Id-1- 9M LIM
2) Shallow Concentrated Flow
Tt - L / (3000 V)
where: Tt - Travel Time (hrs)
L - flow length (N)
V - average velocity (lea) and,
3800 a conversion from seconds to hours
Paved Segment:
V + 20.3282 (8)A0.5
Paved length - 0
Paved slope - 0.0001
Velocity - 0.20 It/sec
• Tt 0.00 fare
Unpaved Segment:
V - 18.1345 (8)-0.5
Unpaved Length - 2284
Unpaved Slope - 0.0385
Velocity - 3.17 1t/sec
Tt . 0.20 hrs
112- 4,ZV I1[l
3) Open Channel Flow
Tt e L / (3800 V)
where: Tt - Travel Time (hre)
L - flow length (N)
V - average velocity (fl/s) and,
3800 conversion from seconds to hours
Mein Channel Dimensions:
Width (Average - 8 R
Depth (Average) 3.5 R
Side Slope - 0:01 van.
Wetted perimeter 15 R
Average Slope - 1.39 %
Manning's "n' - 0.035
Length of Channel 1007.8 R
Using Manning's Equation: V m [(1.49)r"(s)'pyn (for bank4ull elevation)
V- average velocity (fps)
r- hydraulic radius (R), also atpv
a. cross section flow area (N)
pw - wetted perimeter (N)
8. slope of hydraulic grade line (ft/ft)
n- Manning's roughness coefflclord for open channel flow
V. 7.809182 fps
T, 0.03879 hr
Its! QM LICE
T(Q-0.870 TC- 0.54 Hours
LAG: 0.321879 HOURS TO 32.18788 MIN.
I1
u
•
•
Project: Brawley Farms Phase IV Date: January 22, 2002
Re: T, Calculations for Hec-1 Model By: Brandon Pridemore
Drainage Area Size (in.) Length Velocity Tt Tr
To From (RCP) (ft) (fps) (min.) (min.)

Find T, for Drainage Area #106, Including Phase I Drainage Area:

DA#189 SD#189 " From remote drainage point to nearest storm structure 5.00 5.00
SD#189 SD#188 15 32.00 3.68 0.14 5.14
SD#188 SD#187 15 45.00 6.52 0.12 5.26
SD#187 SD#186 15 122.00 4.07 0.50 5.76
SD#186 SD#185 15 168.00 5.08 0.55 6.31
SD#185 SD#142 15 13.00 6.15 0.04 6.35
SD#142 SD#139 15 135.00 9.38 0.24 6.59
SD#139 SD#138 24 7.18 4.96 0.02 6.61
SD#138 SD#137 30 38.61 5.86 0.11 6.72
SD#137 SD#136 30 23.75 4.82 0.08 6.80
SD#136 SD#135 30 81.40 8.11 0.17 6.97
SD#135 SD#134 30 78.59 8.43 0.16 7.12
SD#134 SD#133 30 150.00 11.76 0.21 7.34
SD#133 SD#132 30 126.78 12.16 0.17 7.51
SD#132 SD#131 30 125.00 12.86 0.16 7.67
SD#131 SD#130 30 160.50 10.99 0.24 7.92
SD#130 SD#129 36 69.18 9.91 0.12 8.03
SD#129 SD#128 36 26.50 8.75 0.05 8.08
SD#128 SD#127 38 113.75 8.97 0.21 8.29
SD#127 SD#126 36 194.23 11.53 0.28 8.58
SD#126 SD#125 36 199.59 13.48 0.25 8.82
SD#125 SD#124 36 125.53 9.04 0.23 9.05
SD#124 SD#123 42 200.03 6.73 0.50 9.55
SD#123 SD#110 42 34.50 7.08 0.08 9.63
SD#110 SD#109 42 183.38 11.78 0.26 9.89
SD#109 SD#108 48 150.62 7.50 0.33 10.22
SD#108 POND 54 52.00 13.38 0.06 10.29

Tlme of Concentration (T,) 10.29
Lag Time(TI) in Hours 0.103
Included Area for D.A. #106 57.14 Ac.

Development Full Build-Out
T, for Drainage Area #106
Post Develo ment 2 Yea
P e #1
" Velocities taken from Storm Drainage Calculations.
30" specified for modeling purposes. Dual 24"
• RCP actually installed.
•
CJ
Pro/eft' Brawley Farms Phase IV Date: January 22, 2002
Re: T, Calculations for Hec-1 Model BY Brandon Pridemore
Draina ge Area Size (in.) Length Velocity Tt T,
To From (RCP) ft) (fps) (min.) (min.)

Find T e for Drainage Area 0106, Including Phase I Drainage Area:

DA#163 SD#163 " From remote drainage point to nearest storm structure 5.00 5.00
SD#163 SD#162 15 32.00 4.14 0.13 5.13
SD#162 SD#161 15 45.00 6.66 0.11 5.24
SD#161 SD#160 15 122.00 8.79 0.23 5.47
SD#160 SD#159 15 168.00 9.64 0.29 5.76
SD#159 SD#158 15 13.00 6.15 0.04 5.80
SD#158 POND 15 135.00 6.15 0.37 6.16

Time of Concentration (T c) 6.16
Lag Time(TI) In Hours 0.062
Included Area for D.A. #106 5.87 Ac.

T, for Drainage Area #156
Post Development (2
Pa a #1
" Velocities taken from Storm Drainage Calculations.
0
• WATERSHED : Drainage Area 0101 (Post-Development)
Time of Concentration Calou[atlons To)
Tc . Ttl+Tt2+Tt3 ... Tn
where, To + time of concentration (hr), and
n - number of flow segments
1) Sheet Flow
Tt -(0.007(nQ10.8) / ((P2)A0.5(S)10.4 )
where: Tt - Travel Time (hrs)
n - Manning roughness coef0ciant
L . flow length (R)
P2=10-yr,24 hr rainfall- 4M Inches
s - slope Oft)
Paved Segment:
Mannings n - 0.011
Paved length - 0
Paved slope - 0.0001
Tt 0.00 hrs
Unpaved Segment:
Mannings n - 0.40
Unpaved Length - 100
Unpaved Slope - 0.1000
Tt 0.15 hrs

2) Shallow Concentrated Flow
Tt - L / (3800 V)
where: Tt a Travel Time (hrs)
L - flow length (R)
V . average velocity (ff/s) and,
3800 a conversion from seconds to hours
Paved Segment:
V - 20.3282 (S)A0.5
Paved length - 0
Paved slope - 0.0001
Velocity - 0.20 It/sec
• Tt 0.00 hrs
Unpaved Segment:
V - 18.1345 (S)A0.5
Unpaved Length - 1587
Unpaved Slope - 0.0498
Velocity - 3.80 ft/sec
Tt . 0.12 hrs
?t2• b[!
3) Open Channel Flow
Tt . L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (R)
V - average velocity (ft/s) and,
3800 - conversion from seconds to hours
Main Channel Dimensions:
Width (Average - 8 R
Depth (Average) - 3.5 R
Side Slope - 0:1 vert.
Waited perimeter - 15 R
Average Slope - 0.43 %
Manning's "n" . 0.035
Length of Channel 231 It
Using Manning's Equation: V = [(1.49)r213(s)rnyn (for bank-full elevation)
V- average velocity (fps)
r- hydraulic radius (ft), also a/W
a. cross section flow area (R)
pw - wetted perimeter (R)
a. slope of hydraulic grade fine (ft/ft)
n- Manning's roughness coefficient for open channel flow
V. 4.232175 fps
T,- 0.015102 hr
QM LIM
T(Q-0.870 TG 0.29 Hours
LAG: 0.173738 HOURS T® 17.37358 MIN.
u
• WATERSHED : Drainage Area #102 (Post43eveiopment)
Time of Concentration Calculations Tcl
Tc - Tt1+Tt2+Tt3...Tn
where, Tc - time of concentretioin (hr), and
n - number of flow segments
1) Sheet Flow
Tt a(0.007(nL)A0.8) / ((P2)A0.5(S)A0.4 )
where: Tt - Travel Time (hre)
n - Manning roughness coefficient
L - flow length (ft)
P2-10-yr,24 hr rainfall- q,$4 Inches
s - slope (ft/ft)
Paved Segment:
Manning* n - 0.011
Paved length - 0
Paved slope - 0.0001
Tt - 0.00 hrs
Unpaved Segment:
Mennings n - 0.40
Unpaved Length - 285
Unpaved Slope - 0.0755
Tt - 0.37 hrs
Th-1- 4S bu
2) Shallow Concentrated Flow
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (it)
V - average velocity (Ns) and,
3800 - conversion from seconds to hours
Paved Segment:
V - 20.3282 (S)A0.5
Paved length - 0
Paved slope - 0.0001
Velocity - 0.20 fl/sec
• Tt - 0.00 hre
Unpaved Segment:
V - 18.1345 (S)A0.5
Unpaved Length - 394
Unpaved Slope - 0.1193
Velocity - 5.57 ft/sec
Tt - 0.02 hrs
I322 4..42 btx
3) Open Channel Flow
Tt - L / (3800 V)
where: Tt - Trawl Time (hrs)
L - flow length (fl)
V - average velocity (fi/s) and,
3800 - conversion from seconds to hours
Main Channel Dimensions:
Width (Average - 8 It
Depth (Average) - 3.5 R
Skis Slope - 0:1 vert.
Wetted perimeter- 15 R
Average Slope - 1.08 %
Manning's "n" - 0.035
Length of Channel 744 R
Using Manning's Equation: V - ((1.49)r2*(s)rnyn (for bank-full elevation)
V- average velocity (fps)
r- hydraulic radius (fl), also alpv
a. cross section flow area (fl)
p« - wetted perimeter (fl)
S. slope of hydraulic grade line (fl/fl)
n- Manning's roughness coefficient for open channel flow
V. 8.7072 fps
Tr - 0.030813 hr
ia! LU LIM
T(n-0.6T© TC- 0.43 Hours
LAO: 0.255018 HOURS T® 25.50183 MIN.
J
• WATERSHED : Drainage Area #104 (Post Development)
Time of Concentration Calculations Tc)
Tc - Ttl+Tt2+Tt3...Tn
where, Tc - time of concentratioin (hr), and
n - number of flow segments
1) Sheet Flow
Tt -(0.007(nL)40.8) / ((P2)A0.5(S)A0.4 )
where: Tt - Travel Time (hrs)
n - Manning roughness coefficient
L - flow length (11)
P2-10-yr,24 hr rainfall- 4_@Q Inches
s - slope (11/11)
Paved Segment:
Mannings n - 0.011
Paved length - 0
Paved slope - 0.0001
Tt = 0.00 hrs
Unpaved Segment:
Mannings n - 0.24
Unpaved Length - 182
Unpaved Slope - 0.0385
Tt - 0.24 hrs
Ii7 ¦ 4,1d hn
2) Shallow Concentrated Flow
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (11)
V - average velocity, (11/s) and,
3800 - conversion from seconds to hours
Paved Segment:
V - 20.3282 (S)A0.5
Paved length - 0
Paved slope - 0.0001
Velocity - 0.20 111sec
• Tt - 0.00 hrc
Unpaved Segment:
V - 18.1345 (S)A0.5
Unpaved Length - 2284
Unpaved Slops - 0.0385
Velocity - 3.17 11/sec
Tt - 0.20 hrs
?! 4,24 h[!
3) Open Channel Flow
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (11)
V - average velocity (11/s) and,
3800 - conversion from seconds to hours
Main Channel Dimensions:
Width (Average - It
Depth (Average) - 3.5 It
Side Slope - 0:01 ven.
Wetted perimeter • 1s 11
Avenge Slope = 1.39 %
Manning's "n" - 0.035
Length of Channel 1007.8 11
Using Manning's Equation: V = [(1.49)r23(s)rnvn (for bank-full elevation)
V- average velocity (fps)
r- hydraulic radius (11), also a/pw
a. cross section flow area (112)
P. - wetted perimeter (11)
S. slope of hydraulic grade line (ft/ft)
n- Manning's roughness coefficient for open channel flow
V. 7.809182 fps
T, - 0.03879 hr
TO 4.44 hli
T(Q-0.8T® TC- 0.48 Hours
LAO: 0.287084 HOURS To 28.70843 MIN.
u
r1
?J
U
Project: Brawley Farms Phase IV Date: January 22, 2002
Re: T, Calculations for Hsc-1 Model By: Brandon Pridemore
Draina ge Area Size (in.) Length Velocity Tt Te
To From (RCP) (ft) (fps) min.) (min.)

Find T, for Drainage Area #106, Including Phase I Drainage Area:

DA#189 SD#189 " From remote drainage point to nearest storm structure 5.00 5.00
SD#189 SD#188 15 32.00 4.12 0.13 5.13
SD#188 SD#187 15 45.00 7.29 0.10 5.23
SD#187 SD#186 15 122.00 4.55 0.45 5.68
SD#186 SD#185 15 168.00 5.67 0.49 6.17
SD#185 SD#142 15 13.00 6.88 0.03 6.20
SD#142 SD#139 15 135.00 10.49 0.21 6.42
SD#139 SD#138 24 7.18 5.71 0.02 6.44
SD#138 SD#137 30 38.61 6.73 0.10 6.54
SD#137 SD#136 30 23.75 5.53 0.07 6.61
SD#136 SD#135 30 81.40 9.29 0.15 6.75
SD#135 SD#134 30 78.59 9.67 0.14 6.89
SD#134 SD#133 30 150.00 13.45 0.19 7.07
SD#133 SD#132 30 126.78 13.87 0.15 7.23
SD#132 SD#131 30 125.00 14.69 0.14 7.37
SD#131 SD#130 30 160.50 12.59 0.21 7.58
SD#130 SD#129 36 69.18 11.32 0.10 7.68
SD#129 SD#128 36 26.50 9.99 0.04 7.73
SD#128 SD#127 36 113.75 10.23 0.19 7.91
SD#127 SD#126 36 194.23 13.15 0.25 8.16
SD#126 SD#125 36 199.59 15.37 0.22 8.38
SD#125 SD#124 36 125.53 10.30 0.20 8.58
SD#124 SD#123 42 200.03 7.67 0.43 9.01
SD#123 SD#110 42 34.50 8.06 0.07 9.08
SD#110 SD#109 42 183.38 13.34 0.23 9.31
SD#109 SD#108 48 150.62 8.49 0.30 9.61
SD#108 POND 54 52.00 15.05 0.06 9.67

Time of Concentration (T j 9.67
Lag Time(T l) In Hours 0.097
Included Area for D.A. 0106 57.14 Ac.

Development Full Build-Out
T c for Drainage Area #106
Post Development 10 Yea
tale #2
" Velocities taken from Storm Drainage Calculations.
30" specified for modeling purposes. Dual 24"
• RCP actually installed.
•
•
Project: Brawley Farts Phase IV Date: January 22, 2002
Re: T, Calculations for Hec-1 Model By: Brandon Pridemore
Drainage Area Size (in.) Length Velocity Tt T?
To From (RCP) (ft) fps) (min.) (min.)

Find T, for Drainage Area #108, Including Phase I Drainage Area:

DA#163 SD#163 " From remote dr ainage point to nearest storm structure 5.00 5.00
SD#163 SD#162 15 32.00 4.63 0.12 5.12
SD#162 SD#161 15 45.00 7.45 0.10 5.22
SD#161 SD#160 15 122.00 9.66 0.21 5.42
SD#160 SD#159 15 168.00 10.81 0.26 5.68
SD#159 SD#158 15 13.00 6.89 0.03 5.71
SD#158 POND 15 135.00 6.89 0.33 6.04

Time of Concentration (T J 6.04
Lag Time(TI) in Hours 0.060
Included Area for D.A. 0106 5.87 Ac.

T, for Drainage Area #156
Post Development (10 yead
El Le #2
" Velocities taken from Storm Drainage Calculations.
9
• WATERSHED : Drainage Area #101 (Post-Development)
Time of Concentration Calculations Tcl
Tc - Ttl +Tt2+Tt3 ... Tn
where, Tc - time of concentratloln (hr), and
n v number of flow segments
1) Sheet Flow
Tt -(0.007(nQ10.8) / ((P2)10.5(S)10.4 )
where: Tt - Travel Time (hro)
n - Manning roughness coefficient
L - Row length (R)
P2-50-yr,24 hr rainfall- ¢,48 Inches
s - slope (ft/ft)
Paved Segment:
Monnings n - 0.011
Paved length - 0
Paved slope - 0.0001
Tt 0.00 hm
Unpaved Segment:
Mannings n - 0.40
Unpaved Length - 100
Unpaved Slope - 0.1000
Tt 0.13 hre
W-1 2a
hu
2) Shallow Concentrated Fbw
Tt - L / (3800 V)
where: Tt - Travel Time (hre)
L - Row length (R)
V - average velocity (ft/s) and,
3800 - conversion from seconds to hours
Paved Segment:
V - 20.3282 (S)"0.5
Paved length - 0
Paved slope n 0.0001
Velocity - 0.20 ft/sec
• Tt 0.00 hra
Unpaved Segment:
V - 18.1345 (S)"0.5
Unpaved Lengths 1507
Unpaved Slope - 0.0498
Velocity - 3.80 ft/sec
Tt . 0.12 hrs
ia_! 4,,72 bQ
3) Open Channel Flow
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L e Row length (R)
V - average velocity (R/s) and,
3800 conversion from seconds to hours
Main Channel Dimensions:
Width (Avenge 8 R
Depth (Avenge) 3.5 R
Side Slope - 0:1 vert.
Wetted perimeter 15 R
Average Slope v 0.43 %
Manning's'n' - 0.035
Length of Channel 231 R
Using Manning's Equation: V [(1.49)r2(s)'n)/n (for bank-full elevation)
V- average velocity (fps)
r- hydraulic radius (ft), also alpw
0. cross section flow area (Its)
pw - wafted perimeter (R)
S. slope of hydraulic grade line (ft/ft)
n- Manning's roughness coefficient for open channel flow
V. 4.232175 fps
T, - 0.015182 hr
MIN 4,42 bra
T(I)-O.ST® TG 0.27 Hours
LAO: 0.180902 HOURS T© 15.09021 MIN.
/ -I
• WATERSHED : Drainage Area #102 (Post-Development)
Time of Concentratlon Calculations Tc1
Tc • Ttl +Tt2+Tt3 ... Tn
where, Tc • time of concentratloin (hr), and
n • number of flow segments
1) Sheet Flow
Tt •(0.007(nQ10.8) / ((P2)10.5(S)"0.4 )
where: Tt = Travel Time (hrs)
n • Manning roughness coefficient
L • flow length (ft)
P2.50-yr,24 hr rainfall= 6,4$ Inches
s • slope (ft/ft)
Paved Segment:
Monnings n = 0.011
Paved length = 0
Paved slope • 0.0001
Tt = 0.00 hrs
Unpaved Segment:
Manning* n = 0.40
Unpaved Length • 285
Unpaved Slope = 0.0755
Tt • 0.32 hrs
ILL¦ M bM
2) Shallow Concentrated Flow
Tt • L / (3800 V)
where: Tt • Travel Time (hrs)
L • flow length (ft)
V • average velocity (ft/s) and,
3800 • conversion from seconds to hours
Paved Segment:
V = 20.3282 (S)"0.5
Paved length = 0
Paved slope • 0.0001
Velocity • 0.20 ft/sec
• Tt = 0.00 hrs
Unpaved Segment:
V • 18.1345 (S)"0.5
Unpaved Length = 394
Unpaved Slope = 0.1193
Velocity • 5.57 ft/sec
Tt = 0.02 hrs
TYL 9M ba
3) Ohm Channel Fbw
Tt • L / (3800 V)
where: Tt • Travel Time (hrs)
L • flow length (ft)
V • average velocity (ft/s) and,
3800 • conversion from seconds to hours
Main Channel Dimensions:
Width (Average = 8 ft
Depth (Average) = 3.5 ft
Side Slope = 0:1 vart.
Wetted perimeter • 15 ft
Average Slope = 1.08 %
Manning's'n' • 0.035
Length of Channel 744 ft
Using Manning's Equation: V = [(1.49)r2r'(s)'r1Vn (for bank-full elevation)
V- average velocity (fps)
r- hydraulic radius (ft), also alp,,,.
a. cross section flow area (ft)
pw • wetted perimeter (ft)
S. slope of hydraulic grade line (ftM)
n- Manning's roughness coeRlcient for open channel flow
V. 8.7072 fps
Tt • 0.030813 hr
Its 2a bu
T(I)•0.8T® TC= 0.37 Hours
LAO: 0.223703 HOURS T© 22.37027 MIN.
lI
u
. WATERSHED : Drainage Area 0104 (Post Development)
Time of Concentration Calculations Tc)
Tc - Ttl+Tt2+Tt3...Tn
where, Tc - time of concentratloin (hr), and
n - number of flow segments
1) Sheet Flow
Tt -(0.007(nL)60.8) / ((P2)AO.5(S)AO.4 )
where: Tt - Travel Time (hre)
n - Manning roughness coefficient
L - flow length (ft)
P2-50-yr,24 hr rainfall- ¢,48 Inches
S - slope (ft/ft)
Paved Segment:
Mannings n e 0.011
Paved length - 0
Paved slope - 0.0001
Tt . 0.00 hrs
Unpaved Segment:
Manning* n - 0.24
Unpaved Length - 182
Unpaved Slope - 0.0385
Tt 0.21 hrs

I1[!
M -N
2) Shallow Concentrated Flow
Tt - L / (3800 V)
where: Tt - Travel Time (hrs)
L - flow length (ft)
V - average velocity (ft/s) and,
3800 - conversion from seconds to hours
Paved Segment:
V - 20.3282 (S)AO.5
Paved length 0
Paved slope - 0.0001
Velocity a 0.20 ft/sec
• Tt 0.00 hrs
Unpaved Segment:
V - 18.1345 (S)AO.5
Unpaved Length 2284
Unpaved Slope - 0.0385
Velocity - 3.17 ft/sec
Tt a 0.20 hrs
M! QM III!
3) Open Channel Flow
Tt - L / (3500 V)
where: Tt a Travel Time (hrs)
L - flow length (ft)
V - average velocity (fl/s) and,
3800 conversion from seconds to hours
Main Channel Dimensions:
Width (Avenge - 8 R
Depth (Avenge) 3.5 R
Side Slope a 0:01 vart,
Wetted perimeter * 15 It
Avenge Slope 1.39 %
Manning's "n" . 0.035
Length of Channel 1007.8 ft
Using Manning's Equation: V I(1.49)r"3(s)'nyn (for bank-full elevation)
V- avenge velocity (fps)
r. hydraulic radius (ft), also a/W
a. cross section flow area (ft)
pw a waded perimeter (ft)
S. slope of hydraulic grade line (ft(ft)
n- Manning's roughness coefficient for open channel flow
V. 7.808182 fps
Tt 0.03879 hr
IU3_ Lb III!
T0)-OAT® TC• 0.44 Hours
LAG: 0.288913 HOURS T® 28.89129 MIN.
`I
u
•
•
Project: Brawley Farms Phase IV Date: January 22, 2002
Re: T, Calculations for Hec-1 Model By: Brandon Pridemore
Draina ge Area Size (in.) Length Velocity Tt TC
To From (RCP) (ft) (fps) (min.) (min.)

Find T c for Drainage Area #106, Including Phase I Drainage Area:

DA#189 SD#189 " From remote drainage point to nearest storm structure 5.00 5.00
SD#189 SD#188 15 32.00 4.47 0.12 5.12
SD#188 SD#187 15 45.00 7.92 0.09 5.21
SD#187 SD#186 15 122.00 4.94 0.41 5.63
SD#186 SD#185 15 168.00 6.16 0.45 6.08
SD#185 SD#142 15 13.00 7.47 0.03 6.11
SD#142 SD#139 15 135.00 11.39 0.20 6.31
SD#139 SD#138 24 7.18 6.33 0.02 6.33
SD#138 SD#137 30 38.61 7.40 0.09 6.41
SD#137 SD#136 30 23.75 5.88 0.07 6.48
SD#136 SD#135 30 81.40 9.88 0.14 6.62
SD#135 SD#134 30 78.59 10.27 0.13 6.74
SD#134 SD#133 30 150.00 14.77 0.17 6.91
SD#133 SD#132 30 126.78 15.21 0.14 7.05
SD#132 SD#131 30 125.00 16.12 0.13 7.18
SD#131 SD#130 30 160.50 13.87 0.19 7.38
SD#130 SD#129 36 69.18 12.45 0.09 7.47
SD#129 SD#128 36 26.50 10.88 0.04 7.51
SD#128 SD#127 36 113.75 11.22 0.17 7.68
SD#127 SD#126 36 194.23 14.42 0.22 7.90
SD#126 SD#125 36 199.59 16.86 0.20 8.10
SD#125 SD#124 36 125.53 11.22 0.19 8.29
SD#124 SD#123 42 200.03 8.40 0.40 8.68
SD#123 SD#110 42 34.50 8.84 0.07 8.75
SD#110 SD#109 42 183.38 14.58 0.21 8.98
SD#109 SD#108 48 150.62 9.03 0.28 9.24
SD#108 POND 54 52.00 16.08 0.05 9.29

Time of Concentration (T,) 9.29
Lag Time(T1) In Hours 0.093
Included Area for D.A. #106 57.14 Ac.

Development Full Build-Out
T, for Drainage Area #106
Post Development 50 Yea
Pa a #4
" Velocities taken from Storm Drainage Calculations.
30" specified for modeling purposes. Dual 24"
• RCP actually installed.
r?
L J
•
Project Brawley Farms Phase IV Date: January 22, 2002
Re: T, Calculations for Hec-1 Model By: Brandon Pridemore
Draina ge Area Size (in.) Length Velocity Tt T,
To From (RCP) (ft) (fps) (min.) (min.)

Find T c for Drainage Area #106, Including Phase I Drainage Area:

DA#163 SD#163 " From remote drainage point to nearest storm structure 5.00 5.00
SD#163 SD#162 15 32.00 5.02 0.11 5.11
SD#162 SD#161 15 45.00 8.35 0.09 5.20
SD#161 SD#160 15 122.00 10.91 0.19 5.38
SD#160 SD#159 15 168.00 11.90 0.24 5.62
SD#159 SD#158 15 13.00 7.56 0.03 5.65
SD#158 POND 15 135.00 7.56 0.30 5.94

Time of Concentration (T J 5.94
Lag TimefTl) in Hours 0.059
Included Area for D.A. #106 5.87 Ac.

T, for Drainage Area #158
Post Development 50 Yea
Pa a #4
" Velocities taken from Storm Drainage Calculations.
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1++++++++++++**+**+*++++++++++++++++++*+++
+ +
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
+ +
* RUN DATE 06FEB02 TIME 09:22:20
x +
++++++*++*++++++++*+++*++*+*+++++++++++++
+**+++*++++++++++**++++***+++++++++++++
* +
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
X X XXXXXXX XXXXX X
X X X X X XX
X X X X X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION CF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1 HEC-1 INPUT PAGE 1
LINE ID ....... 1. ...... 2....... 3....... 4....... 5....... 6 ....... 7... .... 8.. ..... 9 ...... 10
1 ID PRE 6 POST DEVELOPMENT EVAL. FOR FUTURE DEVELOPMENT (BF4 S BF5)
2 ID PROJEC T #1041 - BRAWLEY FARMS PHASE IV
3 ID 2, 10, 50 YEAR FLOWS FOR CHARLOTTE, NC
4 IT 1 28JAN02 0000 1000
5 IO 4 0 0
6 KK PRE101
7 KF YES
8 KM 2 Ye ar 6 Hour Rainfall
9 PB 2.28
10 IN 5
11 PI 0.0 0.007 0.007 0.008 0.008 0.008 0.008 0.009 0.009 0.009
12 PI 0.009 0.009 0.010 0.010 0.010 0.011 0.011 0.011 0.012 0.014
13 PI 0.014 0.015 0.016 0.017 0.018 0.021 0.022 0.024 0.026 0.028
14 PI 0.031 0.044 0.050 0.058 0.089 0.115 0.242 0.420 0.168 0.100
15 PI 0.064 0.054 0.047 0.033 0.029 0.027 0.025 0.023 0.021 0.018
16 PI 0.017 0.016 0.016 0.015 0.014 0.012 0.012 0.011 0.011 0.010
1
• •
150 KO 0 0 0 0 21
151 KM POST DEVELOPED RUNOFF FOR #101
152 BA .0285
153 LS 0 58 0
154 UD .174
155 KK POST
156 KM COMBINE BMP#1/ 102 6 #101
157 HC 2
158 KM **********
159 KK PRE101
160 KM 50 Year 6 Hour Rainfall
161 PB 4.92
162 IN 5
163 PI 0.0 0.016 0.016 0.016 0.017 0.018 0.018 0.019 0.019 0.019
164 PI 0.020 0.020 0.021 0.022 0.022 0.023 0.024 0.025 0.026 0.031
165 PI 0.032 0.034 0.035 0.037 0.039 0.050 0.053 0.056 0.061 0.066
166 PI 0.073 0.103 0.116 0.134 0.208 0.259 0.508 0.750 0.354 0.229
167 PI 0.146 0.124 0.109 0.077 0.069 0.063 0.059 0.055 0.051 0.040
168 PI 0.038 0.036 0.034 0.033 0.031 0.026 0.025 0.024 0.024 0.023
169 PI 0.022 0.021 0.021 0.020 0.020 0.019 0.019 0.018 0.018 0.017
170 PI 0.017 0.016 0.016 0.0
171 BA .3965
172 LS 0 60 0
173 UD .365
174 KK PST156
175 KF YES
176 KO 0 0 0 0 21
177 KM POST DEVELOPED RUNOFF FOR #156
178 BA .0092
179 LS 0 72 0
180 UD .059
HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
181 KK BMP#2
182 KF YES
183 KO 0 0 0 0 21
184 KM ROUT E #156 THRU BASIN #2
185 RS 1 ELEV 656
186 SA 0 .2815 .5886 .9223 1.2832 1.6720
187 SE 656 657 658 659 660 661
188 SQ 0 0.22 0.58 17.76 123.86 371.73
189 KK PST104 (BYPASS BMP#2)
190 KF YES
191 KO 0 0 0 0 21
192 KM POST DEVELOPED RUNOFF FOR #104
193 BA .2784
194 LS 0 60 0
195 UD .267
PAGE 5
•
•
x x
* RUN DATE 06FEB02 TIME 09:22:20
x x
.xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
PRE 6 POST DEVELOPMENT EVAL. FOR FUTURE DEVELOPMENT (BF4 6 BF5)
PROJECT #1041 - BRAWLEY FARMS PHASE IV
2, 10, 50 YEAR FLOWS FOR CHARLOTTE, NC
5 IO OUTPUT CONTROL VARIABLES
IPRNT 4
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 28JAN 2
ITIME 0000
NQ 1000
NDDATE 28JAN 2
NDTIME 1639
ICENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 16.65 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
* DAVIS, CALIFORNIA 95616
* [phone]
x x
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx x** xxx xxx xxx xxx xxx xxx xxx xxx xxx
6 KK
xxxxxxxxxxxxxx
x x
* PRE101
x x
xxxxxxxxxxx*xx
2 Year 6 Hour Rainfall
10 IN
TIME DATA FOR INPUT TIME SERIES
JXMIN 5 TIME INTERVAL IN MINUTES
JXDATE 28JAN 2 STARTING DATE
JXTIME 0 STARTING TIME
• •
0 0 0
SUBBASIN RUNOFF DATA
19 BA SUBBASIN CHARACTERISTICS
TAREA .40 SUBBASIN AREA
PRECIPITATION DATA
9 PB STORM 2.28 BASIN TOTAL PRECIPITATION
11 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.05 .05 .05 .05 .05
.03 .03 .03 .03 .03
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
20 LS SCS LOSS RATE
STRTL 1.33 INITIAL ABSTRACTION
CRVNBR 60.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
02 .02 .02 .02 .02
08 .08 .08 .08 .08
02 .02 .02 .02 .02
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
21 UD SCS DIMENSIONLESS UNITGRAPH
r i •
TLAG .45 LAG
UNIT HYDROGRAP H
136 END-OF-PERIOD OR DINATES
5. 9. 15. 26. 37. 49. 63. 77. 94. 113.
131. 156. 180. 206. 235. 265. 291. 316. 340. 358.
375. 391. 400. 410. 416. 418. 419. 419. 417. 416.
407. 398. 389. 378. 367. 356. 344. 331. 317. 302.
286. 268. 250. 232. 217. 201. 188. 177. 167. 157.
148. 139. 131. 123. 116. 111. 105. 99. 94. 88.
83. 79. 74. 70. 65. 61. 58. 55. 52. 49.
45. 43. 41. 38. 36. 34. 32. 30. 28. 27.
25. 23. 22. 21. 20. 19. 17. 16. 16. 15.
14. 13. 12. 12. 11. 10. 10. 9. 9. 8.
8. 7. 7. 6. 6. 6. 5. 5. 5. 5.
4. 4. 4. 4. 4. 3. 3. 3. 3. 3.
3. 2. 2. 2. 2. 2. 2. 1. 1. 1.
1. 1. 1. 0. 0. 0.

22 KK *

*
** *
PST156
*
************
24 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVE D
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
POST DEVELOPED RUNOFF FOR #156
SUBBASIN RUNOFF DATA
26 BA SUBBASIN CHARACTERISTICS
TAREA .01 SUBBASIN AREA
PRECIPITATION DATA
9 PB STORM 2.28 BASIN TOTAL PRECIPITATION
11 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
27 LS
28 UD

.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.05 .05 .05 .05 .05 .08 .08 .08 .08 .08
.03 .03 .03 .03 .03 .02 .02 .02 .02 .02
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00
SCS LOSS RATE
STRTL .78 INITIAL ABSTRACTION
CRVNBR 72.00 CURVE NU MBER
RTIMP .00 PERCENT IMPERVIOUS AREA
SCS DIMENSIONLESS UNITGRAPH
TLAG .06 LAG
UNIT HYDROGRAPH
21 END-OF- PERIOD ORDINATES
8. 27. 53. 63. 59. 48. 32. 21. 15. 10.
7. 5. 3. 2. 1. 1. 1. 0. 0. 0.
0.
0 0 0

29 KK **************
* *
* BMP#2
* *
**************
31 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
ROU TE #156 T HRU BASIN #2
HYDROGRAPH ROUTING DATA
33 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 656.00 INITIAL CONDITION
X .00 WORKING R AND D COEFFICIENT
34 SA AREA .0 .3 .6 .9 1.3 1.7
35 SE ELEVATION 656.00 657.00 658.00 659.00 660.00 661.00
36 SQ DISCHARGE 0. 0. 1. 18. 124. 372.
***
COMPUTED STORAGE-ELEVATION DATA
STORAGE .00 .09 .52 1.27 2.37 3.84
ELEVATION 656.00 657.00 658.00 659.00 660.00 661.00

37 KK * *
* PST104 *
* *
**************
(BYPASS BMP#2)
39 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
41 BA
9 PB
11 PI

IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE P UNCHED OR SAVED
TIMINT .017 TIME INTERVAL, I N HOURS
POST DEVELOPED RUNOFF FOR #1 04
SUBBASIN RUNOFF DATA
SUBBASIN CHARACTERISTICS
TAREA .28 SUBBASIN AREA
PRECIPITATION DATA
STORM 2.28 BASIN TOTAL PRE CIPITATION
INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.O1 .01 .O1 .01 .01 .01 .01 .01 .01 .01
.O1 .O1 .01 .01 .O1 .O1 .O1 .01 .01 .01
.O1 .01 .O1 .01 .01 .01 .01 .01 .01 .01
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.05 .05 .05 .05 .05 .08 .08 .08 .06 .08
.03 .03 .03 .03 .03 .02 .02 .02 .02 .02
.01 .01 .01 .O1 .01 .01 .O1 .01 .01 .O1
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.O1 .01 .01 .01 .01 .01 .O1 .01 .O1 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
•
0 • •
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
POST DEVELOPED RUNOFF FOR #106
SUBBASIN RUNOFF DATA
51 BA SUBBASIN CHARACTERISTICS
TAREA .09 SUBBASIN AREA
PRECIPITATION DATA
9 PB STORM 2.28 BASIN TOTAL PRECIPITATION
11 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .O1 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.05 .05 .05 .05 .05 .08 .08 .06 .08 .08
.03 .03 .03 .03 .03 .02 .02 .02 .02 .02
.01 .01 .O1 .O1 .01 .01 .01 .01 .01 .01
.01 .01 .01 .O1 .01 .01 .01 .O1 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
• • 0
.00
.00
.00
52 LS SCS LOSS RATE
STRTL
CRVNBR
RTIMP
53 UD SCS DIMENSION]
TLAG
.00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00
.78 INITIAL ABSTRACTION
72.00 CURVE NUMBER
.00 PERCENT IMPERVIOUS AREA
,ESS UNITGRAPH
.10 LAG
***
UNIT HYDROGRAPH
33 END-OF-PERIOD ORDINATES
25. 73. 150. 255. 338. 383. 385. 361. 318. 265.
199. 152. 119. 95. 75. 57. 46. 36. 28. 22.
17. 14. 11. 8. 6. 5. 4. 3. 3. 2.
1. 1. 0.

54

KK **************
* *
BMP#1
* *
**************
56 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
ROUTE #156, #104 & #106 THRU BASIN
HYDROGRAPH ROUTING DATA
58 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 650.00 INITIAL CONDITION
X .00 WORKING R AND D COEFFICIENT
59 SA AREA .0 2.1 4.4 6.7 9.1 11.7 14.3
60 SE ELEVATION 650.00 651.00 652.00 653.00 654 .00 655.00 656.00
• • •
61 SQ DISCHARGE 0. 0. 5. 13.
xxx 89. 310. 626.
COMPUTED STORAGE-ELEVAT ION DATA
STORAGE .00 .71 3.91 9.41 17.31 27.70 40.68

xxx xxx ELEVATION 650.00
*** xxx *** xxx xxx xxx 651.00 652.00 653.00 654.00
xxx xxx *xx x** xxx xxx xxx xxx xxx xxx 655.00
xxx *xx xxx 656.00
xxx xxx
xxx xxx
*xx xxx
xxx xxx xxx xxx xxx xxx

62 KK xxxxx*xxxxxxxx
* *
* PST102 *
x x
xxxxxxxxxxxxxx

(BYPASS BMP#1)
64 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVE D
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
PO ST DEVELOPED RUNOFF FOR #102
SUBBASIN RUNOFF DATA
66 BA SUBBASIN CHARACTERISTICS
TAREA .01 SUBBASIN AREA
PRECIPITATION DATA
9 PB STORM 2.28 BASIN TOTAL PRECIPITATION
11 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
•
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.05 .05 .05 .05 .05
.03 .03 .03 .03 .03
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
67 LS SCS LOSS RATE
STRTL 1.45 INITIAL ABSTRACTION
CRVNBR 58.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
68 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .31 LAG

• •
.00
.00
.01
.01 .00
.00
.01
.01 .00
.00
.01
.01 .00
.00
.01
.01 .00
.00
.01
.01
.01
.02
.08
.02 .01
.02
.08
.02 .01
.02
.08
.02 .01
.02
.08
.02 .01
.02
.08
.02
.01
.01
.01
.00 .01
.01
.01
.00 .01
.01
.01
.00 .01
.01
.01
.00 .01
.01
.01
.00
.00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00
.00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00
.00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00 .00
.00
.00
.00
UNIT HYDROGRAPH
95 END-OF-PERIOD ORDINATES
0. 1. 2. 2. 3. 5. 6. 8. 9. 12.
14. 16. 18. 15. 20. 21. 22. 22. 22. 22.
22. 21. 21. 20. 19. 18. 17. 16. 14. 13.
12. 11. 10. 9. 8. 7. 7. 6. 6. 5.
5. 5. 4. 4. 4. 3. 3. 3. 2. 2.
2. 2. 2. 2. 1. 1. 1. 1. 1. 1.
1. 1. 1. 1. 1. 1. 1. 0. 0. 0.
0. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0. 0. 0. 0. 0.

0 0
* *
69 KK * POST
* *
COMBINE BMP#1 6 #102
71 HC HYDROGRAPH COMBINATION
ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
***

**************
* *
72 KK * PST101
* *
**************
74 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
PO ST DEVELOPED RUNOFF FOR #101
SUBBASIN RUNOFF DATA
76 BA SUBBASIN CHARA CTERISTICS
TAREA .03 SUBBASIN AREA
PRECIPITATION DATA
9 PB STORM 2.28 BASIN TOTAL PRECIPITATION
11 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00

• • •
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.05 .05 .05 .05 .05 .08 .08 .08 .08 .08
.03 .03 .03 .03 .03 .02 .02 .02 .02 .02
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00
77 LS SCS LOSS RATE
STRTL 1.45 INITIAL ABSTRACTION
CRVNBR 58.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
78 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .20 LAG
+++
UNIT HYDROGRAPH
61 END-OF- PERIOD ORDINATES
2. 5. 9. 15. 22. 31. 41. 50. 58. 63.
67. 67. 67. 65. 62. 58. 53. 48. 42. 36.
30. 27. 23. 20. 18. 16. 14. 12. 11. 9.
8. 7. 6. 5. 5. 4. 4. 3. 3. 2.
2. 2. 2. 1. 1. 1. 1. 1. 1. 1.
1. 1. 0. 0. 0. 0. 0. 0. 0. 0.
0.

79 KK *+++++++++++++
+ +
* POST
x +
++xxxx+xxxxxxx
COMBINE BMP#1/102 & #101
+x+++++++x
81 HC HYDROGRAPH COMBINATION
ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
+++

xxxxxxxxxxx+x+
x x
83 KK * PRE101
x +
xxxxxxxxxxxxx+
10 Year 6 Hour Rainfall
86 IN TIME DATA FOR INPUT TIME SERIES
JXMIN 5 TIME INTERVAL IN MINUTES
JXDATE 28JAN 2 STARTING DATE
JXTIME 0 STARTING TIME
SUBBASIN RUNOFF DATA
95 BA SUBBASIN CHARACTERISTICS
TAREA .40 SUBBASIN AREA
PRECIPITATION DATA
85 PB STORM 3.72 BASIN TOTAL PRECIPITATION
87 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.03 .03 .03 .03 .03
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .01 .00 .00
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
02 .02 .02 .02 .02
02 .02 .02 .02 .02
04 .04 .04 .04 .04

96 LS
97 UD
.08 .08 .08 .08 .08
.06 .06 .05 .06 .06
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .00 .01 .00 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
SCS LOSS RATE
STRTL 1.33 INITIAL ABSTRACTION
CRVNBR 60.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
SCS DIMENSIONLESS UNITGRAPH
TLAG .40 LAG
***
• •
12 .12 .12 .12 .12
04 .04 .04 .04 .04
02 .02 .02 .02 .02
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
UNIT HYDROGRAPH
121 END-OF-PERIOD ORDINATES
6. 12. 22. 36. 50. 68. 85. 107. 130. 156.
187. 219. 255. 292. 327. 358. 389. 410. 432. 447.
459. 469. 471. 473. 472. 470. 465. 454. 442. 428.
415. 400. 385. 369. 349. 330. 308. 284. 262. 242.
223. 208. 194. 181. 169. 157. 147. 138. 129. 122.
115. i08. 101. 94. 89. 83. 77. 71. 67. 63.
59. 55. 51. 48. 45. 42. 39. 36. 34. 32.
30. 28. 26. 24. 23. 21. 20. 19. 17. 16.
15. 14. 13. 13. 12. 11. 10. 10. 9. 8.
8. 7. 7. 6. 6. 6. 5. S. 5. 5.
4. 4. 4. 4. 3. 3. 3. 3. 2. 2.
2. 2. 2. 1. 1. 1. 1. 1. 0. 0.
0.
98 KK * PST156
* *
• • •

100 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE P UNCHED OR SAVED
TIMINT .017 TIME INTERVAL I N HOURS
POST DEVELOPED RUNOFF FOR #1 56
SUBBASIN RUNOFF DATA
102 BA SUBBASIN CHARACTERISTICS
TAREA .01 SUBBASIN AREA
PRECIPITATION DATA
85 PB STORM 3.72 BASIN TOTAL PRE CIPITATION
87 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .O1 .00 .00
.01 .O1 .01 .O1 .O1 .O1 .01 .01 .01 .O1
.01 .O1 .01 .01 .O1 .O1 .01 .01 .O1 .01
.O1 .01 .01 .01 .O1 .01 .01 .01 .01 .01
.01 .01 .01 .O1 .O1 .O1 .01 .01 .O1 .01
.01 .01 .01 .01 .O1 .02 .02 .02 .02 .02
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.03 .03 .03 .03 .03 .04 .04 .04 .04 .04
.08 .08 .08 .08 .O8 .12 .12 .12 .12 .12
.06 .06 .05 .06 .06 .04 .04 .04 .04 .04
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.02 .02 .02 .02 .02 .O1 .O1 .01 .01 .01
.01 .01 .01 .O1 .O1 .O1 .O1 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .O1 .01 .O1 .01 .01 .01
.O1 .01 .01 .01 .O1 .O1 .01 .01 .01 .01
.O1 .00 .01 .00 .O1 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
• . •
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00
103 LS SCS LOSS RATE
STRTL .78 INITIAL ABSTRACTION
CRVNBR 72.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
104 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .06 LAG
***
UNIT HYDROGRAPH
20 END-OF-PERIOD ORDINATES
9. 29. 56. 65. 60. 47. 30. 20. 14. 9.
6. 4. 3. 2. 1. 1. 1. 0. 0. 0.

105 KK **************
* *
* SMP#2
* *
**************
107 KO OUTPUT CONTROL VA RIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
ROUTE #156 THRU BASIN #2
HYDROGRAPH ROUTING DATA
109 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 656.00 INITIAL CONDITION
X .00 WORKING R AND D COEFFICIENT
110 SA AREA .0 .3 .6 .9 1.3 1.7

111 SE ELEVATION 656.00 657.00 658.00 659.00 660.00 661.00
112 SQ DISCHARGE 0. 0. 1. 18.
+++ 124. 372.
COMPUTED STORAGE-ELEVAT ION DATA
STORAGE .00 .09 .52 1.27 2.37 3.84
ELEVATION 656.00 657.00 658.00 659.00 660.00 661.00

113

KK ++++++++++++++
+ *
* PST104 *
+ +

(BYPASS BMP#2)
115 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVE D
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
PO ST DEVELOPED RUNOFF FOR #104
SUBBASIN RUNOFF DATA
117 BA SUBBASIN CHARACTERISTICS
TAREA .28 SUBBASIN AREA
PRECIPITATION DATA
85 PB STORM 3.72 BASIN TOTAL PRECIPITATION
87 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .01 .00 .00
C]
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.03 .03 .03 .03 .03
.08 .08 .08 .08 .08
.06 .06 .05 .06 .06
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .00 .01 .00 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
118 LS SCS LOSS RATE
STRTL 1.33 INITIAL ABSTRACTION
CRVNBR 60.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
119 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .29 LAG

• •
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
02 .02 .02 .02 .02
02 .02 .02 .02 .02
04 .04 .04 .04 .04
12 .12 .12 .12 .12
04 .04 .04 .04 .04
02 .02 .02 .02 .02
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
01 .01 .01 .01 .01
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
UNIT HYDROGRAPH
88 END-OF-PERIOD ORDINATES
8. 18. 36. 56. 79. 108. 138. 179. 221. 270.
316. 357. 390. 419. 436. 451. 454. 455. 452. 443.
428. 410. 392. 372. 350. 325. 297. 266. 238. 213.
194. 176. 161. 146. 133. 122. 113. 104. 94. 86.
79. 71. 65. 59. 54. 49. 45. 41. 37. 34.
31. 28. 25. 23. 22. 20. 18. 16. 15. 14.
12. 11. 10. 9. 9. 8. 7. 6. 6. 5.
5. 5. 4. 4. 4. 3. 3. 3. 3. 2.
2. 2. 1. 1. 1. 1. 0. 0.

0 0 0
+ +
120 KK * POST
+ +
++++++++++++++
COMBINE BMP#2 6 #104
122 HC HYDROGRAPH COMBINATION
ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
+++
+++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++
++++++++++++++
+ +
123 KK * PST106
+ +
++++++++++++++
125 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
PO ST DEVELOPED RUNOFF FOR #106
SUBBASIN RUNOFF DATA
127 BA SUBBASIN CHARACTERISTICS
TAREA .09 SUBBASIN AREA
PRECIPITATION DATA
85 PB STORM 3.72 BASIN TOTAL PRECIPITATION
87 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .00 .00 .00
00 .00 .01 .00 .00

.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .02 .02 .02 .02 .02
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.03 .03 .03 .03 .03 .04 .04 .04 .04 .04
.08 .08 .08 .08 .08 .12 .12 .12 .12 .12
.06 .06 .05 .06 .06 .04 .04 .04 .04 .04
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.02 .02 .02 .02 .02 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .00 .01 .00 .01 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00
128 LS SCS LOSS RATE
STRTL .78 INITIAL ABSTRACTION
CRVNBR 72.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
129 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .10 LAG
+++
UNIT HYDROGRAPH
31 END-OF-PERIOD ORDINATES
29. 86. 176. 292. 377. 407. 404. 362. 310. 238.
177. 135. 106. 83. 63. 49. 38. 29. 22. 17.
14. 11. 8. 6. 5. 4. 3. 2. 2. 1.
0.
+++ +++ +++ +++ +++ +++ +++ +*+ +++ +++ +++ +++ +++ +++ +++ *++ +++ +++ *++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ ++* **+
++++++*+++++++
+ +
130 KK * BMP#1
+ +
++++++++++++++
0 • •
132 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
ROUTE #156, #104 & #106 THRU BASIN
HYDROGRAPH ROUTING DATA
134 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 650.00 INITIAL CONDITION
X .00 WORKING R AND D COEFFICIENT
135 SA AREA .0 2.1 4.4 6.7 9.1 11.7 14.3
136 SE ELEVATION 650.00 651.00 652.00 653.00 654.00 655.00 656.00
137 SQ DISCHARGE 0. 0. 5. 13. 89. 310. 626.
COMPUTED STORAGE-ELEVATION DATA
STORAGE .00 .71 3.91 9.41 17.31 27.70 40.68
ELEVATION 650.00 651.00 652.00 653.00 654.00 655.00 656.00

138

KK **************
* *
* PST102 * (BYPASS BMP#1)
* *
140 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
POST DEVELOPED RUNOFF FOR #102
• • •
SUBBASIN RUNOFF DATA
142 BA SUBBASIN CHARACTERISTICS
TAREA .01 SUBBASIN AREA
PRECIPITATION DATA
85 PB STORM 3.72 BASIN TOTAL PRECIPITATION
87 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.03 .03 .03 .03 .03
.08 .08 .08 .08 .08
.06 .06 .05 .06 .06
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.0i .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .00 .01 .00 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
143 LS SCS LOSS RATE
STRTL 1.45 INITIAL ABSTRACTION
CRVNBR 58.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .01 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.04 .04 .04 .04 .04
.12 .12 .12 .12 .12
.04 .04 .04 .04 .04
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
144 UD SCS DIMENSIONLESS UNITGRAPH
• • •
SUBBASIN RUNOFF DATA
152 BA SUBBASIN CHARACTERISTICS
TAREA .03 SUBBASIN AREA
PRECIPITATION DATA
85 PB STORM 3.72 BASIN TOTAL PRECIPITATION
87 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.03 .03 .03 .03 .03
.08 .08 .08 .08 .08
.06 .06 .05 .06 .06
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .00 .01 .00 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
153 LS SCS LOSS RATE
STRTL 1.45 INITIAL ABSTRACTION
CRVNBR 58.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
154 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .17 LAG
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .01 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.04 .04 .04 .04 .04
.12 .12 .12 .12 .12
.04 .04 .04 .04 .04
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
0 0 0
163 PI
172 LS
173 UD
INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .01 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .02 .02 .02 .02 .02
.02 .02 .02 .02 .02 .03 .03 .03 .03 .03
.04 .04 .04 .04 .04 .05 .05 .05 .05 .05
.10 .10 .10 .10 .10 .15 .15 .15 .15 .15
.07 .07 .07 .07 .07 .05 .05 .05 .05 .05
.03 .03 .03 .03 .03 .02 .02 .02 .02 .02
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 _01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .00 .01 .01 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00
SCS LOSS RATE
STRTL 1.33 INITIAL ABSTRACTION
CRVNBR 60.00 CURVE N UMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
SCS DIMENSIONLESS UNITGRAPH
TLAG .37 LAG
UNIT HYDROGRAPH
111 END-OF -PERIOD ORDINATES
7. 14. 28. 44. 62. 83. 105. 133. 161. 197.
234. 276. 319. 359. 396. 429. 454. 478. 492. 506.
510. 512. 512. 509. 503. 489. 475. 459. 443. 425.
0 0 0
407. 386. 363. 338. 310. 284. 261. 238. 221. 205.
191. 177. 164. 153. 142. 134. 125. 117. 109. 101.
94. 88. 81. 74. 70. 65. 61. 56. 52. 49.
45. 42. 39. 36. 34. 31. 29. 27. 25. 23.
22. 20. 19. 18. 16. 15. 14. 13. 12. 11.
11. 10. 9. 8. 8. 7. 7. 6. 6. 6.
5. S. S. 4. 4. 4. 4. 3. 3. 3.
3. 2. 2. 2. 2. 1. 1. 1. 1. 0.
0.

174 KK **************
*
* PST156
* *
**************
176 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVE D
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
PO ST DEVELOPED RUNOFF FOR #156
SUBBASIN RUNOFF DATA
178 BA SUBBASIN CHARACTERISTICS
TAREA .01 SUBBASIN AREA
PRECIPITATION DATA
161 PB STORM 4.92 BASIN TOTAL PRECIPITATION
163 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .01 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
• •
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .02 .02 .02 .02 .02
.02 .02 .02 .02 .02 .03 .03 .03 .03 .03
.04 .04 .04 .04 .04 .05 .05 .05 .05 .05
.10 .10 .10 .10 .10 .15 .15 .15 .15 .15
.07 .07 .07 .07 .07 .05 .05 .05 .05 .05
.03 .03 .03 .03 .03 .02 .02 .02 .02 .02
.02 .02 .02 .02 .02 .02 .02 .02 .02 .02
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .00 .01 .01 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00
179 LS SCS LOSS RATE
STRTL .78 INITIAL ABSTRACTION
CRVNBR 72.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
180 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .06 LAG
***
UNIT HYDROGRAPH
20 END-OF- PERIOD ORDINATES
9. 31. 57. 66. 60. 46. 29. 19. 13. 9.
6. 4. 3. 2. 1. 1. 1. 0. 0. 0.
*** *** *** *** *** *** *** ***
* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
181 KK *
* BMP#2
* *
**************
183 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
•
• • •
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
ROUTE #156 THRU BASIN #2
HYDROGRAPH ROUTING DATA
185 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 656.00 INITIAL CONDITION
X .00 WORKING R AND D COEFFICIENT
186 SA AREA .0 .3 .6 .9 1.3 1.7
187 SE ELEVATION 656.00 657.00 658.00 659.00 660.00 661.00
188 SQ DISCHARGE 0. 0. 1. 18. 124. 372.
***
COMPUTED STORAGE-ELEVATION DATA
STORAGE .00 .09 .52 1.27 2.37 3.84
ELEVATION 656.00 657.00 658.00 659.00 660.00 661.00

189

KK **************
* *
* PST104 *
* *

(BYPASS BMP#2)
191 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
PO ST DEVELOPED RUNOFF FOR #104
SUBBASIN RUNOFF DATA
• • •
193 BA SUBBASIN CHARACTERISTICS
TAREA .28 SUBBASIN AREA
PRECIPITATION DATA
161 PB STORM 4.92 BASIN TOTAL, PRECIPITATION
163 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.04 .04 .04 .04 .04
.10 .10 .10 .10 .10
.07 .07 .07 .07 .07
.03 .03 .03 .03 .03
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .00 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
194 LS SCS LOSS RATE
STRTL 1.33 INITIAL ABSTRACTION
CRVNBR 60.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
195 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .27 LAG
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .01 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.03 .03 .03 .03 .03
.05 .05 .05 .05 .05
.15 .15 .15 .15 .15
.05 .05 .05 .05 .05
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00

• •
203 BA SUBBASIN CHARACTERISTICS
TAREA .09 SUBBASIN AREA
PRECIPITATION DATA
161 PB STORM 4.92 BASIN TOTAL PRECIPITATION
163 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.04 .04 .04 .04 .04
.10 .10 .10 .10 .10
.07 .07 .07 .07 .07
.03 .03 .03 .03 .03
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .00 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
204 LS SCS LOSS RATE
STRTL .78 INITIAL ABSTRACTION
CRVNBR 72.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
205 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .09 LAG
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .01 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.03 .03 .03 .03 .03
.05 .05 .05 .05 .05
.15 .15 .15 .15 .15
.05 .05 .05 .05 .05
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00

0 0 0
UNIT HYDROGRAPH
30 END-OF-PERIOD ORDINATES
32. 96. 196. 321. 402. 425. 409. 361. 298. 219.
164. 125. 98. 75. 57. 44. 33. 25. 19. 15.
11. 9. 7. 5. 4. 3. 2. 2. 1. 0.

206

KK **************
* *
* BMP#1
* *
208 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
ROUTE #156, #104 & #106 THRU BASIN
HYDROGRAPH ROUTING DATA
210 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 650.00 INITIAL CONDITION
X .00 WORKING R AND D COEFFICIENT
211 SA AREA .0 2.1 4.4 6.7 9.1 11.7 14.3
212 SE ELEVATION 650.00 651.00 652.00 653.00 654 .00 655.00 656.00
213 SQ DISCHARGE 0. 0. 5. 13. 89. 310. 626.
***
COMPUTED STORAGE-ELEVATION DATA
STORAGE .00 .71 3.91 9.41 17.31 27.70 40.68
ELEVATION 650.00 651.00 652.00 653.00 654.00 655.00 656.00

0 0 0

214 KK * PST102 *
* *
************** (BYPASS BMP#1)
216 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE P UNCHED OR SAVED
TIMINT .017 TIME INTERVAL I N HOURS
POST DEVELOPED RUNOFF FOR #1 02
SUBBASIN RUNOFF DATA
218 BA SUBBASIN CHARACTERISTICS
TAREA .01 SUBBASIN AREA
PRECIPITATION DATA
161 PB STORM 4.92 BASIN TOTAL PRE CIPITATION
163 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.04 .04 .04 .04 .04
.10 .10 .10 .10 .10
.07 .07 .07 .07 .07
.03 .03 .03 .03 .03
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .01 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .Oi .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.03 .03 .03 .03 .03
.05 .05 .05 .05 .05
.15 .15 .15 .15 .15
.05 .05 .05 .05 .05
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
• • •
* *
224 KK * PST101
* *
**************
226 KO OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1000 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL, IN HOURS
PO ST DEVELOPED RUNOFF FOR #1 01
SUBBASIN RUNOFF DATA
228 BA SUBBASIN CHARACTERISTICS
TAREA .03 SUBBASIN AREA
PRECIPITATION DATA
161 PB STORM 4.92 BASIN TOTAL PRE CIPITATION
163 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.04 .04 .04 .04 .04
.10 .10 .10 .10 .10
.07 .07 .07 .07 .07
.03 .03 .03 .03 .03
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .01 .00 .00
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.02 .02 .02 .02 .02
.03 .03 .03 .03 .03
.05 .05 .05 .05 .05
.15 .15 .15 .15 .15
.05 .05 .05 .05 .05
.02 .02 .02 .02 .02
.02 .02 .02 .02 .02
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
0 0 0
.01 .01 .00 .01 .01 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00
229 LS SCS LOSS RATE
STRTL 1.45 INITIAL ABSTRACTION
CRVNBR 58.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
230 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .16 LAG
*++
UNIT HYDROGRAPH
50 END-OF-PERIOD ORDINATES
2. 8. 15. 25. 37. 52. 65. 75. 80. 81.
81. 77. 71. 65. 57. 48. 40. 33. 28. 24.
21. 18. 15. 13. 11. 9. 8. 7. 6. 5.
4. 4. 3. 3. 2. 2. 2. 1. 1. 1.
1. 1. 1. 1. 0. 0. 0. 0. 0. 0.
+
231 KK * POST
+ +

*
++*++++++++ +++
COMBINE BMP#1/102 & #101
233 HC HYDROG RAPH COMBINATION
ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE

1 +++
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ PRE101 16. 3.93 5. 2. 2. .40
• Brawley Farms Subdivision Phase IV & V
Wet Detention Pond #1
Pond Stage Surface Areas:
Description Elevation Surface Area Incr. Volume Accum. Volume

Bottom 646 52,363 0 0
647 54,728 53,541 53,541
648 57,092 55,906 109,447
649 64,553 60,784 170,231
Finished Pond (4" Orifice) 650 91,132 68,131 238,481
Two (2) 10" Orifices 651 95,370
652 99,607
Four (4) 4.0' X .5' Weirs 652.75 Weir Flow Data (Outlet Structu re)
653 103,906
Emergency Spillway 653.75 30' Length Emergency Spillway @ 1.00%
654 108,205
655 112,566
Top of Embankment 656 116,926
Drainage Area: 57.14 Acres
Project Area: 31.51 Acres
% Impervious: 40 Percent
Pond Depth: 4 Feet
SA/DA: 1.43
Required Surface Area (1.43/100) X 57.14Acres X 43,560 S.F./Ac.
35,593 Sq.Ft. (OK - See Surface Area of Finished Pond = 71,921 sq.ft.)
• Runoff Volume = 0.05 +.009 (% Impervious)
= 0.41 in./in.
Volume (To Be Controlled) = Design Rainfall X Runoff Volume X Drainage Area
_ (1" Rainfall) X (.41 in./in.) X (1/12 feet/in.) X (57.14 acres) X (43,560 sq.ft/acre)
85,042 cu.ft. (OK - Stage Storage From 650' to 651' is 92,344 cu.ft.)
Release Rate = (85,042 cu.ft.)/((2 days) X (86,400 sec./day))
0.49 cu.ft./sec. (OK - Average Rate of Release 0.19 cfs will drain in approx. 5.00 days)
Required Forebay Volume = (20%) X (Water Quality Pool Volume + Forebay Volume) " At permanent pool level
_ (20%) X (238,481 cu.ft. + 60,119 cu.ft.)
59,720 cu.ft.
Forebay Volume Provided See Attached Forebay Volume Chart
= 60,119 cu.ft.
0
171
•
PROJECT NAME: Brawley Farms Phase IV
PROJECT #: 1041
DESCRIPTION: Wet Pond #1
POND STORAGE VOLUME:
DATE: 1/18/2002
DESIGNER: B.S.P.
ENGINEER: R.J.H.
CONTOUR ELEVATION INCREMENTAL ACCUM
ELEV. AREA DIFFERENTL 1 VOLUME VOLUME
FT. S.F. C.F. (CA) 2

650.00 91,132 0.0 0 0
651.00 95,370 1.0 93,243 93,243
652.00 99,607 2.0 97,481 190,724
653.00 103,906 3.0 101,749 292,473
654.00 108,205 4.0 106,048 398,521
655.00 112,566 5.0 110,378 508,899
656.00 110,920 6.0 114,739 623,638

ORIFICE FLOW DATA:

ORIFICE
NO.
DIA.
aNa
AREA

8.11.
'C' INVERT
ELEV. NTIL
ELEV.
DESCRII''TION
1 4 0.087 0.6 650 650.17 4 " DIAMETER
1 0.545 0.6 651 651.4 10" DIAMETER
L!3 10 0.545 0.6 651 651.42 10" DIAMETER

WEIR FLOW DATA:

WEIR
NO. CREST
ELEV.
LENGTH
'C'
1 652.75 16 3.0
2 0.00 0 3.0
3 0.00 o 3.o

SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. = 653.75
WIDTH = 30
Z = 10
'C' = VARIES
C]
•
•
0
PROJECT NAME:
PROJECT #:
DESCRIPTION:
COMBINED FLOW:
Brawley Farms Phase IV
1041
Wet Pond #1
DATE: 1/18/2002
DESIGNER: B.S.P.
ENGINEER: R.J.A.
ORIFICES WEIRS PILLWAY T T
ELEV. Qf
C.F.S. Q2
C.F.S. Q3
C.F.S. Ql
C.F,a Q2
C.F.S. Q3
C.F.S. Ql
C.F S. FLW,
C.F.S.

650.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
651.00 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.38
652.00 0.57 101 2.01 0.00 0.00 0.00 0.00 4.58
653.00 0.71 3.30 3.30 6.00 0.00 0.00 0.00 13.31
654.00 0.82 4.22 4.22 67.08 0.00 0.00 12.27 88.61
655.00 0.92 4.97 4.97 162.00 0.00 0.00 137.56 310.42
656,00 1.01 5.62 5.62 281.23 0.00 0.00 332.74 626.23

FINAL RESULTS:
STAGE STORAGE DISCHARGE
UZI . C.F. C.F.S.

650.00 0 0.00
651.00 93,243 0.38
652.00 190,724 4.58
653.00 292,473 13.31
654.00 398,521 88.61
655.00 508,899 310.42
656.00 623,638 626.23

•
•
PROJECT NAME: Brawley Farms Phase IV
PROJECT #: 1041
DESCRIPTION: Wet Pond #1
PERMANENT POOL STORAGE VOLUME:
DATE: 1/18/2002
DESIGNER: B.S.P.
ENGINEER: R.J.A.
CONTOUR ELEVATION INCREMENT L - ACCiJ'M.
ELEV. AREA DII nnN%UL` VOLUME ' VOLUME
S.F. :. (C.F.) MY

646.00 52,363 0.0 0 0
647.00 54,728 1.0 53,541 53,541
648.00 57,092 2.0 55,906 109,447
649.00 64,553 3.0 60,784 170,231
650.00 72,014 4.0 68,250 238,481

0
•
•
PROJECT NAME: Brawley Farms Phase IV
PROJECT #: 1041
DESCRIPTION: Wet Pond #1
FOREBAY STORAGE VOLUME:
DATE: 1/18/2002
DESIGNER: B.S.P.
ENGINEER: R.J.H.
CONTOUR ELEVATION INCREMENTAL`. ACCVM
ELEV. AREA DIFFLREN'FlA` L, VOLUME VOLUME
FT. 9.F. . C.F. C.E.

646.00 11,370 0.0 0 0
647.00 13,183 1.0 12,265 12,265
048.00 14,995 2.0 14,079 26,345
649.00 16,896 3.0 15,936 42,281
650.00 18,797 4.0 17,838 60,119

0
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
E
•
Worksheet Name: Brawley Farms Ph.4
Comment: Spillway Control For BMP Pond #1
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
30.00 ft
3.00:1 (H:V)
3.00:1 (H:V)
0.030
0.0100 ft/ft
216.00 cfs
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
1.22 ft
5.25 fps
41.15 sf
37.33 ft
37.73 ft
1.13 ft
0.01 ft/ft
0.88 (flow is Subcritical)
?a?n NAG- I , Q.. Caro 1?ao {+1 a 2?6.0o Cts
Toy pown - 05(.,00
Fievnoes -o c *2.L5' - I.ZZ' I. o3
-v As%vmL mo Puxo T?l?V?.N MONO 0 rrLer Sr"c-T%4q.
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct
40
Brawiey Farms Subdivision Phase IV & V
•
Wet Detention Pond #2
Pond Stage Surface Areas:
Description Elevation Surface Area Incr. Volume Accum. Volume

Bottom 653 3,793 0 0
654 4,359 4,073 4,073
655 6,391 5,343 9,415
Finished Pond (2" Orifice) 656 11,704 7,383 16,799
4" Orifice 656.75 Discharge Outlet Above 1" Rainfall Pool
657 12,825
658 13,945
Four (4) 4.0' X .5' Weirs 658.50 Weir Flow Data (Outlet Structure)
659 15,131
Emergency Spillway 659.50 30' Length Emergency Spillway C 1.00%
660 16,316
Top of Embankment 661 17,563
Drainage Area: 5.87 Acres
Project Area: 31.51 Acres
% Impervious: 30 Percent
Pond Depth: 3 Feet
SA/DA: 1.34
•
Required Surface Area (1.24/100) X 5.87Acres X 43,560 S.F./Ac.
= 3,171 Sq.Ft. (OK - See Surface Area of Finished Pond a 8,422 sq.ft.)
Runoff Volume 0.05 +.009 (% Impervious)
0.32 in.An.
Volume (To Be Controlled) = Design Rainfall X Runoff Volume X Drainage Area
_ (1" Rainfall) X (.32 in.fin.) X (1/12 feetrn.) X (5.87 acres) X (43,560 sq.ft/acre)
= 6,819 cu.tt. (OK - Stage Storage From 656' to 656.75' is 9,195 cu.ft.)
Release Rate a (6,819 cu.ft.)/((2 days) X (86,400 sec./day))
0.04 cu.ft./sec. (OK - Average Rate of Release 0.04 cfs will drain in approx. 2.00 days)
Required Forebay Volume (20%) X (Water Quality Pool Volume + Forebay Volume) ' At permanent pool level
(20%) X (16,799 cu.ft. + 7,064 cu.ft.)
= 4,773 cu.tt.
Forebay Volume Provided See Attached Forebay Volume Chart
= 7,064 cu.ft.
9
•

PROJECT NAME: Brawley Farms Phase IV
PROJECT #: 1041
DESCRIPTION: Wet Pond #2
POND STORAGE VOLUME:
DATE: 1/18/2002
DESIGNER: B.S.P.
ENGINEER: R.J.H.
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DOTERENI7AL VOLUME VOLUME
FT. S.F. C.F. C.F.

656.00 11,704 0.0 0 0
657.00 12,825 1.0 12,260 12,260
658.00 13,94.5 2.0 13,381 25,641
659.00 15,131 3.0 14,534 40,175
660.00 10,316 4.0 15,720 55,895
661.00 17,563 5.0 16,936 72,831

ORIFICE FLOW DATA:

ORIFICE
NO.
DIA.
IN.
AREA
S.F.
'C' INVERT
ELEV. CENTR.
ILEV.
DESCRIPTION
1 2 0.022 0.6 656 656.08 2" DIAMETER
2 4 0.087 0.6 656.75 65692 4" DIAMETER
3 0 0.000 0.6 0 0.00 N/A

WEIR FLOW DATA:

WEIR
NO. CREST
ELEV.
LENGTH
.
'C'
1 658.50 16 3.0
2 0.00 0 3.0
3 0.00 0 30

SPH,LWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. = 659.50
WIDTH = 30
Z = 10
'C' = VARIES
9
•
•
9
PROJECT NAME:
PROJECT #:
DESCRIPTION:
COMBINED FLOW:
Brawley Farms Phase IV
1041
Wet Pond #2
DATE: 1/18/2002
DESIGNER: B.S.P.
ENGINEER: R.J.H.
ORIFICES WEIRS SPILL A TOTAL
ELEV.
0.1 Ql
C.F.S. Q2
C.F.S. Q3
C.F.S. Ql
C.F.S. Q2
C.F.S. Q3
C.F.S. Ql
C.F.. FLOW
C.F.S.

656.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
657.00 0.10 0.12 0.00 0.00 0.00 0.00 0.00 0.22
658.00 0.15 0.44 0.00 0.00 0.00 0.00 0.00 0.58
659.00 0.18 0.61 0.00 16.97 0.00 0.00 0.00 17.76
660.00 0.21 0.74 0.00 88.18 0.00 0.00 34.74 123.86
661.00 0.23 0.85 0.00 189.74 0.00 0.00 180.91 371.73

FINAL RESULTS:
STAGE STO GE DISCHARGE
C.F. C.F.S.

656.00 0 0.00
657.00 12,260 0.22
658.00 25,641 0.58
659.00 40,175 17.76
660.00 55,895 123.86
661.00 72,831 371.73

PROJECT NAME: Brawley Farms Phase IV DATE: 1/18/2002
PROJECT #: 1041 DESIGNER: B.S.P.
DESCRIPTION: Wet Pond #2 ENGINEER: R.J.H.
•
r?
PERMANENT POOL STORAGE VOLUME:
CONTOUR ELEVATI N INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
FT. S.F. C.F. C.F.

653.00 3,793 0.0 0 0
654.00 4,359 1.0 4,073 4,073
655.00 6,391 2.0 5,343 9,415
656.00 8,422 3.0 7,383 16,799

9
9
•
PROJECT NAME:
PROJECT #:
DESCRIPTION:
Brawley Farms Phase IV
1041
Wet Pond #2
FOREBAY STORAGE VOLUME:
DATE: 1/18/2002
DESIGNER: B.S.P.
ENGINEER: R.J.H.
CONTOUR EL19A - N INCREMENTAIL AC CUM.
ELEV. AREA DIFFEREN tiAL VOLUME VOLUME
S.F. C.F. C.F.

653.00 1,695 0.0 0 0
654.00 2,109 1.0 1,898 1,898
655,00 2,587 10 2,344 4,242
656.00 3,064 3.0 2,822 7,064

0
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
•
•
Worksheet Name: Brawley Farms Ph.4
Comment: Spillway Control For BMP Pond #2
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
30.00 ft
3.00:1 (H:V)
3.00:1 (H:V)
0.030
0.0100 ft/ft
25.00 cf s
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.34 ft
2.36 fps
10.59 sf
32.05 ft
32.16 ft
0.28 ft
0.02 ft/ft
0.72 (flow is Subcritical)
Fuom KEc- t , CQ., t*?ro PtWo IM _ ;L'S.Ob CPS,
S P ? ?1.w ?'`Y - Ce S 9.5 b
,FC)f BMlK. - C041-06
AVAIL.. Focwiscw o a 1.Sd' - 0.34' : 1•Ilo?
0
• • •
STORM DRAINAGE CALCULATIONS - RATIONAL METHOD
Project: Brawley Farms Subdhdsion Phase 4 Designed By: B.S.P. Date: January 14, 2002
Location: City of Charlotte ETJ, North Carolk Checked By: R.J.H.
Note: Pond outlet pipe smed to carry 10 year storm. HW Wm from cetterlne of the pipe to 0.5 ft. below weir .
Mannirls'nf of 0.012 used for all RCP. QSUB CAP repress flow capacity assuming pipe opening is submerged.
Rimrr Weir From To Dramage C Tc 1 Q (CIS) Pk)e Elevation Elevation Slope Die Cap Hw QSW CAP V VbdKfps) TYPE COVER
Elev Elm Area Ac. (min) Sub Cum. Length tn Out ,
AL m crs CFS Corgi Fug

BMP Pond #1:

653.75 652.75 106 102 From HEC-1 Model 127.00 127.00 60.00 645.72 645.42 0.0050 54 150.59 4.28 171.54 8.95 9.48 Class III 2.53

BMP Pond #2:

659.50 658.50 156 105 From HEC-1 Model 15.00 15.00 68.00 652.74 652.06 0.0100 24 24.50 4.26 33.81 6.62 7.80 Gass III 3.76

' Aft flows compute d using ration al method for sin storm drain age pipe unless otherwise noted.

Cumulative Q for drainage areas.
Flow of m for en size and sl

Pond Outlets
10 Year Storm
#1
0? WA
A
o -c
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
Certified Mail- Return Receipt Requested
C-acember 11, 2001
Mr. Frank DeSimone
Fieldstone Associates
Suite 217, 3126 Milton Road
Charlotte, NC 28215
Subject:
fieldstone at Brawley Farms
D?NO Project No. 000374
t?Pck$enburg County
Dear Mr. DeSimone:
The Wetlands Unit staff reviewed the stormwa---r manaoe-ent plars for the subject project and determined that additional
information is necessary to complete the technk;? review :rocess. The required additional information is as follows:
1. Draw Down Orifice Diameter
The diameter of the orifice for pond 2 mist be sizet 17 a r-w O^tan the temporary water quality pool volume in 48 to
120 hours. (The proposed orifice size is taiven as 0_5 rtes.)
2. Forebay
The forebays for each pond should be apmxirrl -,:fly 2D'Z of Brie ital basin volume. Reference NCDENR
Stormwater Best Management Practices d?f=.nua4 Ap-il 1 Please revise the engineering plans to meet this
requirement.
3. Outlet Structure Location
Please provide the design detail for the a t=-4 stnu- u--s-
4. Operation and Maintenance Agreement
An operation and maintenance agreement: "i3 re-czui-,e:. Trs okra=ion and maintenance agreement must also be
signed by the responsible party and notarized Art -2)arrr q -- aeg a- - t for an extended detention wet pond is
available on line at http://h2o.enr.state.ncLz tncw--Iia-ds?..nci,, Ld©c.
Division wetlands unit staff will strive to complete a final >?z±`tnrrl ww4ew within 10 working days of receipt of the
requested information. If you have any questkxl s or vm d lire b d"iiis--t.rss this project, please contact me at (919) 733-
9584. Also, please note that the NCDENR Storrrnr"Eo-es? Managerln" Practices Manual, April 1999, and other
documents and information can be downloaded torn %w'1N=-jtIarAds Unitlrreb site at
http://h2o.ehnr.state.nc.us/ncwetlands/.
Until this information is received, I will place #is project vn 4hob due Iv i complete information (15A NCAC 2H
.0507(a)(4)).
Y 1'
We Unid Su entsor
cc: Mooresville Regional Office
File
Joseph Floyd, Brigman Company, PO 66% 1532, .mrraY, SC2S528
North Carolina Division of Water Ouariry;. 401 Mrertttr fm VArlficatrcm try
165o Mail Service Center, Raleigh, NC Wilr-9 Add--W)
2321 Crabtree Blvd., Raleigh, NC 27%A-22E G jLzrftr "l,
919-733-1786 (phone), 919-733-689r' fri,. hMJh2r-*r-ra.2te: r_.m--mebands/
Project Name: Brawley
Project No. DWQ 000374
pond 2
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 2.0 average depth status
Bottom of Basin (ft) 653
Permanent Pool (ft) 656 3 ft. depth ok
Temporary Pool (ft) 656.75 0.75 ft. depth ok
areas
Permanent Pool SA (sq ft) 8422 3523 sq. ft. ok
Drainage Area (ac) 5.86
Impervious Area (ac) 1.758 30.0%
volumes
Permanent Pool (cu ft) 16799
Temporary Pool (cu ft) 9195 6807 cu. ft. ok
Forebay (cu ft) 7064 42.1 % check forebt
other parameters
SA/DA 0 1.38
Orifice Diameter (in) 0.5 0.00 cfs drawdown
Design Rainfall (in) 1 26.5 day drawdown check drawe
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 50
Project Impervious 30.0
Next Highest 60
3 ft. Permanent Pool Depth
SA/DA from Table
2.06
1.38
2.4
J
??
Project Name: Brawley
Project No. DWQ 000374
pond 1
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft)
Permanent Pool (ft)
Temporary Pool (ft)
646
650
651
areas
Permanent Pool SA (sq ft)
Drainage Area (ac)
Impervious Area (ac)
volumes
Permanent Pool (cu ft)
Temporary Pool (cu ft)
Forebay (cu ft)
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
71921
57.17
237778
92344
0
4
1
REQUIRED DESIGN:
3.3 average depth
4 ft. depth
1 ft. depth
55633 sq. ft.
r
11313^20 cu. ft.
/ ` o
2.23
0.30 cfs drawdown
3.6 day drawdown
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 50
Project Impervious 55.1
Next Highest 60
4 ft. Permanent Pool Depth
SA/DA from Table
2.06
2.23
2.4
status
ok
ok
ok
check tempt
ok
/G a
ok
4
?3)Of?
B RW__)IAYAAN
November 12, 2001
Mr. John R. Dorney
NC DENR
1621 Mail Service Center
Raleigh, NC 27669-1621
RE: DWQ Project #000374
Brawley Farms Subdivision
Mecklenburg County, North Carolina
Dear Mr. Dorney:

As a follow up to our August 10, 2001 correspondence concerning the referenced
project, we are enclosing the wet detention pond BMP calculations and a plan
depicting the footprint of these ponds on the site. The wet detention ponds are to
serve as mitigation for the loss of on-site water retention and habitat losses
resulting from the proposed impacts to an existing pond and associated stream.
With the completion of the wet detention pond calculations and associated plans
we are hereby requesting the issuance of 401 water quality certification for the
project.
Should you have any questions or require additional information please advise.
Sincerely,
Y'0'4'Y ? e - itJ
Joseph C. Floyd
Project Manager
JCF/alj
cc: Brandon Pridemore
Pete Colewell
CAMy Documents\LETTERS\00152-99137b.doc
WET DETENTION POND (B.M.P.) CALCULATIONS
for
BRAWLEY FARMS SUBDIVISION
PHASE IV
Prepared for
FIELDSTONE ASSOCIATES, L.P.
4508 East Independence Blvd., Suite 205
Charlotte, N.C. 28205
RJH Ref No. 1041
October 22, 2001
Prepared by:
•••• Q?H CARp??N •.?.
`,,? ?O •••. •.•. ••• 0,
•? •;OFESS/o
Q' 9`•? t
a SEAL
• P-0197 -'
o:
• i J ?
GIN
Jij;
R. JOE HARRIS & ASSOCIATES, PLLC
1698 W. Highway 160, Suite 210
Fort Mill, South Carolina 29708
Phone: [phone]
Fax: [phone]
folio
%•` H R
? •.....•0(?
0,? ; y
a 9? i
L
620
11110- \D
•
WET DETENTION POND (B.M.P.) CALCULATIONS
for
BRAWLEY FARMS SUBDIVISION
PHASE IV
Prepared for
FIELDSTONE ASSOCIATES, L.P.
4508 East Independence Blvd., Suite 205
Charlotte, N.C. 28205
RJH Ref No. 1041
•
October 22, 2001
Prepared by:
•
e
N
Brawley Farms Subdivision Phase IV & V
•
Wet Detention Pond #1
Pond Stage Surface Areas:
Description Elevation Surface Area Incr. Volume Accum. Volume

Bottom 646 52,138 0 0
647 54,519 53,324 53,324
648 56,900 55,705 109,029
649 64,411 60,617 169,646
Finished Pond (4" Orifice) 650 90,243 68,131 237,778
Two (2) 10" Orifices 651 94,461
652 98,679
Four (4) 4.0' X .5' Weirs 652.75 Weir Flow Data (Outlet Structure)
653 102,959
Emergency Spillway 653.75 30' Length Emergency Spillway @ 1.00%
654 107,239
655 111,580
Top of Embankment 656 115,921
Drainage Area: 57.17 Acres
Project Area: 31.51 Acres
% Impervious: 40 Percent
Pond Depth: 4 Feet
SA/DA: 1.43
•
Required Surface Area = (1.431100) X 57.17Acres X 43,560 S.F./Ac.
= 35,612 Sq.Ft. (OK - See Surface Area of Finished Pond = 71,921 sq.ft.)
Runoff Volume 0.05 +.009 (% Impervious)
0.41 in./in.
Volume (To Be Controlled) = Design Rainfall X Runoff Volume X Drainage Area
_ (1" Rainfall) X (.41 in.rn.) X (1/12 feet/in.) X (57.17 acres) X (43,560 sq.ft/acre)
85,086 cu.ft. (OK - Stage Storage From 650' to 651' is 92,344 cu.ft.)
Release Rate (85,086 cu.ft.)/((2 days) X (86,400 sec./day))
0.49 cu.ft./sec. (OK - Average Rate of Release 0.19 cfs will drain in approx. 2.59 days)
Required Forebay Volume (20%) X Permanent Pool Volume
(20%) X 237,778 cu.ft.
47,556 cu.ft.
Forebay Volume Provided = See Attached Forebay Volume Chart
57,339 cu.ft.
0
PROJECT NAME: Brawley Farms Phase IV DATE: 10/7/2001
PROJECT #: 1041 DESIGNER: B.S.P.
DESCRIPTION: Wet Pond #1 ENGINEER: R.J.H.
•
•
POND STORAGE VOLUME:
CONTOUR ELEVATION INCREMENT AC U.
ELEV. AREA DOTERENTL41 VOLUME' VOLUME
UZI S.F. C.F. C.F.

650.00 90,243 0.0 0 0
651.00 94,461 1.0 92,344 92,344
652.00 98,679 2.0 96,562 188,906
653.00 102,959 3.0 100,811 289,718
654.00 107,239 4.0 105,092 394,809
655.00 111,590 5.0 109,402 504,212
656.00 115,921 6.0 113,744 617,955

ORIFICE FLOW DATA:

ORIFICE
NO.
DIA.
AREA
S.F.
'C' INVERT
ELEV. NTIt.
LLEV.
DESCAtMON
1 4 0.087 0.6 650 650.17 4 " DIAMETER

2 10 0.545 0.6 651 651.42 10" DIAMETER
3 3 10 0.545 0.6 651 651.42 10" DIAMETER

WEIR FLOW DATA:

WEIR
NO CRMST
ELEV.
LENGTH
'C'
1 652.75 16 3.0
2 0.00 0 3.0
3 0.00 0 3.0

SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. = 653.75
WIDTH = 30
z = 10
'C' = VARIES

.7

0
PROJECT NAME:
PROJECT #:
DESCRIPTION:
COMBINED FLOW:
Brawley Farms Phase IV
1041
Wet Pond #1
DATE: 10/22/2001
DESIGNER: B.S.P.
ENGINEER: R.J.H.
O CES IRS S . L AY TOTAL
ELEV. Ql
O.F.S. Q2
C.F.S. Q3
C.F.S. Ql
C.F.S. Q2
C.F.S. Q3
U.S. Q1
C.F.S FLOW
C.F.S.

650.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
651.00 0.38 0.00 0.00 0.00 0.00 0.00 0.00 0.38
652.00 0.57 2.01 2.01 0.00 0.00 0.00 0.00 4.58
653.00 0.71 3.30 3.30 6.00 0.00 0.00 0.00 13.31
654.00 0.82 4.22 4.22 67.08 0.00 0.00 12.27 88.61
655.00 0.92 4.97 4.97 162.00 0.00 0.00 137.56 310.42
656.00 1.01 5.62 5.62 281.23 0.00 0.00 332.74 626.23

FINAL RESULTS:
STAGE STORAGE DISCHARGE
C.F. C.F.S.

650.00 0 0.00
651.00 92,344 0.38
652.00 188,906 4.58
653.00 289,718 13.31
654.00 394,809 88.61
655.00 504,212 310.42
656.00 617,955 626.23

Forebay Storaee Volume:
•
•
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
FT. S.F. C.F. C.F.

040,00 10,700 0.0 0 0
047,00 12,533 LO 11,638 11,638
048.00 14,300 2.0 13,407 25,045
049 00 16,150 3.0 15,219 40,264
(60 00 18,01 1 4.0 17,075 57,339

E
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
0 Worksheet Name: Brawley Farms Ph. 4
Comment: Emergency Spillway-B.M.P. Pond #1 (50 Year)
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
30.00 ft
3.00:1 (H:V)
3.00:1 (H:V)
0.030
0.0100 ft/ft
139.50 cfs
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.95 ft
4.49 fps
31.06 sf
35.68 ft
35.98 ft
0.85 ft
0.01 ft/ft
0.85 (flow is Subcritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Brawley Farms Subdivision Phase IV & V
•
Wet Detention Pond #2
Pond Stage Surface Areas:
Description Elevation Surface Area Incr. Volume Accum. Volume

Bottom 653 3,793 0 0
654 4,359 4,073 4,073
655 6,391 5,343 9,415
Finished Pond (1/2" Orifice) 656 11,704 7,383 16,799
4" Orifice 656.75 Discharge Outlet Above 1" Rainfall Pool
657 12,825
658 13,945
Four (4) 4.0' X .5' Weirs 658.50 Weir Flow Data (Outlet Structure)
659 15,131
Emergency Spillway 659.50 30' Length Emergency Spillway C 1.00%
660 16,316
Top of Embankment 661 17,563
Drainage Area: 5.86 Acres
Project Area: 31.51 Acres
% Impervious: 30 Percent
Pond Depth: 3 Feet
SAIDA: 1.34
.7
Required Surface Area = (1.24/100) X 5.86Acres X 43,560 S.F./Ac.
3,421 Sq.Ft. (OK - See Surface Area of Finished Pond = 8,422 sq.ft.)
Runoff Volume = 0.05 +.009 (% Impervious)
= 0.32 in./in.
Volume (To Be Controlled) = Design Rainfall X Runoff Volume X Drainage Area
_ (1" Rainfall) X (.32 in.fin.) X (1/12 feetfin.) X (5.86 acres) X (43,560 sq.ft/acre)
6,807 cu.ft. (OK - Stage Storage From 656 to 656.75' is 9,195 cu.ft.)
Release Rate = (6,807 cu.ft.)/((2 days) X (86,400 sec./day))
0.04 cu.ft./sec. (OK - Average Rate of Release 0.04 cfs will drain in approx. 2.00 days)
Required Forebay Volume (20%) X Permanent Pool Volume
_ (20%) X 16,799 cu.ft.
= 3,360 cu.ft.
Forebay Volume Provided See Attached Forebay Volume Chart
7,064 cu.ft.
0
•
•
PROJECT NAME: Brawley Farms Phase IV
PROJECT #: 1041
DESCRIPTION: Wet Pond #2
POND STORAGE VOLUME:
DATE: 10/22/2001
DESIGNER: B.S.P.
ENGINEER: R.J.H.
CONTOUR ELEV , ON INCREMENTAL A .
ELEV. AREA DWFERE*TIAL VOLUME VOL NZ

S.F. C.F. C.,
Ml (FT-y-

656.00 1 1, 704 0.0 0 0
657.00 12,925 1.0 12,260 12,260
658.00 13,945 2.0 13,381 25,641
659.00 15,131 3.0 14,534 40,175
660.00 16,316 4.0 15,720 55,895
661.00 17,563 5.0 16,936 72,831

ORIFICE FLOW DATA:

ORIFICE
NO.
RSA.
(IN.)
AREA
.F.
'C' INVERT
ELEV. alm
-ELEV.
.
DESCRWTION
1 0.5 0.001 0.6 656 656.02 0.50 " DIAMETER
2 4 0,087 0.6 656.75 656.92 4" DIAMETER
3 0 0.000 0.6 0 0.00 N/A

WEIR FLOW DATA:
WEIR
NO: ELEV.
wt) LENGTH 'C'
1 65870 16 3.0

2 0.00 0 3.0
3 3 0.00 0 3.0

SPILLWAY FLOW DATA:
EMERGENCY SPILLWAY
CREST ELEV. = 659.50
WIDTH = 30
z = 10
'C' = VARIES
is
C]

0
PROJECT NAME:
PROJECT #:
DESCRIPTION:
COMBINED FLOW:
Brawley Farms Phase IV
1041
Wet Pond #2
DATE: 10/22/2001
DESIGNER: B.S.P.
ENGINEER: R.J.H.
ORIFICES WEIRS SPILLWAY TOTAL
ELEV.
ej QI

C.F.S. Q2 Q3

C.F.S.
() Ql

C.F.S Q2

C.F.S. Q3

C.F.S. Q1

C.F,S. FLOW`

AS

656.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
657.00 0.01 0.12 0.00 0.00 0.00 0.00 0.00 0.13
658.00 0.01 0.44 0.00 0.00 0.00 0.00 0.00 0.45
659.00 0.01 0.61 0.00 16.97 0.00 0.00 0.00 17.59
660.00 0.01 0.74 0.00 88.18 0.00 0.00 34.74 123.67
661.00 0.01 0.85 0.00 189.74 0.00 0.00 180.91 371.51

FINAL RESULTS:
STAGE STORAGE DISCHARGE
FT, C.F. C.F.S.

656.00 0 0.00
657.00 12,260 0.13
658.00 25,641 0.45
659.00 40,175 17.59
660.00 55,895 123.67
661.00 72,831 371.51

Forebay Storase Volume:
U
•
CONTOUR ELEVATION INCREMENTAL ACCUM.
ELEV. AREA DIFFERENTIAL VOLUME VOLUME
FT. S.F. FT. C.F. C.F.

0S-3 .00 1,695 0.0 0 0
654 00 2,100 1.0 1,898 1,898
055 00 2,587 2.0 2,344 4,242
0"o,00 3,064 3.0 2,822 7,064

0
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
• Worksheet Name: Brawley Farms Ph. 4
Comment: Emergency Spillway-B.M.P. Pond #2 (50 Year)
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
30.00 ft
3.00:1 (H:V)
3.00:1 (H:V)
0.030
0.0100 ft/ft
19. 50 cf s
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.29 ft
2.15 fps
9.09 sf
31.77 ft
31.86 ft
0.23 ft
0.02 ft/ft
0.71 (flow is Subcritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
Certified Mail Return Receipt Requested
Mr. Frank Desimone
Suite 217, 3126 Milton Road
Charlotte, NC 28215
Dear Mr. Desimone:
MAI
NCDENR
August 31, 2000
Re: Fieldstone at Brawley Farms
Mecklenburg County
DWQ # 000374
The Division of Water Quality has reviewed your submittal for a 401 Certification for the subject project.
Your application was not complete since the revised application is not signed and specific plans for the
stormwater retention have not been received and reviewed. This information is needed by DWQ in order
for us to decide whether this project is approvable. The stormwater retention must be designed to remove
85% TSS per the NC DENR Stormwater Best Management Practices Manual, April 1999. It is
recommended that you propose extended detention wetlands as described in the Manual to meet the above
requirement. These devices will best replace the lost uses of the streams and ponds that you proposed to
impact. Please submit a signed copy of the application with plans, specifications, and calculations for the
proposed stormwater retention. Also, please note that the NCDENR Storrnwater Best Management
Practices Manual, April 1999, and other documents and information can be downloaded from the Wetlands
Unit web site at http://h2o.ehnr.state.nc.us/ncwetlands/.
I can be reached at 919-733-1786 if you have any questions. Until this information is received, I will place
this project on hold due to incomplete information (15A NCAC 2H .0507(a)(4)).
Y,
cc: Mooresville DWQ Regional Office
Todd St. John
Central Files
PnR.
y
ater Quality Certifi ation Program
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WQ Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Fieldstone at Brawley Farms c/o Frank DeSimone County Mecklenburg
Project Number 00 0374 County2
Recvd From APP
Received Date 3/24/00 Recvd By Region
Project Type residential
Region Mooresville
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req. FT-0 26 F__ N ? 11-19-8 WSIV ?- 30,830. 0.73 60.00
I-_I_- o Y O N F_F-F_F_I-F_F_
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? Q Y 0 N Did you request more info?Q Y O N
Have Project Changes/Conditions Been Discussed With Applicant?Q Y O N
Is Mitigation required? Q Y O N Recommendation: Q Issue O Issue/fond QQ Deny
Provided by Region: Latitude (ddmmss) 351454 Longitude (ddmmss) 803955
Comments:
The applicant is imposing to impact 60 feet of stream and fill 0.72 acres of wetlands (0.13 ac. near
the stream and 6.59 ar. near a ml-de-sac) during the development of a sing] family _amily residential
s ihd'y*cion Field investigations revealed that the 0.60 ac. of wetlands were actually approximately
500 feet of stream that discharges into a pond ( not wetlands as set forth in the application).
It is recommended that the application he returned to the applicant due to its inaccuracies.
cc: Regional Office
Central Office Page Number 1
Facility Name Fieldstone at Brawley Farms c/o Frank DeSimone County Mecklenburg
Project Number 00 0374 Regional Contact: Pete Colwell
Date: 4/26/2000
Comments (continued from page 1):
cc: Regional Office
Central Office Page Number 2
i ,I f
1 R C-MAr\J
In n August 10, 2000

Mr. John R. Dorney
NCDENR
Division of Water Quality
Wetlands/401 Unit
1621 Mail Service Center
Raleigh, NC 27669-1621
Orb ?tG,;
RE: DWQ Project #000374
Brawley Farms Subdivision
Mecklenburg County, North Carolina
Dear Mr. Dorney:
In response to your June 29, 2000 letter requesting additional information in
order to complete the 401 review process, and in conjunction with a site meeting
with Mr. Pete Colwell of the Mooresville Regional Office on July 20, 2000, we
wish to modify the current 401 application for the referenced project. We propose
to make the following modifications to bring both proposed and existing impacts
to waters/wetlands on-site in compliance with current 401 water quality
guidelines.
1. The manhole constructed within 2' of the stream will be retrofitted with
a waterproof seal to insure there will be no leakage into the adjacent
stream. Furthermore, the small stream will be diverted by hand tools
to outfall into the adjacent perennial stream at a point at least 40' away
from the sewer manhole.
2. To mitigate for both the loss of on-site storm-water retention and
habitat losses resulting from the proposed impacts to the existing pond
and associated stream, the applicant proposes to construct storm-
water retention basins within the remaining undeveloped phases of the
project. The applicant will not be able to provide any additional storm-
water retention within the phase II portion of the project since the
construction has been conducted in accordance with the plans that
were approved by Mecklenburg County and is now very near
completion.
Mr. John R. Dorney
Page 2
Furthermore, the applicant would like to retain the right to mitigate for
the loss of streams/wetlands through a financial donation to the Stream
Restoration Program, should the implementation of the ponds not be
feasible.
3. The existing utility line crossing will be modified to insure the rock and
stone bedding does not interfere with natural flow or movement of
aquatic species.
4. Recent land disturbance activities resulting from efforts to restore bank
of stream to original contour will be over-seeded to stabilize as soon as
possible.
Attached are revised permit drawings and a pre-construction notification
application reflecting the proposed modifications and including the additional
information requested in your June 29, 2000 letter and by Mr. Pete Colwell.'
We are very interested in reconciling the violations that have occurred on-site
and in bringing our project in compliance with current 401 water quality
guidelines.
Should you have any questions or require additional information, please advise.
Sincerely,

Joseph C. Floyd
Project Manager
JCF/alj
cc: Frank DeSimone - Applicant
Brandon Pridemore - Project Manager
Pete Colwell - NCDENR
CAMy DocumentsIETTERM00152-99137a.doc
EXISTING MANHOLE WITHIN
2' OF STREAM TO BE
RETROFITTED WITH WATER-
PROOF SEAL
LIMITS OF USACOE
APPROVED STREAM &
ASSOCIATED WETLAND
a
WETLAND FILL (EXIST.)
0.127 ACRES
I

TOTAL AREA 207.58 AC.
POND FILL 0.60 AC.
EXIST. WETLAND FILL .13 AC.
UPLAND BUFFER 3.61 AC.
STREAM & ASSOC. WET. 0.50 AC.
STREA M IMPACT 530 L. F.
EXIST. STREAM IMP. 12 L. F.
EXISTI)
DI VER1
W L
IN it
SM
VI
EAM 0 BE
TOO S TOO
0 TFALLE
_P AL/
PROPOSED GRADE
EXISTING GRADE
SECTION VIEW
N.T.S
PLAN/SECTION VIEW
FIELDSTONE AT BRAWLEY FARMS S/D
11 NATIONWIDE PERMIT #26 APPLICATION
z
DATE: 3/1 /00 PAGE
t APPLICATION NO.
PROPOSED WETLAND FILL
ACTIVITY: STREAM IMPACT
PURPOSE:
RESIDENTIAL DEVELOPEMENT
CHARLOTTE, NC
APPLICANT: MR. FRANK DESIMONE
, INC., P.O. BOX 1532,

UPLAND BUFFER ESTABLISHMENT
0.64 ACRES
UPLAND BUFFER ESTABLISHMENT
0.27 ACRES _
WETLAND FILL (F)(IST.1
.127 ACRES
TOTAL AREA 207.58 AC.

r~ POND FILL
EXIST. WETLAND FILL 0.48 AC.
.13 AC.
UPLAND BUFFER 3.81 AC.
WET. PRESERVATION 0.50 AC.
-^?--- STREAM IMPACT S30 LF.
EXIST. STREAM IMP. 12 LF.
DRAWINGS 214, 314, & 414 REVISED 7127100
TO DIS77NGUISH VARIOUS IMPACTS TO
WATER/WETLANDS AND SHOW APPROXIMATE
FOOTPRINT OF PROPOSED RE7EN770N BASINS
TO M177GATE FOR LOSS OF EXISTING ON-SITE
RETENTION.
THE WETLAND DELINEATIONS USED IN PREPARING
THIS WETLAND MASTER PLAN HAVE BEEN DONE
IN ACCORDANCE WITH CORPS. OF ENGINEERS
METHODS AND TECHNIQUES AND ARE AN ACCURATE
REPRESENTATION OF ALL JURISDICTIONAL WETLANDS
WITHIN THE PROJECT. THE DELINEATION HAS BEEN
REVIEWED AND APPROVED BY THE CORPS. AND
ASSIGNED THE FOLLOWING DELINEATION NUMBER.
ACTION,': 199831171
"TLA" MASTER PLC
FIELDSTONE AT BRAWLEY FARMS SID
LF.

t IN VII! I
h ',f,O !1
rKUP% StD WETIMD FILL
ACTIVITY: STREAM IMPACT
PURPOSE: RESIDENTIAL DEVELOPEMENT
NATIONWIDE PERMIT = APPI.K`.ATION CHARLOTTE, NC
DATE: 3MIi00 PAGE ?J APPLICANT:
MR. FRANK DESIMONE
APPLICATION NO.
ENT: THE BRI MAN COMPANY. INC.. P.O. X 1532. AY (8431248-9388 FAX: (M3) TO
PROP. RETENTION
BASIN
17 Ht ;iZFD A( CCNS/
~-? l SEC710N A -`1 M N v
N. TS
E LA=A
P TIN 61
%i

D FI
cR.
TOTAL AREA 207.58 AC.
POND FILL 0.60 AC.
EXIST. WETLAND FILL .13 AC.
UPLAND BUFFER 3.61 AC.
WET. PRESERVATION 0.50 AC.
STREAM IMPACT 530 L.F.
- EXIST. STREAM IMP. 12 L.F.
PLAN/SECTION VIEW
FIELDSTONE AT BRAWLEY FARMS SID
g
NATIONWIDE PERMIT #26 APPLICATION
DATE: 311/00 PAGE
s APPLICATION NO.
A : THE B I MAN COMPANY. INC.. P.O. X 11M UM

i
r
-- ¦
i?
PROP. RETENTION 1
BASIN
PROPO SFD CRAOF \
:gSTIN( GRAM
L
?/////( SECTION VIEW
V. r.s
PROPOSED WETLAND FILL
ACTIVITY: STREAM IMPACT
PURPOSE:
RESIDENTIAL DEVELOPEMENT
LOCATION:
CHARLOTTE, NC
APPLICANT.
MR. FRANK DESIMONE

OEM ID : CORPS ACTION ID: 1 Q Q R ,2 1 17 1
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #):
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 901 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE FIELD OF7 CE
OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET`. SEVEN (7) COPIES SHOULD BE
SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT (SEE AGENCY ADDRESSES SHEET;
PLEASE PRINT.
OWNERS NAME: Frank OPSimnnP
Suite 2173126, Milton Road
?^.AILING ADDRESS
- (.}?arln++o_ - 715 --
<C,TE! _ C°.. ION ?DDR -'1CI? r
^r_-? ??2? Markonhiir, minty N
5-62-2840
me
The grigman Cnm?)an 14
900-B Main Street
r.nnwii S( 2A?7ti
C.._ION CF tiCRK (°RCV7DE a '^A_
iE:.IP_L IC CG?A??? :v- CALL .
MacklPhur? `IEA.REST TOWN ^R
SPECIFIC'_ LCC=_"_-CN (=NCL'?7CE ZGi VC??EERS, A:Cr"?riRK
CnmmPncinn at tha intarcar+jnn of Ste-_ 2226 and S_R_ 2-822 At
the southwestern corner of Charlotte Memorial Gardens, travel
east approximately 1.1 mile, then turn left (north) onto Castle
ar en ane. en rave approximately is
situated on the right (east) side to the road.
')R NEAREST S REAM/RIVE..: Reedy Cree
31IVER BASIN:
PROJECT LOCATED NEAR WATER LASSIFIED AS TROUT, "!DAL SALTWATER
(SA), HIGH QUALITY WATERS 'HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER SUPPL`_'
(WS-I OR WS-II) ? YES [ ] NO [ Xl IF YES, EXPLAIN:
7b. IF THE PROJECT IS LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT
ARE OF ENVIRONMENTAL CONCERN (AEC)? YES( ] NO [X ]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF COASTAL
COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION:

8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS PROPERTY?
YES [ ] NO [ X ] IF YES, PROVIDE ACTION I .D. NUMBER :;F ^RE'7ICUS PE m= AND AN`:
ADDITIONAL INFORMATION '-INCLUDE PHOTOCOPY OF -COI C_RT17ICAT'_C1]':
ADDIT ONAL PERMIT =i:7--_DS FOP. -... .ROF= - - -.
YE NC X IF ESC:IBE --N=:-- ---- WCF.ri:
9A. ESTIMATED TOTAL NUMBER OF ACRES IN :'RAC': OF LAND: 207.58
9B. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON -ROJECT S=TE: .85
1JA. NUMBER OF ACRES OF WETT ANDS IMPACTED BY THE PROPOSED !'ROJECT BY:
EXCAVATION:
FILLING: X59 Ac
FLOODING: OTHER: .13 Ac. isolated water
DRAINAGE: TOTAL ACRES TO BE IMPACTED: . 4 6 A c . o pe n w a t e r p o n d
IJB. (i) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELOCATED, PROVIDE
DISTANCE BOTH BEFORE AND AFTER RELOCATION):
LENGTH BEFORE: FT AFTER: FT_
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: ?X) PLACEMENT OF PIPE IN CHANNEL: (X)
CHANNEL ELEVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER: (60' culverted for road crossing) (20'+1- relocated)
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED DRAINING
TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
1 2 . DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL EQUIPME117-
TO BE USED (ATTACH PLANS : 8;" x 11" DRAWINGS ONLY) : U t i l i z a t i o n of S i t e
as a residential development will require the crossing of a.
0.01 ac. intermittent stream approximately 60'x10' (0.01 ac.)
Q . u, a an a 1171!7 o open
water habitat - pond.
SE OF PRCPOSED WORC: Th- lurpoc P of the nr?oosPd ar+ivit;°a in
wetland, and watarc of tha it C is to p=f;riantiv tit4lize the
site as a residential development
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT :N
WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINI`^I ZE WE-7-LAND IMPACTS) : D u e t 0 t1 -
location and distribution of wetlands and waters of the U.S.
within the project area and the inherent design characteristics
a residential subdivision, complete avoidance was not practica) ?.
The western half of the property is unaccessable. Also impacts
are imi e o one cree crossing and one iso a e we an .
15. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC P?ESERVATION OFFICER (.SHPO) (SEE
AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC PROPERTIES IN THE
PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT.
DATE CONTACTED: 212-1100
16. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FJNDS OR THE USE OF PUBLIC
(STATE) LAND? YES [ ] NO [X ] (IF NO, GO TO L8)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL DOCUMENT
PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT?
YES [ 1 NO [ 1
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA DEPARTMENT
OF ADMINISTRATION STATE CLEARINGHOUSE? YES r ] NO [ )
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE STATE
CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING COMPLIANCE WITH THE
NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
i
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE DIRECTED TO MS.
CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH CAROLINA DEPARTMENT OF
ADMINISTRATION, 116 WEST JONES STREET, RALEIGH, NORTH CAROLINA 27603-8003, TELEPHONE
[phone].
17. THE FOLLOWING ITEMS SHOULD BE INCLUDED WIT, THIS ZPPLICATION IF PROPOSED ACTIVIT'_'
NVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATER-a- INTO WETLANDS:
WETLAND DELINEATION MAP SHOWING L:. WE TL ND . _P.=AMS, AKES AND PONDS 0,,1
PROPERTY (FOR NATIONWIDE PERMIT NUMBERS ?9, ANC TL
STREAMS (INTERMITTENT AND PERMANENT` ON .'HE = RCPERTY MGS T BE SHOWN ")N THE ?n r;-
MAP SCALES SHOULD BE 1 INCH EQUALS 50 __ET NC EQUALS '_CO 777- OR
EQUIVALENT.
-F AVAILABLE, REPRESENTATIVE PUCTOGRAPH ;7E_L_.`,-S -0 BE 7?? PACT_- 3Y PROJECT
IF DELINEATION WAS PERFORMED BY A CONSULTANT, -'ICL'JDE ALL DATA SHEETS RELEVA';-
TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN :.F REQUIRED.
WHAT IS LAND USE OF SURROUNDING PROPERTY? R e s i d e n t i a l D e v e l o p m e n t s
. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g. SIGNED AND DATED BY AGENT AUTHORIZATION LETTER, IF APPLICABLE.
I i 1 I ,j
B OG M AN
>M PAr\] Y
II,?< r;l?P I'AI1 I>
July 26, 2000
Mr. John R. Dorney
NCDENR
Division of Water Quality
Wetlands/401 Unit
1621 Mail Service Center
Raleigh, NC 27669-1621
RE: DWQ Project #000374
Brawley Farms Subdivision
Mecklenburg County, North Carolina
Dear Mr. Dorney:
WETLANDS GROUP
WATER Ul',LIrY StC1'1"

In response to your June 29, 2000 letter requesting additional information in
order to complete the 401 review process, and in conjunction with a site meeting
with Mr. Pete Colwell of the Mooresville Regional Office on July 20, 2000, we
wish to modify the current 401 application for the referenced project. We propose
to make the following modifications to bring both proposed and existing impacts
to waters/wetlands on-site in compliance with current 401 water quality
guidelines.
The manhole constructed within 2' of the stream will be retrofitted with
a waterproof seal to insure there will be no leakage into the adjacent
stream. Furthermore, the small stream will be diverted by hand tools
to outfall into the adjacent perennial stream at a point at least 40' away
from the sewer manhole.
2. To mitigate for both the loss of on-site storm-water retention and
habitat losses resulting from the proposed impacts to the existing pond
and associated stream, the applicant proposes to construct storm-
water retention basins within the remaining undeveloped phases of the
project. The applicant will not be able to provide any additional storm-
water retention within the phase II portion of the project since the
construction has been conducted in accordance with the plans that
were approved by Mecklenburg County and is now very near
completion.
Mr. John R. Dorney
Page 2
Furthermore, the applicant would like to retain the right to mitigate for
the loss of streams/wetlands through a financial donation to the Stream
Restoration Program, should the implementation of the ponds not be
feasible.
3. The existing utility line crossing will be modified to insure the rock and
stone bedding does not interfere with natural flow.
4. Recent land disturbance activities resulting from efforts to restore bank
of stream to original contour will be over-seeded to stabilize as soon as
possible.
Attached are revised permit drawings and a pre-construction notification
application reflecting the proposed modifications and including the additional
information requested in your June 29, 2000 letter and by Mr. Pete Colwell.
We are very interested in reconciling the violations that have occurred on-site
and in bringing our project in compliance with current 401 water quality
guidelines.
Should you have any questions or require additional information, please advise.
Sincerely,
*,4 C
Joseph C. Floyd
Project Manager
JCF/alj
cc: Frank DeSimone - Applicant
Brandon Pridemore - Project Manager
Pete Colwell - NCDENR
C:\My Documents\LETTERS\00152-99137a.doc

?I I II I I I l_ I i l jj
1
I ? 1
i
B ISHMENT /
!.12 ACRES
FIRM RETEN7110 UPLAND BUFFER ESTABLISHMENT i /
0.84 ACRES
UPLAND BUFFER ESTABLISHMENT
0.27 ACRES
MIETLAND FILL (EXIST.
.127 ACRES 't
TOTAL AREA 207.58 AC.

r POND FILL
EXIST. WETLAND FILL 0.48 AC.
.13 AC.
UPLAND BUFFER
WET. PRESERVATION 3.81 AC.
0.50 AC.
STREAM IMPACT 530 LF.
EXIST. STREAM IMP. 12 LF.
DRAWINGS 214, 314, & 414 REVISED 7127100
TO DISTINGUISH VARIOUS IMPACTS TO
WATER/WETLANDS AND SHOW APPROXIMATE
FOOTPRINT OF PROPOSED RETENT70N BASINS
TO M177GA7F FOR LOSS OF EXIS77NG ON-SITE
RE7EN77ON.
THE WETLAND DELINEATIONS USED IN PREPARING
THIS WETLAND MASTER PLAN HAVE BEEN DONE
IN ACCORDANCE WITH CORPS. OF ENGINEERS
METHODS AND TECHNIQUES AND ARE AN ACCURATE
REPRESENTA71ON OF ALL JURISDIC71ONAL WETLANDS
WITHIN THE PROJIECT. THE DELINEATION HAS BEEN
REVIEWED AND APPROVED BY THE CORPS. AND
ASSIGNED THE FOLLOWING DELINEATION NUMBER.
ACTION/: 199831171
WETLAND MASTER PL
FIELDSTONE AT BRAWLEY FARMS SID
NATIONWIDE PERMIT #25 APPLICATION
DATE: 3/1100 PAGE
APPLICATION NO.
THE BRIGMAN COMM. I NC.. P.O. BOX 1
( IN rvmr )
I nn 6 - 600 fI
PROPOSED WETLAND FILL
ACTIVITY: STREAM IMPACT
PURPOSE: RESIDENTIAL DEVELOPEMENT
CHARLOTTE, NC
MR. FRANK DESIMONE
f PROP. RETENTION
BASIN
100 Uf ROAD-1 LIMAS 'f {Vn if l'l IIIF il' Ir)'
10*
l/ Jo ' 0 I to i3F wEn
r, N.TNY nt coNSr
SFY.'!!O/V_ A-A MIN SIZC 64'.
,.._,._.../ J A
E PR ED C
I P TIN 60 L ---OF EA M
FI
4 CR
(PROP Fl
r r ROP. RETENTION
BASIN
TOTAL AREA 207.58 AC.
POND FILL 0.60 AC.
EXIST. WETLAND FILL .13 AC. PROPOSi D GRADE
UPLAND BUFFER 3.61 AC. 01MING GRADE
WET. PRESERVATION 0.50 AC.
^ -? STREAM IMPACT 530 L.F. 5h'( TION VIEW
EXIST. STREAM IMP. 12 L.F. N. TS
POWER ENOMIERING
PLAN/SECTION VIEW PROPOSED MP CT
FIELDSTONE AT BRAWLEY FARMS SM PURPOSE:
RESIDENTIAL DEVELOPEMENT
NATIONWIDE PERMIT #25 APPLICATION LOCATION: CHARLOTTE, NC
DATE: 3/1/00 PAGE 3/4 JAPPLICANT: MR. FRANK DESIMONE
3 APPLICATION NO.
kGENT: THE B MI = COMPANY. INC.. P. 1532 Y (W) 2:( 12
EXISTING MANHOLE WITHIN
2' OF STREAM TO BE
RETROFITTED WITH WATER-
PROOF SEAL
WETLAND FILL (EXIST.)
0.127 ACRES
TOTAL AREA
207.58
AC.
::.: POND FILL
......................
0.60
AC.
EXIST. WETLAND FILL
.13
AC.
UPLAND BUFFER
3.61
AC.
WET. PRESERVATION
0.50
AC.
STREAM IMPACT
530
L.F.
EXIST. STREAM IMP.
12
L.F.
EXIST] G SM LL
DIVER D \AA H
LO
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S
EAM YO BE
TOOVS
T00 S T00
4 -OUTFALLS
PROPO'll a GRAU
[XIS]ING GRADF
SECTION VIEW
N, KS
PL"ISE CTION WE
FIELDSTONE AT BRAWLEY FARMS SID
NATKXMDE PERMIT MIAPPLICATION
1 i i PAG
�APPLICATION•
Td�:iiia:l�c]:1'd�n:[«•:�I]1:1�I:I•��ia •SaF�%�r•`.:�':
PROPOSED
WETLAND FILL
ACTIVITY:
STREAM IMPACT
PURPOSE:
RESIDENTIAL DEVELOPEMENT
LOCATION:
CHARLOTTE, NC
APPLICANT:
MR. FRANK DESIMONE

DEM ID : CORPS ACTION ID: I Q 9,q -1 l l 71
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #): 26
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE FIELD OFFICE
OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN (7) COPIES SHOULD BE
SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT (SEE AGENCY ADDRESSES SHEET).
PLEASE PRINT.
OWNERS NAME: Frank OaSimnna
2 MAILING ADDRESS: Suite 2173126, Milton Road
.
SUBDIVISION NAME:
CITY: rgarl nt+o STATE: Nr ZIP C:DE: 22215
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION N L??E DI7FERENT FROM
MAILING ADDRESS ABOVEI : S R ?R22 MerkPnhurg County, N C
_
TELEPHONE NUMBER ( HOYSE WCRK' ?7 Q4) X4_2 2 4 0
4. IF APPLICABLE: AGENT'. NAME OR. RESPONSIBLE R.P R?._ _ _AL,
ADDRESS, PHONE NUMBER: The Rrigman Comnan Tnr
900-B Main Street
Cnnway, SC 2q.S2F
LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF JSGS TOPOGRAPHIC MAP OR
AERIAL PHOTOGRAPHY WITH SCALE) :
COUNTY: M er k I e n h u r n NEAREST TOWN OR CITY :
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ETC.)
f nmmanrina at the intarcartio Of S_R _ 2226 and S,R, 2822 at
the southwestern corner of Charlotte Memorial Gardens, travel
east approximately 1.1 mile, then turn left (north) onto Castle
Garden Lane. en travel .
situated on the right (east) side to the road.
6 . IMPACTED OR NEAREST STREAM/ RIVER: R e e d y C r e e k
RIVER BASIN:
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER SUPPLY
(WS-I OR WS-II)? YES [ ] NO [ X] IF YES, EXPLAIN:
7b. IF THE PROJECT IS LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT
ARE OF ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [X ]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF COASTAL
COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION:
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS PROPERTY?
YES [ ] NO [ X] IF YES, PROVIDE ACTION I.D. NUMBER OF PREVIOUS PERMIT AND ANY
ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401 CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE FUTURE?
YES [ ] NO [ X] IF YES, DESCRIBE ANTICIPATED WORK:
9A. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: 207.58
9B. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE: .85
10A. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: J) EXCAVATION:
FLOODING: OTHER:
DRAINAGE: TOTAL ACRES TO BE IMPACTED: X61 r?`%
10B. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELOCATED, PROVIDE
DISTANCE BOTH BEFORE AND AFTER RELOCATION):
LENGTH BEFORE: FT AFTER: FT
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE:
FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X-
CHANNEL ELEVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED DRAINING
TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL EQUIPMENT
TO BE USED (ATTACH PLANS: 81-" x 11" DRAWINGS ONLY) : U t i l i z a t i o n of s i t e
as a residential development will require the crossing of a
0.01 ac. intermittent stream approximately 60'x10' (0.01 ac.)
13. PURPOSE OF PROPOSED WORK: The purpose of the Proposed activities, in
wetlands and waters of the U S is to efficiently utilize the
site as a residential development
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS) :Due t o t h a
location and distribution of wetlands and waters of the U.S.
within the project area and the inherent design characteristics
a residential subdivision, complete avoidance was not practicable.
The western half of the property is unaccessable. Also impacts
are imi e o one cree crossing an one isolated wetland.
15. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER (SHPO) (SEE
AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC PROPERTIES IN THE
PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT.
DATE CONTACTED: 2 121 100
16. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF PUBLIC
(STATE) LAND? YES [ 1 NO [X 1 (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL DOCUMENT
PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT?
YES [ 1 NO [ 1
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA DEPARTMENT
OF ADMINISTRATION STATE CLEARINGHOUSE? YES [ 1 NO [ 1
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE STATE
CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING COMPLIANCE WITH THE
NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE DIRECTED TO MS.
CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH CAROLINA DEPARTMENT OF
ADMINISTRATION, 116 WEST JONES STREET, RALEIGH, NORTH CAROLINA 27603-8003, TELEPHONE
[phone].
17. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF PROPOSED ACTIVITY
INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES AND PONDS ON THE
PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, i8, 21, 26, 29, AND 38). ALL
STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY MUST BE SHOWN ON THE MAP.
MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1 INCH EQUALS 100 FEET OR THEIR
EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY PROJECT.
c. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS RELEVANT
TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e . WHAT IS LAND USE OF SURROUNDING PROPERTY? R e s i d e n t i a l D e v e l o p m e n t s -
f . IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g. SIGNED AND DATED BY AGENT AUTHORIZATION LETTER, IF APPLICABLE.
POWER ENGINEERING COMPANY, INC.
9731-A Southern Pine Boulevard Charlotte North Carolina 2H273 (704) 52 5-72 75 fax [phone]

.,.-J;
July 13, 2000
Mr. John Dorney
Wetlands Division
North Carolina Department of
Environment & Natural Resources
401 Unit 1621 Mail Service Center
Raleigh, North Carolina 27669-1621
Re: Brawley Farms Subdivision
PEC Ref.No.: 5582
Dear Mr. Dorney:
On behalf of Fieldstone Associates, we have received your letter dated June 29, 2000 which
outlines the State's concerns regarding the fill of wetlands and the notice of violations for the
above referenced project (DWQ #000374). We have reviewed the site with the Contractor and
outlined your concerns on the project and appropriate action has been taken to incorporate Best
Management Practices along the Reedy Creek Tributary.
We have spoken with Pete Colwell with the Mooresville Regional Office and scheduled a
meeting for July 21, 2000, to review the project site and address the concerns outlined on the
letter. This letter shall serve as notice that we will continue to seek the necessary 401
Certification as described in the application submitted by the Brigman Company on behalf of
Fieldstone Associates dated May 22, 2000.
It is our intent to satisfy your concerns regarding the violations noted on your letter and to
continually progress on seeking approval of the 401 Certification. If you should have any
questions or require additional information, please feel free to contact us.
Sincerely,
POWER ENGINEERING COMPANY, INC.
Brandon S. Pridemore
Project Manager
xc: Frank De Simone, Fieldstone Associates
Joe Floyd, Brigman Company
ENGINEERS ¦ SURVEYORS ¦ PLANNERS
COLUMBIA CHARLOTTE
Brawley farms
Subject: Brawley farms
Date: Mon, 24 Jul 2000 12:32:46 -0400
From: Peter Colwell <[e-mail]>
Organization: NC DENR - Mooresville Regional Office
To: Cyndi Karoly <[e-mail]>
Cyndi,
I met with these guys last Thursday and have A letter going out to them to summarize w
continuing the project on hold. They still have some issues to resolve and will be re-
Pete
Cyndi Karoly wrote:
> ------------------------------------------------------------
> Subject: Delivery Status Notification
> Date: Fri, 21 Jul 2000 14:16:38 -0400
> From: Mail Delivery Service <[e-mail]>
> To: [e-mail]
> - These recipients of your message have been processed by the mail server:
> [e-mail]; Action: Failed; Status: 5.1.1 (bad destination mailbox addr
> Remote MTA mailhost.ncmail.net: SMTP diagnostic: 550 Invalid recipient <pete.col
> ----------------------------------------------------------- ------
> Reporting-MTA: dns; scc037.sips.state.nc.us
> Received-from-MTA: dns; ncmail.net (207.4.102.102)
> Arrival-Date: Fri, 21 Jul 2000 14:16:38 -0400
> Final-Recipient: rfc822; [e-mail]
> Action: Failed
> Status: 5.1.1 (bad destination mailbox address)
> Remote-MTA: dns; mailhost.ncmail.net
> Diagnostic-Code: smtp; 550 Invalid recipient <[e-mail]>
> - -------------------------------------------------------------
> Subject: Brawley Farms
> Date: Fri, 21 Jul 2000 14:31:57 -0400
> From: Cyndi Karoly <[e-mail]>
> To: [e-mail]
> I have the Fieldstone at Brawley Farms file in case we ever catch up
> with each other on the phone. This thing is on hold as of 6129100 with
> a long laundry list of issues.
Pete Colwell - [e-mail]
%TITLE%
North Carolina Dept. of Environment & Natural Resources
Div. of Water Quality
919 N. Main St.
Mooresville, NC 28115
Ph: 704.663.1699 Fax: [phone]
1 of 2 7/25/00 11:52 AP4
MEMORANDUM
TO: John Dorney Regional Contact: Samar Bou-ghazale
Non-Discharge Branch WO Supervisor: Bex Gleason
Date: ,12512000
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Fieldstone at Brawley Farms c/o Frank DeSimone County Mecklenburg
Project Number 00 0374 County2
Recvd From APP Region Mooresville
Received Date 3/24/00 Recvd By Region
Project Type residential
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
26 F - WT ON F-11-19-8 Wsly _- 30,830. 0.73 60.00
I--?- o Y o Nr-r-f ?-f -(-_ f
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? O Y (ON Did you request more info? O Y ON
Have Project Changes/Conditions Been Discussed With Applicant?O Y O N
Is Mitigation required? Q Y O N
Recommendation: Olssue Olssue/fond OO Deny
Provided by Region: Latitude (ddmmss) 351454 Longitude (ddmmss) 803955
Comments:
The applicant two impact 60 feet of stream and fill 0.72 acres of wetlands (.0-13 ac, near
.,. ar a i-de-sac) the development of a single family residential
the str, ,mni i ? and o.56 d n..?' 5n ac, i ?cn? a ?....
the u c
subdivision, Field investigations revealed that the 0.59 ac of wetlands w r actually approximately
500 feet ? of .?msc oes into a pond ( not wetlands as eat forth in the application),
_?,.., ,f m ? ?? str? ?a? ? that ?a+ ? ..I? gar
It is recommended that the annlicatlnn he returned to the applicant due to its inaccuracies.
cc: Regional Office Page Number 1
Central Office
Facility Name Fieldstone at Brawley Farms c/o Frank DeSimone County Mecklenburg
Project Number 00 0374
Regional Contact:
Date:
Samar
4/26/2000
Comments (continued from page 1):
cc: Regional Office
Central Office Page Number 2
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
WAA
IT 1 fflk1 ? •
A;12
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
June 29, 2000
DWQ Project # 000374
Mecklenburg County
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Mr. Frank De Simone
3126 Milton Road, Ste 217
Charlotte, NC 28215
Dear Mr. Simone:
The Division of Water Quality has reviewed your plans for the discharge of fill material into 0.72
acres of wetlands and 60 linear feet of streams located at SR2826 and SR2822 in Mecklenburg County for
development of Fieldstone at Brawley Farms subdivision as described in your application dated May 22,
2000. Insufficient evidence is present in our files to conclude that your project must be built as planned in
waters and/or wetlands in accordance with 15A NCAC 2H .0506. Therefore, unless modifications of the
proposal are made as described below, we will have to move toward denial of your 401 Certification as
required by 15A NCAC 2H .0507(e) and will place this project on hold as incomplete until we receive this
additional information, we are requesting (by copy of this letter) that the U.S. Army Corps of Engineers
place your project on administrative hold.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to placing fill in these waters and/or
wetlands. Specifically can you explain wl the following violations were found on site:
1. A sewer line and manhole were constructed within two feet of a stream while the Certification
requires a 10 foot separation?, f
2. The pond will need to be retrofitted to ensure that downstream flow is retained, and
3. Mitigation may be needed depending on the biological nature of the stream to be impacted. Any
documentation such as maps and narrative that you can supply to address alternative designs for
your project may be helpful in our review of your 401 Certification.
4. Violations of the NW12 Certification requiring that the sewer line and construction corridor be
kept 10 ft off the stream banks. Specifically, disturbed areas along the stream should be stabilized;
fill material, including the rock check dam and sediment, should be removed from the stream; and
the sewer line relocated to maintain the IOft separation before the 401 WQC will be issued.
5. The 401 application should be revised to show the 0.59 acre wetland as stream channel, pond, and
wetlands as discussed with Mr. Floyd.
6. In order to compensate for the loss of the above system, and because of the density of the
development, the project should include permanent stormwater detention facilities.
Also this project will require compensatory mitigation as described in 15A NCAC 2H .0506(h).
Please respond within three weeks of the date of this letter by sending a copy of this information to
me and to Mr. Pete Colwell for the Mooresville Regional Office at [phone]. 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 919-733-9646 if you have any questions.
Sincerely,
Jo n R. Dorney
Wetlands/401 Unit 1621 Mail Service Center Raleigh, North Carolina 27669-1621
Telephone [phone]FAX # [phone]
An Equal Opportunity Affirmative Action Employer
50% recycled/ 10% post consumer paper
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Jun 27 '00 15.34 P.01i02
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Fax Number Number of :pages (inelgding cover):- Z
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NCDEHR
North Carolina Department of
Environment and Natural Resources
Mooresville Regional Office
919 North Main Street -°- ••
Mooresville, North Carofina 26116
Phone; 704!663-1699
Fax; 7D4/663-6D40
Section
Date: IInn
To: CVkdt-
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Jun 27 '00 15.35 P.02i02
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POWER ENGINEERING COMPANY, INC.
011N A Umalxlrn Wnl- fln11lQV? d t,11AVO North r,',imJ1m ZRIM 17061 524,7175 Nx U04! 57:7 1515
June 23, 2000
Mr. Putoc Colwell
Division of Water Quality
NW& caroling D"AM of of
Ravironnunt and Natural Resources
919 North Main Street.
Mooresville, NC 28115
Re: Brawley Farms Subdivi:im
PLC ROM & 5382
Door Mr. Colwell:
it was broulllrt to our aWsaticn by Mr. he. Floyd, with tha Brigman Company, th dwe were a number of
ooncems needing to be addreaaad regprding tha ImplannWitauand 1711144 wul non of the erosion and sediment
control ftweilres oil the abm re&rWoed projaot rite, belied u0m your mesons with the Brigrnsn Company
at June 21, 2000. Mr. Floyd also had pointed ovt that it Appeared the Car?vacwr has not boon inVIemerting
Bost Management Prireom (B_M.P.'s) during oonSmotion.
We are oonoerned that the Contractor has not neaiataiaoo - .,...w.g uiusion and tedhnot control measures
not implownted B.M,P,'e to aid in mpintir* and minbuisi"g negative ingm0ta to the environment that are
inherent wish con tructim alagg envieenmmtslly eaesit "Oran &. Wo have met with the Contractor W review
She site and illustrated your totems with the work needing to be oddr=W and rectified. 'ilte CaMraetor her
baps to repair all ditUgM SW ti not end lnftli "row Elk PonCe at the tae of all disturbed alopee. 1n addition,
suvlam ogees that have been partially blocked by debris and/of adimentation will bo opened.
Planes note that condruction along the areas of ooncem has not beat Hilly completed, but 1ho c:ontraator
expects to Grade, aCaetMd and seed t11e easement whhin 3-3 weeks, pending continued bvorebl• weeder.
Ilia Contraaor and Owner has expressed their williwese to rectify all inouflE'icimt work and implQmQnt any
additional maimim PBNR may require.
We would like to shoat with you in 10.14 days to review the pmgm of the work and address any additialal
tweems that you may have,
if you should have any questions or need additional infbm "tion, Please Poet free to caitetct us.
Sinoarely, _
POWEK ENGIN1SEPINtl 0 ,INC.
7 7..
Brondnn S. Pridemore
Project Manager
f.NrINCLRS M SUKyi.y()K, ¦ ?FANNtR5
01111 MelA CHANI 11111
i
Feildstone at Brawley Farms
Subject: Feildstone at Brawley Farms
Date: Fri, 23 Jun 2000 10:17:28 -0400
From: Peter Colwell <[e-mail]>
Organization: NC DENR - Mooresville Regional Office
To: John Dorney <[e-mail]>
Hey John,
I guess my slow start is over. Things are wide open now. I can't find
violations on my own Land Quality is sending them to me.
Fieldstone DWQ# 000374, Meck. I will be sending a letter to these
guys about what I found on Wed. They have WQ violations on site now
dealing with stream impacts from the installation of a sewer line and
other fill on the main trib. Quetsion: They have a man hole 2 ft off
the small perennial stream, should we make them move it? As far as the
stream question Samar raised, it is at least a strong intermittent and
likely a small perennial. It flows into an old pond that only has an
intermittent outflow. I think the pond is discharging subsurface. I
want to get them to put in stormwater measures to compensate for the
proposed stream and pond impacts. They need to revise their 401
application and clean up their violations before we issue.
Stream question: Are we still requiring 2:1 mitigation for the burial
of streams and just 1:1 for the relocation or other impacts. For stream
mitigation I assume we are still looking for presence of fish, crayfish
etc. If we do not find these critters then stream mit. is not an
option. And for pond creation: the flooding is an impact requiring
authorization but not mitigation.
I just want confirm what I am telling folks. I hope I don't need
retraining.
Thanks
Pete
Pete Colwell - [e-mail]
%TITLE%
North Carolina Dept. of Environment & Natural Resources
Div. of Water Quality
919 N. Main St.
Mooresville, NC 28115
Ph: 704.663.1699 Fax: [phone]
Pete Colwell <Peter.Colwell @ncmail.net>
%TITLE%v
NC DENR - Mooresville
Div. of Water Quality
1 of 2 6/23/00 2:30 PM
w
May-22-00 11:10A
r i 7
May 22, 2000
P.02

Mr_ John R. Dorney
NCDENR
Wetlands/401 Unit 1621 Mail Service Center
Raleigh, NC 27669-1621
RE: Fieldstone at Brawley Farms S/D
404/401 Permit Application DWQ #000374
Mecklenburg County, North Carolina
Dear Mr. Dorney:
This letter is in response to your May 1, 2000 letter requesting additional
information concerning Issues related to the proposed waters/wetland impacts
for the referenced project.
Complete avoidance of impacts to waters/wetland resources was not practicable
because of the location and distribution of the jurisdictional areas throughout the
project site and the adherent physical characteristics of a well designed single
family residential development.
The following basic design criteria and construction techniques have been
incorporated into the master plan in order to minimize all unavoidable impacts to
waters/wetland resources.
1. All unique wetland resources, outstanding resource waters and perennial
streams should be buffered from the construction envelope, if possible.
2. All roadway and utility crossings should be oriented perpendicular to aquatic
resources or be aligned to cross wetland resources at the narrowest point
when required.
3. Project construction shall strictly adhere to sediment and erosion control plan.
Best management practice shall be employed during construction to minimize
erosion and migration of sediment off-site.
May-22-00 11:10A
Mr. John R. Dorney
Page 2
These practices may include, but not be limited to, the use of mulches, hay bails,
silt fences, and other devices capable of preventing erosion and migration of
sediments off-site.
It was not possible to simultaneously achieve optimum conditions for each of
these design criteria, but the construction plan was developed so that a
reasonable balance is achieved between avoidance of waters/wetland resources
and the various logistical economic and safety parameters that must be met in a
project of this type.
The 0.59 acre jurisdictional area, which has been incorporated into the
development plan, is a result of the construction of a coffer dam at the end of the
divide between two hills. Approximately 0.30 acres of this area is a deep water
habitat or a pond. No surface water connection exist between this jurisdictional
area and the perennial stream on-site. Additionally, this area is classified as a
pond on the U.S.G.S. topographic quadrangle (see attached figure). The only
stream having perennial characteristics on-site transects from North to South in
the center of the tract and is a tributary of Reedy Creek.
As mitigation for the unavoidable impacts to waters/wetland the applicant
proposes to preserve and enhance the remaining undisturbed portions of the on-
site perennial creek, which fall within the limits of the project area by establishing
variable width upland buffers ranging from 25' to 75' and totaling 3.61 areas.
This area will be preserved and protected in perpetuity by the establishment of
restrictive covenants and the posting of conservation area "Do Not Disturb" signs
along the perimeter of this area.
Should you have any questions or require any additional information in order to
complete the review and certification process, please advise.
Sincerely,
*?O? C. 4_J31,_O
Joseph C_ Floyd
Project Manager
JCF/alj
cc: B. Pridemore
P. 03
CAMy Documents\LETTERS100152-99137e.doc
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ACTIVITY: WETLAND FILL
LOCATION MAP PROPOSED
FIELDSTONE AT BRAWLEY FARMS S/D PURPOSE: RESIDENTIAL DEVELOPEMENT
LOCATION:
NATIONWIDE PERMIT #26 APPLICATION CHARLOTTE, NC
DATE: 2/16/00 PAGE 1/4 APPLICANT:
APPLICATION \C. MR. FRANK DESIMONE
AGENT: HE BRIGMAN COMPANY, INC., P.O. BOX 1532, CON AY 29526 [phone] FAX: [phone]
4nsite pond and associated wetland.
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
1 ocma?
•
AOM" IL
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
May 1, 2000
DWQ Project # 000374
Mecklenburg County
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Mr. Frank DeSimone
3126 Milton Road, Ste 217
Charlotte, NC 28215
Dear Mr. DeSimone:
The Division of Water Quality has reviewed your plans for the discharge of fill material into 0.72
acres of wetlands and 60 linear feet of streams located in Mecklenburg County for Fieldstone at Brawley
Fields subdivision as described in your application dated March 21, 2000. Insufficient evidence is present in
our files to conclude that your project must be built as planned in waters and/or wetlands in accordance with
15A NCAC 2H.0506. Therefore, unless modifications of the proposal are made as described below, we will
have to move toward denial of your 401 Certification as required by 15A NCAC 2H .0507(e) and will place
this project on hold as incomplete until we receive this additional information, we are requesting (by copy
of this letter) that the U.S. Army Corps of Engineers place your project on administrative hold.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to placing fill in these waters and/or
wetlands. Specifically can you correct your application to show the true extent of streams rather than
wetlands? From DWQ's field visit about 0.59 acres of "wetlands" are actually streams. Any documentation
such as maps and narrative that you can supply to address alternative designs for your project may be
helpful in our review of your 401 Certification. Also this project will require compensatory mitigation as
described in 15A NCAC 2H .0506(h), if the streams have perennial characteristics which were not
discussed in the application. Your mitigation proposal is insufficient because none was proposed.
Please respond within three weeks of the date of this letter by sending a copy of this information to
me and to the Mr. Samar Bou-ghazade, Mooresville Regional Office at [phone]. 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 919-733-9646 if you have any questions.
inc r
n R. D ey
cc: Mooresville DWQ Regional Office
Central Files
4ile Copy
Asheville Field Office Corps of Engineers
James Floyd; Brigman Co. Inc.
Wetlands/401 Unit 1621 Mail Service Center Raleigh, North Carolina 27669-1621
Telephone [phone]FAX # [phone]
An Equal opportunity Affirmative Action Employer
50% recycled/10% post consumer paper
MEMORANDUM
TO: John Dorney Regional Contact: Samar Bou-ghazale
Non-Discharge Branch WO Supervisor: Rex Gleason
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Fieldstone at Brawlev Farms c/o Frank DeSimone
Project Number 00 0374
Recvd From APP
Received Date 3/24/00 Recvd By Region
Project Type residential
County Mecklenburg
County2
Region Mooresville
Certificates Stream
Permit Wetland Wetland Wetland • Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
26 F O Y O N ?- 11-19-8 WSIV F- 30,830. 0.73 60.00
F_ F0 _Y F
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? Q Y pO N Did you request more info? Q Y O N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y O N
Is Mitigation required? QQ Y O N Recommendation: Q Issue O Issue/fond O Deny
Provided by Region: Latitude (ddmmss) 351454
Longitude (ddmmss) 803955
Comments:
The i nosing to Impact Fn feat of stream and fill 0.72 acres of wetlands (0.13 ac, near
the stream and o ,5Q ar near a cul-de-sac) during the development of a single family residential
s! IJdivis'on. Field investigations revealed that the 0.55) ac. of wetlands were actually approxjmately_
500 feet of stream that discharges into a pond ( not wetlands as set forth in the ap ation).
It is recommended that the apnllcation by reti rued to the applicant due to
Its InaceLlraGles.
cc: Regional Office Page Number 1
Central Office
Facility Name Fieldstone at Brawley Farms c/o Frank DeSimone
County Mecklenburg
Project Number 00 0374 Regional Contact: Samar
Date: 4/26/2000
Comments (continued from page 1):
cc: Regional Office
Central Office Page Number 2
II
AA A r?
May 22, 2000
MAY 2 4 2000
11 I ATE GROUSECTPION
Mr. John R. Dorney
NCDENR
Wetlands/401 Unit 1621 Mail Service Center
Raleigh, NC 27669-1621
RE: Fieldstone at Brawley Farms S/D
404/401 Permit Application DWQ #000374
Mecklenburg County, North Carolina
Dear Mr. Dorney:

This letter is in response to your May 1, 2000 letter requesting additional
information concerning issues related to the proposed waters/wetland impacts
for the referenced project.
Complete avoidance of impacts to waters/wetland resources was not practicable
because of the location and distribution of the jurisdictional areas throughout the
project site and the adherent physical characteristics of a well designed single
family residential development.
The following basic design criteria and construction techniques have been
incorporated into the master plan in order to minimize all unavoidable impacts to
waters/wetland resources.
1. All unique wetland resources, outstanding resource waters and perennial
streams should be buffered from the construction envelope, if possible.
2. All roadway and utility crossings should be oriented perpendicular to aquatic
resources or be aligned to cross wetland resources at the narrowest point
when required.
3. Project construction shall strictly adhere to sediment and erosion control plan.
Best management practice shall be employed during construction to minimize
erosion and migration of sediment off-site.
't'?

Mr. John R. Dorney
Page 2
These practices may include, but not be limited to, the use of mulches, hay bails,
silt fences, and other devices capable of preventing erosion and migration of
sediments off-site.
It was not possible to simultaneously achieve optimum conditions for each of
these design criteria, but the construction plan was developed so that a
reasonable balance is achieved between avoidance of waters/wetland resources
and the various logistical economic and safety parameters that must be met in a
project of this type.
The 0.59 acre jurisdictional area, which has been incorporated into the
development plan, is a result of the construction of a coffer dam at the end of the
divide between two hills. Approximately 0.30 acres of this area is a deep water
habitat or a pond. No surface water connection exist between this jurisdictional
area and the perennial stream on-site. Additionally, this area is classified as a
pond on the U.S.G.S. topographic quadrangle (see attached figure). The only
stream having perennial characteristics on-site transects from North to South in
the center of the tract and is a tributary of Reedy Creek.
As mitigation for the unavoidable impacts to waters/wetland the applicant
proposes to preserve and enhance the remaining undisturbed portions of the on-
site perennial creek, which fall within the limits of the project area by establishing
variable width upland buffers ranging from 25' to 75' and totaling 3.61 areas.
This area will be preserved and protected in perpetuity by the establishment of
restrictive covenants and the posting of conservation area "Do Not Disturb" signs
along the perimeter of this area.
Should you have any questions or require any additional information in order to
complete the review and certification process, please advise.
Sincerely,
*?O? C. 4_z?
Joseph C. Floyd
Project Manager
JCF/alj
cc: B. Pridemore
CAMy Documents\LETTERS\00152-99137a.doc
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LOCATION MAP

m
PROPOSED
ACTIVITY: WETLAND FILL
FIELDSTONE AT BRAWLEY FARMS S/D

m
m PURPOSE:
RESIDENTIAL DEVELOPEMENT
z LOCATION:
< NATIOMMDE PERMIT 626 APPLICATION CHARLOTTE, NC
x
DATE: 2/16/00 PAGE 1/4 ApP?/W;
MR. FRANK DESIMONE
APPLICATION N0.
. THE BRIGMAN COMPANY. INC.. P.O. BOX 1532, (843) FAX: [phone]
? I I
I
i

Onsite pond and associated wetland.
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
AA
1 •
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
May 1, 2000
DWQ Project # 000374
Mecklenburg County
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Mr. Frank DeSimone
3126 Milton Road, Ste 217
Charlotte, NC 28215
Dear Mr. DeSimone:
The Division of Water Quality has reviewed your plans for the discharge of fill material into 0.72
acres of wetlands and 60 linear feet of streams located in Mecklenburg County for Fieldstone at Brawley
Fields subdivision as described in your application dated March 21, 2000. Insufficient evidence is present in
our files to conclude that your project must be built as planned in waters and/or wetlands in accordance with
15A NCAC 2H .0506. Therefore, unless modifications of the proposal are made as described below, we will
have to move toward denial of your 401 Certification as required by 15A NCAC 2H .0507(e) and will place
this project on hold as incomplete until we receive this additional information, we are requesting (by copy
of this letter) that the U.S. Army Corps of Engineers place your project on administrative hold.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to placing fill in these waters and/or
wetlands. Specifically can you correct your application to show the true extent of streams rather than
wetlands? From DWQ's field visit about 0.59 acres of "wetlands" are actually streams. Any documentation
such as maps and narrative that you can supply to address alternative designs for your project may be
helpful in our review of your 401 Certification. Also this project will require compensatory mitigation as
described in 15A NCAC 2H .0506(h), if the streams have perennial characteristics which were not
discussed in the application. Your mitigation proposal is insufficient because none was proposed.
Please respond within three weeks of the date of this letter by sending a copy of this information to
me and to the Mr. Samar Bou-ghazade, Mooresville Regional Office at [phone]. 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 919-733-9646 if you have any questions.
FRRnn r
.D D e
y
cc: Mooresville DWQ Regional Office
Central Files
File Copy
Asheville Field Office Corps of Engineers
James Floyd; Brigman Co. Inc.
Wetlands/401 Unit 1621 Mail Service Center Raleigh, North Carolina 27669-1621
Telephone [phone]FAX # [phone]
An Equal Opportunity Affirmative Action Employer
50% recycled/ 10% post consumer paper
MEMORANDUM
TO:
SUBJECT:
John Dorney
Non-Discharge Branch
Regional Contact: Samar Bou-ghazale
WQ Supervisor: Rex Gleason
Date:
WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Fieldstone at Brawlev Farms c/o Frank DeSimone
Project Number 00 0374
Recvd From APP
Received Date 3/24/00 Recvd By Region
Project Type residential
County Mecklenburg
County2
Region Mooresville
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req. BE
26 F_O Y O N F__ 11-19-8 WStV F__ 30,830. 0.73 60.00 F- F_-
r ?
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? Q Y 6 N Did you request more info? 0 Y O N
Have Project Changes/Conditions Been Discussed With Applicant?Q Y O N
Is Mitigation required? QQ Y O N Recommendation: Q Issue O Issue/fond # Deny
Provided by Region: Latitude (ddmmss) 351454
Longitude (ddmmss) 803955
Comments:
The applicant iproposoug to imps t Fn feet of stream and fill 0.79 acres of wetlands (0.13 ac. near
the stmam and 0.56 ar± near a mkde-sac) during the development of a single family residential
subdivision Field investigations revealed that the 0.59 ac, of wetlands were actually approximately
cation).
500 feat of stream that discharges into a pond ( not wetlands as set forth in the application),
It is recommended that the annli cation be r _t urn .d to the applicant due to its ina .. era .i .s.
cc: Regional Office
Central Office Page Number 1
Facllity Name Fieldstone at Brawley Farms c/o Frank DeSimone County Mecklenburg
Project Number 00 0374 Regional Contact: Samar Bou-ghazale
Date: 4/26/2000
Comments (continued from page 1):
cc: Regional Office Page Number 2
Central Office
TH+GMAN
B C
NY
I N C O R P O R A T E D
PAYMENT
RECEIVED
? u ? ?? », n c rr Fsr I ? ? r?ct ?r.c',
?F
e X
TO: Ai. C. ?e o. ,•,?' t,.1ui,onMF r1? kk?+-u(al VGS?u? CLS
ADDRESS: //-21 IL4m,l S5 ,-u;cc;
CITY: Pate, i,:4 i, . JJ C 2.7.E G Gt - I L, 2
ATTENTION: Ot `T'oln n ??o ??? c
PLEASE BE ADVISED:
ENVIRONMENTAI SERVICES
P o.BOX isa7
,i
C()NWAY, SC 7952£3
I
WETLANDS GROUP (8,u)2489388
WATER QUALITY SECTION
DATE: --? - 21 JOB NO: Af? -I
RE:
5-?
WE ARE SENDING YOU a--ATTACHED ? UNDER SEPARATE COVER VIA ?Yl,2 ,' THE FOLLOWING:
? MAPS ? PLANS ? PROPOSALS ? CONTRACT
? REPORT ? C.O.E. PACKAGE ? PHOTOGRAPHS ? COPY OF LETTER
? N oc t o w? 6 e d 2 <i pat,v? ( o v I
NO. DATE COPIES DESCRIPTION
a ES -
2
3
4
5
THESE ARE BEING TRANSMITTED AS INDICATED BELOW:
? AS REQUESTED ? APPROVED AS-IS ? SUBMIT COPIES FOR DISTRIBUTION
0-FOR APPROVAL ? APPROVED WITH CORRECTIONS ? RETURN CORRECTED
? FOR YOUR USE ? RETURNED WITH CORRECTIONS ? RETURNED AFTER LOAN TO US
? FOR YOUR COMMENTS ? RESUBMIT COPIES FOR APPROVAL ?
? FOR BID(S) DUE
COMME
I
v SIGNED:
t...
'B +GMAN
COMPANY
I N C O R P O R A T E D
March 14, 2000
Mr. Steve Chapin
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue
Asheville, NC 28801

RE: Fieldstone at Brawley Farms S/D
Mecklenburg County, North Carolina
Dear Mr. Chapin:
Pursuant to your request, The Brigman Company, Inc., acting as agent for the applicant,
has completed a Nationwide Permit #26 Pre-Construction Notification Application.
Enclosed herewith the application is the following supporting information:
¦ Project Narrative PAYMENT
¦ Project Location Map RECEIVED
¦ Wetland Master Plan
¦ Plan & Section View of Project
¦ N.C. Dept. of Cultural Resources Information Request
Should you have any questions concerning the application or require additional
information to complete the approval process, please advise.
Sincerely,
)1414? 0.` yl 0 .
Joseph C. Floyd
Wetland Ecologist
JCF/alj
cc: John Dorney - NCDENR
Frank DeSimone - Applicant

CAMy Documents\LETTERS\00254-98138a.doc
U.S. ARMY CORPS OF ENGINEERS
NATIONWIDE PERMIT #26 SUBMITTAL
Fieldstone at Brawley Farms
Mecklenburg County, Crab Orchid Township,
North Carolina
PREPARED FOR:
Mr. Frank DeSimone
c/o Power Engineering
P.O. Box 411491
Charlotte, NC 28241
DATE PREPARED:
March 14, 2000
PREPARED BY:
The Brigman Company, Inc.
P.O. Box 1532
Conway, SC 29528
[phone]
C:\My Documents\PERMITS\00152-99137.doc
NMI 42N
Wt:T'_,?NUS GRDIJt'
'TER 01IAI ITY SECT10N
DEM ID : CORPS ACTION ID: i g 9 8 31 171 NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #): 26
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE APPROPRIATE FIELD OFFICE
OF THE CORPS OF ENGINEERS (SEE AGENCY ADDRESSES SHEET). SEVEN (7) COPIES SHOULD BE
SENT TO THE N.C. DIVISION OF ENVIRONMENTAL, MANAGEMENT (SEE AGENCY ADDRESSES SHEET)
PLEASE PRINT.
1. OWNERS NAME: Frank OPSimnnP
2. MAILING ADDRESS: Su i to 217.) M(o Mi 1 ton Road
SUBDIVISION NAME:
CITY: rharl attc STATE: NC ZIP CODE: ?R21 r,
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE) : S R 2822 MPrkanhiirg County, N (r
_77EPHONE NUMBER (HOME) : (WORK) : (7_c56R2Qne
APPLICABLE.: AGENT'S NAME CR RESPONSIBLE CORPORATE OEEICIA?,
ADDRESS, PHONE NUMBER: T h e R r i g m a n C o m pa n y, T n r_
900-B Main Street
Conway' Sr 2gs2F
LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRA.PH7C MAP OR
AERIAL PHOTOGRAPHY WITH SCAiE)
COUNTY: M P r k 1 p_n h i? i r g NEAREST TOWN OR CITY: Charlotte
SPECIFIC LOCATION (INCLUCE ROAD NUMBERS, LANDMARKS, ETC.)
Commencing at the intercprtinn of S.-R. 2226 aid S R 2222 at
the southwestern corner of Charlotte Memorial Gardens, travel
east approximately 1.1 mile, then turn left (north) onto(3rawlay
Lane. hen rave app oK1maLe l y 0.3 miles. ine size is
situated on the right (east) side to the road.
IMPACT?? cR NEAREST sTREA?ii RT%E... Reedy C r e e k

Via. IS P!?OJE?. ?JCATED NEAR dATER _- SI'_IED A: TROUT, TIDAL SA--TWA=-7.
,SA, , H»Y. ?UAL;_Y WATER:. \"iQW' , GU-STANDING RESOURCE 'WAT'ER CRW'
(WS-I OR WS-II)? YES [ ] NO [ X] IF YES, EXPLAIN:
7b. IF THE PROJECT IS LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT
ARE OF ENVIRONMENTAL CONCERN (AEC)? YES [ ] NO [X ]
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF COASTAL
COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION:
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS PROPERTY?
YES [ ] NO [ X] IF YES, PROVIDE ACTION I.D. NUMBER OF PREVIOUS PERMIT AND ANY
ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401 CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE FUTURE?
YES [ ] NO [ X] IF YES, DESCRIBE ANTICIPATED WORK:
9A. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: 207.58
9B. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE: ,85
10A. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: EXCAVATION:
FLOODING: OTHER: Croamok .01 A-r-,
DRAINAGE: TOTAL ACRES TO BE IMP. CTED: 0,13
10B. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELOCATED, PROVIDE
DISTANCE BOTH BEFORE AND AFTER RELOCATION):
LENGTH BEFORE: FT AFTER:
WIDTH BEFORE :based on normal h-:n wac°r ooccourS,
WIDTH AFTER:
AVERAGE DEPTH BEFORE: FT AFTER: FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL ELEVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED DRAINING
TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL EQUIPMENT
TO BE USED (ATTACH PLANS : 8'w' x 11" DRAWINGS ONLY) : U t i l i z a t i o n of s i t e
as a residential development will require the crossing of a
0.01 ac. intermittent stream approximately 60'x10' (0.01 ac.)
13. PURPOSE OF PROPOSED WORK: The purpose of the Proposed activities in
wetlandc and waters of the U.S. is to PfficiPntly utili7P h
site as a residential development.
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS) :Due to t h 2
location and distribution of wetlands and waters of the U.S.
within the project area and the inherent design characteristics
of F the l 1 f the : ha the +
vc$+ ?'? v^ "' r- v??rr-r+ c?=c-awn -- ert-?l-fh' - within - rrp'r=-o-,re'e?a-r2-u ,
a residential subdivision, complete avoidance was not practica.)12.
The western half of the property is unaccessable. Also impacts
are limited to one creek crossing an one isolated wetland.
15. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER (SHPO) (SEE
AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORLC PROPERTIES IN THE
PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT.
DATE CONTACTED: 2/ 2 1 n n
Ib. DOES THE PROJECT INVOLVE AN EXPENDITURE CF PUBLIC FUNDS OR THE E OF or?BLI%
(STATE) LAND? YES [ ] NO [X ] (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL DOCUMENT
PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT?
YES [ ] NO [ ]
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA DEPARTMENT
OF ADMINISTRATION STATE CLEARINGHOUSE? YES [ ] NO [ ]
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE STATE
CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING COMPLIANCE WITH THE
NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE DIRECTED TO MS.
CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH CAROLINA DEPARTMENT OF
ADMINISTRATION, 116 WEST JONES STREET, RALEIGH, NORTH CAROLINA 27603-8003, TELEPHONE
[phone].
17. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF PROPOSED ACTIVITY
INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES AND PONDS ON THE
PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26, 29, AND 38). ALL
STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY MUST BE SHOWN ON THE MAP.
MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1 INCH EQUALS 100 FEET OR THEIR
EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY PROJECT.
c. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS RELEVANT
TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e . WHAT IS LAND USE OF SURROUNDING PROPERTY? R e s i d e n t i a l D e v e l o p m e n t s
i. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g. SIGNED AND DATED BY AGENT AUTECRIZAT_ON LETTER, _F APPLI,Ca_B'_,E.
PROJECT NARRATIVE
Fieldstone at Brawley Farms
Mecklenburg County, Crab Orchid Township, North Carolina
BACKGROUND:
Fieldstone Associates, L.P. is planning to develop phases II & III of Fieldstone at
Brawley Farms Subdivision located east of and adjacent to Brawley Lane
approximately 0.3 miles north of Robinson Church Road in the Crab Orchid
Township of Mecklenburg County, North Carolina (see Project Location Map -
Sheet 1 of 3). The project will require the filling of 0.73 acres of isolated and
above the headwater freshwater wetlands. The Brigman Company, Inc. has
been contracted by the applicant to specifically review the proposed project
objectives, assess the impacts of these activities on freshwater wetland functions
and to suggest project revisions which will minimize the impacts and insure the
project is consistent with the U.S. Army Corps of Engineers and North Carolina
Department of Environment & Natural Resources (NCDENR) guidelines and
regulations.
PROJECT SITE DESCRIPTION:
The project site is presently owned by Fieldstone Associates, L.P.. The 207.58
acre site is characterized by gently sloping ridges and strongly sloping, broken
side slopes. Mixed upland hardwood stands and abandoned agricultural fields
occupy the non-jurisdictional portions of the tract. The project site contains a
total of 1.23 acres of isolated and "above the headwater wetlands".
Jurisdictional waters/wetlands occurring on-site consist of a bed and bank
tributary of Reedy Creek and a small pond with associated wetlands. Dominant
species occurring within wetland ecosystems on-site include: Speckled alder
(Alrus regosa), Privet (Ligustrum sinense), False nettle (Boehmeria cylindrica)
and Virginia creeper (Parthenocessus quinquefolia).
PROJECT DEVELOPMENT DESCRIPTION:
The project site has been selected for a Planned Unit Development due to the
proximity to the city of Charlotte and the great demand for residential property in
the area.
Development of the site will require the filing of two isolated wetlands, resulting in
0.717 acres of impact, a road crossing resulting in 0.01 acres of impact and a
utility crossing resulting in 0.003 acres of impact.
PROPOSED MITIGATION:
Due to the location and distribution of the isolated wetland within the subject
property, it is impossible to simultaneously avoid impacts to wetlands on-site and
meet the project objectives. The applicant proposes to mitigate for the
unavoidable impacts to wetlands on-site by preserving the remaining acres of
on-site wetlands and enhancing them through the use of upland buffers.
PROTECTED SPECIES:
TBC has completed a literature review and field survey of the project site for the
potential occurrence of endangered and threatened (E/T) flora and fauna
pursuant to Section 7 of the Endangered Species Act, as amended (16 U.S.C.
1531-1543). This study involved a review of the current literature and a
collection of scientific data related to the distribution and occurrence of both
plants and animals. Information relative to E/T species in this section of
Mecklenburg County was provided by the U.S. Fish and Wildlife Service
(USFWS) office and by the Heritage Trust Section of N.C. Wildlife and Marine
Resources Department.
Based on visual surveys of the property and known occurrences of endangered
and threatened species in Mecklenburg County and ranges in habitat of
endangered and threatened species in this area, we feel that the potential for
any of the listed species occurring on this property is low.
CULTURAL RESOURCES:
The N.C. Department of Archives and History has been contacted relative to
known significant historic and archeological resources within or near the
proposed project site. This information has been combined with a brief site
reconnaissance to reach a non-effect conclusion.
SUMMARY:
The 207.58 acre site is situated of Brawley Lane in the Crab Orchid Township of
Mecklenburg County. The scope of this project is the development of 220 +/-
single family lots along with associated roads and utilities.
There are 1.23 acres of verified jurisdictional wetlands on the site. In order to
fulfill the project objectives it will be necessary to impact 0.73 acres isolated
wetlands and waters of the U.S.
The applicant proposes mitigation by wetland enhancement and preservation.
3.61 acres of upland buffers will be established around the perimeter of the
remaining wetlands on-site. The proposed preserved upland buffer will protect
and enhance the remaining 0.50 acres of preserved wetlands.
Construction of the proposed development will occur using available best
management practices to insure no unnecessary impacts occur.
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ACTIVITY: WETLAND FILL
PURPOSE.
RESIDENTIAL DEVELOPMENT
CHARLOTTE, NC
nl DATE: ?11QJ00 PAGE 1/1 -APPLICANT:
APPLICATION N0. I MR. FRANK DESMME
, INC., P.O. BOX 1532,

,1PLAND f3ori [ R F',TABI_I,IIMCNT
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TOTAL AREA 207.58 AC.
PROP.WETLAND FILL 0.60 AC.
EXIST. WETLAND FILL .13 AC.
UPLAND BUFFER 3.61 AC.
WET. PRESERVATION 0.50 AC.
THE WETLAND DELINEATIONS USED IN PREPARING
THIS WETLAND MASTER PLAN HAVE BEEN DONE
IN ACCORDANCE WITH CORPS. OF ENGINEERS
METHODS AND TECHNIQUES AND ARE AN ACCURATE
REPRESENTATION OF ALL JURISDICTIONAL WETLANDS
WITHIN THE PROJECT. THE DELINEATION HAS BEEN
REVIEWED AND APPROVED BY THE CORPS. AND
ASSIGNED THE FOLLOWING DELINEATION NUMBER.
ACTIONA 199831171
UTILITY ?ROSSINO SEXIST ?
003 ACRES FILL
UPLAND BUFFLR_ E`,TAB1-I HMENT
0 i9 ACRES -
RTTLA AM S'TER PE
FIELDSTONE AT BRAWLEY FARMS S/D
r NATIONWIDE PE FO T #26 APPLICATION
s DATE: 31'1100 PAGE
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PROPMED WETLAND FILL
ACTWITY- ROAD CROSSING
PURPOSE. RESIDENTIAL DEVELOPEMENT
LOCATION: CHARLOTTE, NC
1APPLICANT' MR. FRANK DESIMONE
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TOTAL AREA 207.58 AC.
?s: PROP.WETLAND FILL 0.60 AC.
EXIST. WETLAND FILL .13 AC.
UPLAND BUFFER 3.61 AC.
WET. PRESERVATION 0.50 AC.

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A FIELDSTONE AT BRAWLEY FARMS SID p6SIpENT1AL DEVELAPEMENT
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r NATIONWIDE PEIA STM APPLICATION CHARLDTT1E. NC
DATE: 911100 PAGE APPLICANT: MR. FRANK DE811AONE
APPLICATION NO.
EMP THE =MAN COMPANY, WC., P.37937WCONWAYSC (843) 248-OW (W)
ER 00-8946
Received 2/24/00
?'4s Due 3/10/00
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171OD
North Carolina Department of Cultural Resources
James B. Hunt )r., Governor NATIONWIDE PERMIT REVIEW
Division of Archives and History
Betty Ray McCain, Secretary Jeffrey J. Crow, Director
APPLICANT: Joseph C. Floyd
Brigman Company, Inc.
PO Box 1532
Conway, SC 28528
Project Location: Mecklenburg County
Proposed Project: Fieldstone at Brawley Farms SD
We have received the application for the above project from the Di rision of
Environmental Management and our comments are noted below.
Additional information is needed (maps, photographs, other).
Xi No comment.
We have reviewed the requested information and have no comment.
- (--
Signed ?E ) 1 )??
Renee ledhi I- ar ey
Environmental Review Coordinator
Historic Preservation Office
919/733-4763
FAX [phone]
Date

r- 2000
FEB 2 A 2000
1no V-t I-- CGS--e n C
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t7 CL0_ZrQM 8' MAX, ~ U) '7 ~ ~
-c. STEEL POST „„yF 8' E11 10' vARrf:s i2' vARit~ 12' 4' vARrES - - - - sreEL PosT p . p 111 p WIRE FENI;ING Z r ~ ITl tY r f~ r
- ~ ,f_._..-_-------._~,__ WIAE FENGNG _ _ - - - - - _ f -/5 WASHED STONE
CONCXEFE SLAB 10!' _ _ W/MANF1l7LE ACCESS' x ~ FILTER FaDR~c GENERAL NOTES: W
covLTa CLASS 1 RIP-RAP WOKEN FILTER FABRIC T „ „ 24" MIN. HEIGHT ' d rc B T.:>EDIMENT SHALT. BE REMOVED AND TRAP RE51OI2EO TO I'T5 ORIf,INAL UIMF:NSIONS - ' a ~ WFIE'N 1HE SEITIMEN'1' VIAS ACCUMIIIATI:O 'IO T/2 THE OE51CN UEP'TN OF 111E TRAP. SILT FENf.E \ ~
TOP OF EMBANKMEN A PEI?MANE:NT WATER 2, REM(TVED SEDIMENT 5HAt1 DE UEPOSIT'ED IN A SI/1TABLE AREA ANI> IN 511CH ~
0 ~ A MANNER THAT IT Wll.l. NO'F ERODE. ~ d (j ~ „ Q 3. 'THE'. STNIICTIIRE SITALL BE INSPECTED AFTCR EACN STORM EVENT NY TEIE W " U.l LIl
EMERGENCY SPILLWAY "B„ OUALrfY POOL TER FWANGALI.Y RE5P(RVSIBLE PARTV OR HIS AGENT AND N['PAIRS MADE A5 NECESSARY, i W ~ ~ Y W ANCIItb7 SKIRT 6" M!NIMIIM ~ 1~ . ~ U ~ LL I-
® ?x~5~ WEIR EACH Sl0£ _C` STORMWA y ET INS 4. CONS"g2UCTI0N OPERARONS SIiALL BE: CARI2IEO (A)T IN 511CF1 A MANNER T11A"F A A Q H Q W O Q IN I1EU OF BI1RY)NG 5KIRE 6" OF kROSION AND WA'IE:k POLLUTT(Nl ARE: MINIMIZE U. ~5 WASIIlU STONE MAY DE USED Q Ell (Y ~ ~ Q "r
12' LITTORAL SHELF - ~ W/AO(lAT1C VEGETATION OVER TUNHUOWN. 5. THE SEDIMENT iNAP STIALI. Bfl REMOUEU ANU THE AREA STABILIZED WFIEN RTE UNAINA(k HASIN NAS HF:ETI PROPERLY STAUII.III'U.
Q - c~ ~ ` GENERAL. NOTES; 0 ORIFICE D" a x> STORAf,F: 51EE1. P05f 6. SILT FENCE INSTALLATION 511N1 FlE IN ACCURUANf,E WINI STD, N0, 30d)fi NtEA \
~V 1. FILTER FABRIC FENCE SIULL BE A 41NM%UAI OF 32' IN WIDT'N AND SHAI.I HAVE A LIINIMIIM OF B LINE WIRES WITH 12" STAY SPACING. ~ ~,_~i v~~.~~...~~.~~~~_,1~__r~f__._.. _.~.~s.__~._ 12' W WIDT'N AND - 2" STAY SPACING. WIRE FENCING
."~~~~6. l -"E'----'-•- INVERTED SIPHON • ~ 2. WOVEN FILTER FAANIC BE USED WHERE SILT FENCE IS TO RENAiN J" BELOW PERM, 5• ~ FOR A PERIOD OF LIORE THAN 30 DAYS. :E IS TO REMAIN ~ FILTER FABRX:
POOL F1EV. ("F ~ ~ ~ ' 3. STEEL POSTS SIWL BE 5'-0" IN HEIGHF AND BE OF THE 3E OF THE ~ ~'WASNEO SFDNE
RIP-RAP APRON 12' LITTORAL SHELL p N ~ ; SELF-FASreNEA ANC1E sreEL TTPE. SEE DETAIL W AQUATIC VEGET TION ~ ; • ~ V ; r 4. WIRE FENCING SHALL BE AT LEAST X10 GAGE WfFH A MINILIUA OF cjf- DASTN ~ - e- 4 _ 1 'H A MINIMUM OF ~ SLT FENCE
( ) / ~ . I ~ FORFBAY ~ IA nl T2' srnv sPACINC. ~ s LaHE w Es Yn I
~ ~ 5. TURN SILT FENCE I1P SLOPE AT ENDS. ICI ~ Ll. 6. WIRE NESH SHALL BE NIN. 13 CAGE WITH AN%IMUM 12" OPENINGS. - PLAN VIEW (n JM 12' OPENWGS. 20~---g5 WA91F'O STONE W
, PROVIDE RIP-RAP 7. WIRE AND WASHED STONE WILL BE AEOUIRED AND FK)TED ON PLANS WI1Et, ANCHOR SKIRT ) FATED ON PLANS WREN: FIoWW T `KOHL Z D° MINIMUM ..,1 4L_. I
1 H ~ ~ „Gn APRON FROM DISCFARGE A. AT TOE OF SLOPES GREATER TIUN TO FEET VERDCAl (2d SLOPE) SLOPE TTO DRAIN ~ D, AT DENUDED LIMRS WHEAE AN UNDISTIIADED BUFFER IS 50 FEET PIPE TO FOREBAY BOTTOM OR LESS AWAY VERTICAL (2:7 SLOPE) 1~ ~ ~(IFa / .l BUFFER IS 50 FEET - -I ~ MAINTENANCE NOTES:
(10'WIDE, 18 ~EPTN) L, 8. ORANGE SAFELY FENCE IS REQLIWED AT BACK Of SkT FENCE _ W SkT FENCE 1. FILTER BARRIERS SHALL BE WSPECTED BY THE FWANCIeLLY N 6'HOFA~ 57QNET O ~
~ ` ,,I ` ~ ~ ~ (WITHIN 5 RJ WHEN GRADING 5 ADIACEM TO SWW BUFFERS i~ j' (REFER TO SNIA1 BUFFER GUIDELINES). WW BUFFERS PARTY OR H5 AGENT WYEDIATELY AFFER EACH RAWFALL MID AT IEASF DAR.Y DIIRWG PROLONGED RNNFALL. -~r"' (n ~
•c.~ S. 7 i { !tom ANT!-SEEP EMF.RGF_NCY f'FRM. POOL 2. ANY REPARtS NEEDED SHALL BE MADE MAMEaATEI.Y. ~ ~ r 2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTAf PRIOR T° THE END W
COLLARS EMERGENCY FOREBAY DRAIN. DRAIN W/WATERMAN OF' THE EXPECTED USABLE UFE PND TIC OMRIEN 51111 IS NECESSARY, THE ~ FABPoC SFW L BE REPIaCED PROMPTLY. W
3. C10/C110 CANAL VALVE 3. SEDMENT OEPOSRS SIWULD BE Rk:MOVED Wk1EN DEPOSITS REACFI APPROX. SECT10N A-A ~ FW.F TIIE NEIGIU OF THE BW2f21FR. ANY SEfRMENT OFPOSOS REMMNINI; IN
DISNCARGE PlPf SLUICE GATE PLACE AF1ER THE SILT FENCE IS REM(YVED SHALL BE DRE55E0 TO CONFORM ~ 10 TIIE EXISTWG GRADE, PAEPMED ANU SEEDED. ZO
SILT FENCE
STORM INLET SEDIMENT TRAP W
TEMPORARY SILT FENCE a!
WET DETENTION BASIN D.E.N.R. WASHED STONE 30.09
30.06 _ _ _
N O
POND °4 0 0 0° n rr°a°o°~¢.._a°-~a•'°Q~- W Q M
ELEV. ELEV ELEV. SIZE INV SIZE INV. DEPTW SIZE SLOPE SIZE SLOPE SIZE SLOPE °o°o°° "o r
- o°o°o°o°n°o 0 0°0" "'o" ~1 656.00' 653 75' 652.75_ 2-JO" 651.00' 4" 650.00' 4'- 18"_ 0.507 36" 0.5090 54" 0.50% ooooonoooop4no opo°4,goo~ O
p 0 0 0 0 0 4 0 0 0 0 ~2 661.00' 659.50' 658.50' 4" 656.75' 2" 656.00' 3' - 12" 0.507 18" 0.507 24" 1.007 eo °o°oooaoooo 0000°00°0 0 0 0 0 t~-
STREAM BANK ° o °4 o n °40 n o ° WASFIED S70NE
NOTES.' n n ° WASFIED S70P
1. AQUATIC VEGETATION L1ST.• • r 1 ~ aJ
o' ARROW ARUM COONTAILS P1L'KEREL WEED SMARTWEED WATERWEF.D RIP RAP o' 0 O TOP BANK C, o
ARROWHEAD/DUCK POTATO COMMON THREE'-SOIIARE POND WEED S()FT RASH WILD G'ELERY ° ° CONSTRUCTION ~f_.QUENCE ~.,,j o ~ a~
BROOMSEDGE DUL'KWEED RIL'E' CUTGRASS SPATTERDOL'K WILD RICE 1 1 ~-I m F"~'1 ~
BUSHY BEARDGRASS LIZARD'S TAIL SEDGE'S SWITCFIGRASS CATTAILS MARCEI h!lB1SCUS SOFT-STEM BULRil511 SWEET FLAG _ RIP RAP 1, QDTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM ThIE C[TY CIF CFIARL.ETT'TE ENGINEERING . ~ DEPARTME-N I. ~ ~
cc3 w . - SET LIP AN ON-SITE PRE:CCINSTRl1CTI[lN CCINI EI7ENCE WITH EI~E]SIf1N C[1NTRllI. INSPECICIR [7F 711E ~ ~ ~
2 SIX TO SEVEN DIFFERENT PLANTS ARE TD BE PROVIDED TO GIVE A GOOD VARIETY OF SPECIES IN POND. PLANTS TO BE PLANTED APPROXIMATE~1 Y 3' ON CENTER, - - - - CITY ENGINE:F RING DEPARTME:NT (PI If.1NEl 336 -4P58) TEI IIISC(1SS Er~r1SIE1N Cf1Nl RC.11_ MEASURES, E AILURE
TO SCIIEDUL.E SUC;H Cf:1NE-ERE.NCE 4Ei FICAIRS PRIIIR TCI ANY I..AND IIIST(1(2DINfi ACTIVITY IS A VIOLATION ~ ro' OF CHAPTER lE1 CIF- TIIE: CITY CODE AND IS Sl1DJECT TC1 F-INE, ~ 0D
3. EMBANKMENT BETWEEN FUREBAY AND POND .SHALL HAVE AQUATIC VEGETATON fRUM ABOVE AQUATIC VEGETATION LIST, • o
4. ANNUAL INSPECTION: ANNUAL INSPECTIONS SNAI.f. ElE PERFORMED 8Y TF1E' OWNER AND SHALL BE PERFORMED C1N TflE FIRST OF 3, INSTALL SILT FENCE, TEMPORARY STREAM CROSSING, TEMP[IRARY DIVERSION llITChIES, TEMPE7RARY ~ ~ s1zE PIPE (FOR 2 vEAR uES1r,N STDRN) CI:lNSTRUCTICIN ENTRANCE, SEDIMENT BASINS ((:iRAllED I'EIl WET DETENTICIN I'(1ND) AND CITHER EROSI[IN by
JUNE EACH YEAR. OWNER SfIALL PROVIDE. NOTIFICATION TO D.E.N.R. AND/OR MECK(.ENBURG COUNTY PRIOR TO SCFIEDULED fNSPECTION. C[1NTR[TL ME:ASIJRE:S SHCIWN ON THE PLANS, CL.EAR[NG C1NI_Y AS NECESSARY TCl INSTALL TFIESE SEDIMENT ©t..,l'' co
r PIPE MAY DE LEFT DUT IF CRDSSINO BE USED AS CHECK INSPECTION ACITNITIES' PIPE OPTIONAL, TD BE IISEDF fRDSSING ]N PLACE LONGER : USER AS CHECK DAM, AND EROSION CONTRC'lE. 1'IEVICES, EXTEI'2I017 SLIIPES AND THP 01 EMI3ANKMENTS FOR EACEI SE11IMf.:NT BASIN VI SHFlLL BE 7CMPL7I~ARII_Y SEEDED IMMEI)IAl-ELY AF TER CCINS11a1C7IHN, C/O ~ N
THAN 12 MLINTHS, TO AE SIZED BY ENGINEER, ]N PLACE LONGER ~ iEER, 4. CALL 336-2291 FOR AN ON-SITE TNSPEI;TIfIN BY ENGINEERING INSPECTOR CINCE SEDIMENT AND EROSION CCINTRCIL ,_„i
A) TESTING OF THE EMERGENCY DRAIN PIPE VALVES. B) VISUAL INSPECTION OF DRAWDOWN 017/FILE: f MATURE-.S hIAVE: B~:EN INSTALLED, WHEN Af'PREIVE':11, ENGINEE:RING INSPEC~ffIR WILL ISSLIF '11IE GRADING PERMIT, ~
c) VISUAL INSPECTION OF THE EMERGENCY sPIL1.wAY. TEMPORARY STREAM CROSSIP BEGIN CLEARING AND (if2lJDBING AFTER PEIdMI7 ISSUANCE. ~ CROSSING o
D) VISUAL INSPECTION OF THE POND RIM AND SLOPES. 5. MAINTAIN EROSION CCINTRf1L DEVICES AS NEEDED. SEDIMENT BASIN SHALL BE INSPECTED AFTER EACN RAIN T4 C/~ w ENSURE OUTLET PIPE REMAINS UNOBSTRUCTED AND BASIN EXCAVATEll AS NEEDED, ALL EROSION CONTROL FEATl1RES dip o
E MEASUREMENT OF THE WET POND DEPTH AT THE DAM END OF THE DETENTION POND DISTANCE FROM PERMANENT POND ORAWDOWN 30. ~ ~ ~ ORIFICE WVERT TO BOTTOM OF 1NE POND). SHALL BE INSPECTED WEEKLY AND/OR /TF7ER EACEI RAINFAL.L.. •r~' N
F) VISUAL INSPECTION OF ALL STORMWATER STRUCTURES ON THE SERVED SITE FEEDING TILE DE]ENTION POND. b. FOR PHASED EROSIDN CONTROL PLANS, t;ONTRACTIIR SHALL MEET WITH ERI]SIUN L'NNTRQL INSPECI"OR PRIOR 7Q ~ a
G) VISUAL INSPECTION OF THE TOTAL SITE DRAINAGE BASIN fOR ADEQUATE GROUND COVER LEADING TO THE STABILIZED SITE Flu SLOPE H) VISUAL INSPECTION OF UPSTREAM (OFF-SITE) AREAS FEEDING INTO THE S11E DRAINAGE BASIN FUR POTENTIAL OFF-SITE SEDIMENTATION TCI COMMENCING WITIi EACH PHASE OF EROSION CONTRCII-. MEASURES, ~ o N ~
SOURCES. 7, S7ADIL.IZE SITE AS ARF,AS ARE DROUGHT TO FINISFIED GRADE, 4.,1 ~
MAINTENANCE ACTIVITIES x D, ALL EROSION CQNTRrII_ MEASURES SHALL. DE CONSTRUCTED IN ACCORIIANCE WITLT THE N,C, EROSION AND SEDIMENT ©
z' wN CONTROL PLANNING AND DESIGN MANLIAI_, IJ.S, DE:PT. OI` AGRICUL~TEIrlE, U,S. SOIL CONSERVATION SE:RVICE, CITY CIE' ~ ~ ~
A) !F TFIE PERMANENT POND DF_PTFi 1S MEASURED TO BE LESS TF1AN DESIGNED PERMANENT PUUE. DEPTH, THE POND SHALL BE DRAINED COMPACTED BERM CHARLOTTE EROSION CONTROL. ORDINANCE AND 'rITE: CITY I1F CIiARl.OT"TE E:NCiINEERINCi DEE'ARTMENT, ~ $
CLEARED OF SEDIMENT TO HALF" TFIE DESIGNED DENIFI AND DISPOSED OF OFF--BILE AND RESEEDED AS REQUIRED TO PREVENT EROSION. FINISH G IF THE FOREBAY 1S MEASURED TO BE LESS THAN FIALF THE DESIGNED DEPTH, THE SEDIMENT SWALL BE CLEANED OUT TO THE REQUIRED NaTU~L aou 9, TLIE CONTRACTOR SFIAI_I_ DILIGENTLY AND CQNTINUOUSL-Y MAINTAIN Al-I_ EROSION CONTRCiI. DEVICES AND STRl.1C,TURES TI:I MINIMIZE;: EROSION. ~IIIE CONTRACTOR SHALL MAINTAIN CI_ClSE CCINTACT WIl"11 THE CITY EIF~ CitARLOTTE EROSION
HEIGHT AND DISPOSED OF OFF- Sl7E. RIP-RAP !N FOREBAY FROM DISNCARGE PIPE MAY NEED 7p BE REMOVED AND REPLACED DURING CIIN7RQL INSPECTOR SCI TFIAT PERIODIC ODSERVATIONS CAN ITE PERMFORMED AT APPROPRIATE STAGE: QF CONSTRUCTION,
CLEANUUT, WNII,'H WILL REMOVE SEDIMENT F"ROM RIP--RAP APRON. 5E'DIMENT RE'MUVAL MUST BE PERFORMED AFTER EACH STORM EVENT fOREBAY WILL REQUIRE SEDIMENT REMOVAL MORF_ FREQl1ENT THAN PON11, ~ j-- 10, STCIRM INLET PROTECTI(]N SHALL BE INSTALLED AS EACEI STCIRM STRICTURE IS INSTALLED. STCIRM DRAINAGE SYSTEM
B) RISER MECHANISM SHALL BE REPAIRED AND CLEANED AS NECESSARY TO BRING THE MECHANISM UP TO FULLY FUNCTIONAL CONDITION CANNU~( BE INS~TA(_L.ED l1NTIL TIIE GRADING PEI.MIT I~IAS })EE:N ISSULII BY THE CITY EROSI[IN CI7NTROL INSPECTOR,
AS ORIGINALLY DESIGNED AND SPECIFIED. .I C) UNIFORMLY GRADE AND STABILIZE ANY DISTURBEf) AREAS COMPROMISING THE DETENTION POND RIM _ WIDTH ANi A1p~L
D) UNIFORMLY GRADE AND STABILIZE ANY DISTUREIEO AREAS ON THE REMAINDETi OF TFIE SITE. DEPTH TD WIDTH AND \`~N() Uf:PTH TO ~ DESIGNED
E) CLEANOUT STAKES SFIALL BE PROVIDE IN TFIE POND AND FORE-BAY INDlCAT1NG HALF AND FlI1.L DEPTH. eY ENIAN~ F) POND SHALL BE: 1NSPE~CTED Af7E1? EACF! STOP?M EVENT: BY ENl;1NEER (1' MIN) \
NarF:
1. DITCH SLLOIILD HAVE LONGITUDINAL SLOPE OF 1B. 2. SILT FENCE IAAY BE REOUINEO BELIIND BERM IAL SLOPE OF 1~. 3EFIIND HERM
TEMPORARY SILT DITCH T DITCH
30.05
CLASS TRIP-RAP TO BE _ J _ _ ~ ADDED AFTER POND NAS
BEEN CONVERTED INTO A ?~WATER
WET DETE TION BASIN STUR T 2 MIN. N INLE
WASHED STO NE GENERAL NOTES. NOTES:
CLASS 1 1. AREA UNDER EMEiANKMENT SHALL BE CLEARED GRUBBED RIP-RAP I~ ' EARED, GRUBBED, AND STRIPPED OF ANY VEGETATION AND ROOT MAT, THE. POOL AREA SHALL BE CLEARED. i'. A STABILIZED ENTRANCE PAT) OF #5 WASHE:C) STONE OR RAIL. ROAD BALLAST SHALL. BE LOCATED WEIF.RE rn
- ` r 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE IT SHALL BE FREE OF ROOTS OR OTHER WOODY VEGETATION A5 WELL AS OVERSIZED STONES, ROCI(S, TRAFFIC WILL ENfER OR LEAVE THE: CONSTRUCTION SffE ONTO A PUBLIC STLtEEI. V I
Y ~I ORGANIC MATERIAL OR OTHER OBJECTIONABLE MATERIAL. ` ~ ~ CONSTRUCTED. SPILLWAYS SHOULD NOT BE CONSTRICTED ABLE MATERIAL THE EMBANKMENT SNALL RE COMPACTED BY TRAVERSING WITH EQUIPMENT WHILE BEING 2 FILTER FABRIC OR COMPACTED CRASHER RUN STONE SNALL BE: USED AS A BASE FOR THE CONSTRUCTION ENTRANCE. Q.. J 3E CONSTRl1CTED THROUGH FILL SEC110N5, AI_L SPILLWAYS SEIOULD DE LINEI'1 AND/OR RIPRAPPED. W _ Q
3. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO rl' ' OR TO ffS 0 IGI UI 10 HEN THE SEDIMENT HAS ACCl1MUlATED TO ONE-HALF TIIE DESIGN 3. THE ENTRANCE SHALE. BE MAINTAINED IN A CONDITION WIIICEI WILL PREVENT TRACIQNG OR FLOWING OF SEDIMENT J Z REST ED R NAL MENS N5 W ONTO PUBLIC STREETS OR EXtSIING PAVEMENT. THIS MAY NE:QUIRE PERIODIC TOP DRESSING WITH ADDITIONAL ~ ~ -
i, tv DEPTH OF THE TRAP. REMOVED SEDIMENT SPIALL BE DEP NT SEIALL BE DEPOSITED IN A SUITABLE AREA IN Sl1CEl A MANNER TI1AT 17 WILL NOT ERODE. STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOl1T OF ANY MEASURES USED TO TRAP SEDIMENT. ~ O
II 4. THE TRAP SHALL BE INSPECTED AFTER EACH RAIN AND RE Q :ACH RAIN AND REPAIRS MADE AS NECESSARY. ~ ~ ~1 ~ 4. ANY SEDIMENT .:PILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY. V i LLJ Q
N ~ ` r. \ 5. CONSTRUCTION OPERATION SHALL BE CARRIED OUT IN SU( ~ , ~ I RRIED OUT IN SUCH A MANNER THAT EROSION AND WATER POLLUTION IS MINIMIZED. ~ W U 5. WREN APPROPRIATE, WHEELS MUST 8E CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN Q ~
\ 6. ALL CUT AND FILL SLOPES SHALL BE 2:1 OR FLATTER, UP 1 OR FLATTER, UNLESS CERTIFIED BY REGISTERED GEOTECHICAL ENGINEER. WASHING IS REQUIRED, IT SHAL.I. BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN ~ ~ I T APPROVED SEOIME:NT BASIN 5FE 5fD. N0. 30.11D. ~ w~
7. SEDIMENT BASIN EMBANKMENTS SHOULD 8E PROVIDED WIl 8E PROVIDED WITH EROSION CONTROL AND STABN.ZA ION. _J 6. COOT MAY REOIIIRE A STANDARD COMMERCIAL. DRIVEWAY (S`fD. 10,2h & 10.25) TO ~
~,~.T----,--,- , ,n 8. STORAGE AREA IS SHOWN AS RECTANGULAR FOR ILLUSTRA 1 r STORAGE VOLUME REQUIREMENT IS MET. TfIE BASIN SHOT AR FOR ILLUSTRATIVE PURPOSES ONLY AND MAY BE CONSTRUCTED IN ANY SHAPE PROVIDED THE MINIMUM I W Z ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS UN A IIOROUCHIAKE. ~ U Q
l:. ; y.. ~ SEDIMENT ARE ON OPPOSITE ENDS ON THE LONGER BASIN TEIE BASIN SHOULD ALSO BE ORIENTED SUCH THAT THE FILTER AND THE MAIN FLOW OF WATER AND nn// F- - O LL O d HE LONGER BASIN DIMENSIONS. ~ -
ANTI-SEEP 9. REQUIRED STORAGE IS 1800 CUBIC FEET OF STORAGE VOr 100 _ MIN. OF STORAGE VOLUME PER ACRES OF DRAINAGE AREA. IF CLEAR WATf.R FROM UNDISTURBED AREAS IN ~ ~ ~ - - - PUEIUC STREET L1- ~ Q
COLLARS -EMERGENCY PERM. POOL EMERGENCY FOREBAY DRNPJAGE BASIN ARE TAKEN AROUND OR THROUGH TI1E DI " DETAIN. DRAIN W/WATERMAN RECOMMENDED STORAGE IS 1800 L'UBIC FEET OF STORAGE THROUGH TIIE DENUDED AREA BY NON EROSIVE MEASURES TI1EN BASINS MAY BE ~IZLD BY DENUDED ACRES, z =3
C10/C1.10 CANAL VALVE 10. THE LENGTH Of THE STONE OUTLET (SPILLWAY} I5 TO BE FEET OF STORAGE PER ACRE OF DRAINAGE AREA. THE LENGTH OF THE STONE OUTLET (SPILLWAY) 15 TO BE ~ 'CC U EXISTING GRUIIND~ O O ILLWAY} I5 TO BE BASED ON A 10 YEAR STORM, - ~ W ~
SLUICE GATE 11. WHENEVER TOPOGRAPHY ALLOWS, THE BASIN LENGTH SHOT SI WIDTH TO ALLOW FOR SETTLING. BAFFLES SOIL STABILIZATION FABRIC W U O~ (SIN LENGTH SHOULD BE TWICE (2X) THE BA N UNDER ~5 WASHED STONE
TEMP 0 RARY SEDIMENT BASIN SHOULD BE PROVIDED IN THE BASIN WHERE THE LENGTH ERE THE LENGTIT IS LESS TITAN TWICE THE WIDTH. ~ Q h_
12. CLEANOl1T STAKES SHALL BE PLACED IN ALL SEDIMENT BA ALL SEDIMENT BA51N5 AT THE LOW POINT IN TEIE BASIN. TEIE STAKES SEIALL BE MARKED too' MW, o ~ EAU
SHOWING THE. HALF FULL, CLEANOUT POINT, OF THE BASIP NT, OF THE BASIN. ~__--.--------------.V-,_~ 1 . I ~ D' L,1J ~ O
BASIN W Z Z/2 REQ. STORAGE'` PROVIDED Z)}~ 13. SAFETY FENCING 3' NIGH SHOULD BE PLACED AROUND ALI ACED AROUND AE.L SEDIMENT DA51N5. F- ~
//1 7, 50' 4, 00' 2, 00' 7,9,118 CF 238, 481 CF 14. FOR DESIGN OF RISER TYPE SEDIMENT BASINS, REFER TO FIEALTFI, AND NATURAL RESOl1RCES, ,LION ANp~~Ll~1~ ~ASINS, REFER TO THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, _ ~ w ~ V / ~ i4i~f±NDD~ELkEP1T~N71?Q~1'J~l+.t~N!NSr~NI>_f?I~!~_MPrIDA.I:. ~ ~
//2 6.50' S. 50'- Z 75' .53,100 CF ~ 56, 771 CF 15. FOR SLOPES GREATER THAN 10' IN LENGTH AND PROTECT' O )TH AND PROTECTED BY SILT FENCE AT TEIE TOE OF THE SLOPE, SLOPE TERRACING WILIBE REQUIRED, z Q W U ~ c~ _
LARGEST DRAINAGE AREAS USED FOR REQUIRED STORAGE (FINAL OflA1NAGE/BASIN#1, INI1(AL DRAINAGE/BASIN#2) 16. THE DERM ON SEDIMENT BASINS SHALL BE SEEDED ONCE BE SEEDED ONCE FINAL GRADE HAS BEEN REACITED. TLIE SILT FENCE MAY BE REMOVED IF PERMISSION I0 ~ ~ ~ W m
BASIN~'1 DOES NOT INCLUDE FOREBAY STORAGE VOLUME ETAS BEEN GRANTED BY THE CITY/COUNTY LAND DEVELUPP, Y LAND DEVELOPMENT INSPE:C"FOR ~EII.f? THE GRASS HAS GEfiMINAIED AND STADLL GROUND ITAS BE.LN ~ ~y'~
BASIN~l2 STORAGE VOLUME INCLUDES FOREBAY ANU PERMANENT FOOL VOf UME. E:5TA8LISHED. ~ W
17. WASHED STONE AND WIRE BACKING SHALL BE USED WITH N0~ TILE TOE OF A SLOPE 10' VERTICAL OR ALONG ANY CHAT L BE USED WITH ILT FENCE WHENEVER SILT FENCE IS PLACE AT
IS NOT PROVIDED. 'ALONG ANY CHA NEL OR WATER COURSE WHERE 50' OF BUFFER
1, INSTALL BASINS AS PER WET DETENTION PONDS, INCLUDING OUTLET STRUCTURE; EMERGENCY DRAINS, OUTLET BEFORE YOU DIGI PIPES AND RIP--RAP APRONS, (SEDIMENT BASIN WILL BE CLEANED Olll UPON STAB1L17ATION OF THE PROJECT - STAE3ILIZED CONSTRUCTION ENTRANCE
- GENERAL N AND CONVERTED fNTO WET DETENTION PONDS'-PLANTING OF AQ(IATIC VEGETATION SHALL BE PERFORMED CALL 1-800 X32-4949 T - IMCNT QASINS ERAL NO ES SED
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DRAIN VALVES AND SLUICE GATES SNALL REMAIN OPEN. IT'S THE LAWI
3. SEE GENERAL NOTES FOR SEDIMENT BASINS FOR OPERATION AND MAINTENANCE.
4. PROVIDE CLEANOUT STAKES IN CENTER OF POND (Z12). SHEET 27OF 32

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GRAPHIC SCALE
loo o w ~aa zoo aoo BEFORE YOU DIG!
CALL 1-800-632-4949 PROJECT # 1041
N.C. ONE-CALL CENTER
( IN FEET) IT'S THE LAW! POST DA
1 inch = 100 ft. @ BUILD-OUT
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