SW1100101_HISTORICAL FILE_20120803

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
��/�(%M
YYYYMMDD

Wilson, Susan A
From: Wilson, Susan A
Sent: Friday, August 03, 2012 4:20 PM
To: Tim Fierle
Cc: 'Chris Day'
Subject: Buncombe West Intermediate - post construction stormwater bmps
Attachments: Picture 019.jpg; Picture 018.jpg
Tim — I just spoke with Chris today about the post construction stormwater at the school (took the plans out with me the
other day). It looks fine and corresponds with the plans (I had sent a note several weeks back indicating that I didn't
think some of the drop inlets were put in properly — I was incorrect! Didn't have the plans with me that day).
Just thought I should sent a follow up note. The bioretention basins look good and should be fine after the grass is
better established (there's been some die off of the vegetation).
On a side note (and another reason I wanted to send you a note) — there is a large bald -faced hornet's nest in one of the
trees at the top of bioretention basin #6 (pic attached) — the one near the entrance from Lee's Creek, near the
Elementary School.
Thought you guys would want to remove it before school starts —although one of your science teachers may want it!
Those hornets are very aggressive.
Thanks,
Susan
Susan A. Wilson - [e-mail]
North Carolina Dept. of Environment and Natural Resources
Asheville Regional Office
Division of Water Quality - Surface Water Protection
2090 U.S. 70 Highway
Swannanoa, NC 28778
Tel: [phone]
Fax: [phone]
Notice: E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and
therefore may be disclosed to third parties.

C C r CC4--
CIVIL DESIGN CONCEPTS, PA
February 10, 2010
Mr. Robert D. Patterson, P.E.
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: West Intermediate School
Buncombe County
CDC Project No: 10926
Stormwater Project No. SW1100.101
Dear Mr. Patterson,
Pursuant to your phone conversation with Erica Johnson on Tuesday, February 9"i, we have
addressed your concerns and made small revisions to the plans and calculations on the West
Intermediate School project (SW1100101). Please find enclosed:
• Revised sealed, signed, and dated calculations & supplement forms
• Geotech report concerning ShIWT information
• Two copies of the revised details, folded to 8.5" x 14"
• Two copies of intermittent stream bulletin
We have addressed your concerns as follows:
The temporary pool elevation was increased from 2164Y to 2164.41 to meet the
minimum required volume of 8,565 cf. The volume provided is 8,566 cf, which is
verified in the enclosed hlydroCAD calculations. The pond supplement form and the
details sheets have been revised accordingly.
2. A bulletin is enclosed which depicts the 30' impervious setback on the intermittent
stream south of the project. As shown on the bulletin, there is approximately 1,020 sf of
impervious existing pavement in the setback and our proposed plan shifts the road away
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

from the stream and decreases the impervious pavement in the setback to 430 sf. We
have revised the proposed road layout to avoid the setback as much as possible.
3. A geotech report detailing the seasonal high water table at each of the bore sites is
enclosed. As stated in the report, groundwater was not encountered after 4 days in the
borcholes at each of the locations except for A13-1, which as shown on the enclosed
map, is near the proposed wet detention basin. At this location, groundwater was
encountered at a depth of 8.5 feet, or at an approximate location of 2162. The
permanent pool elevation of the pond is proposed at 2163'. Due to this information and
your recent conversation with Erica Johnson on a similar situation at the VA project, no
additional changes or notes have been added to the plans.
Please let me know if you have any questions regarding these changes. I appreciate your
continued prompt review of this project and your availability to discuss any concerns. I am
available via e-mail (cday a civildesi Tnconce ts.com) or phone [phone]) with any
questions or concerns you may have prior to final approval.
"Thanks,
C. Chris Day, P.E.
Civil Design Concepts, PA
S.IACA[711092611)ocs1GR-EC-SD1State SW SUbmittallstatc SW Re-Resuhtnittal110926-Robert 11"itterson-2010-02-10.doc
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

C C fc
CIVIL DESIGN CONCEPTS, PA
Transmittal Letter
Date: February 10, 2010
Project Name: West Intermediate School
CDC Project: 10926
NCDENR Stormwater Project No. SW1100101
To: Mr. Robert D. Patterson, P.E.
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Via: Mail Overnight Hand Delivered
Co ies ------- Date_-
1 02-10-2010
- -------------------- --------------------
1 02-10-2010
-------------------- --------------------
1 02-09-2010
------------------- --------------------
2 02-10-2010
2 02-10-2010
I; O ►ZT
Robert,
FEB 1 1 201�
Pick up a CDC Office
Description
Response Letter
Revised sealed, signed, and dated calculations & supplement forms
-
----------------------------------------------------------------------------------------
Geotech report concerning SHWT information
-
----------------------------------------------------------------------------------------
Revised stormwater details, folded to 85'x14"
-----------------------------------------------------------------------------------------
Intermittent stream bulletin
-----------------------------------------------------------------------------------------
Pursuant to your phone conversation with Erica Johnson on Tuesday, February 9t1i, we have
addressed your comments via plan and calculation revisions. If you have any questions
during your review or require additional information, please feel free to call me at (828) 252-
5388 or e-mail me at cdav a,civiIdesignconcepts.corn.
Than s,
By: C. Chris Day, P.E.
SAACADI]09261Docs1GR-GC-SD\Stale SW Submittal\S(ate SW Re-Resubmitta11109264Robert 11at1ers(m-2010-02-10-Tratis,doc
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone. [phone] Fax: [phone]

:4
s. ,
r, :'
_. :1
��
;:
�ti `��
�CRu4i
•S'
+� {'
'
'�
t !'
1
�
L
-Y
�'
L
t �

CIVIL DESIGN CONCEPTS, PA
Transmittal Letter
Date: February 3, 2010
Project Name: West Intermediate School for Buncombe County
CDC Project: 10926
NCDENR Stormwater Project No. SW1100101
To: Mr. Robert D. Patterson, P.E.
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Via: Mail Overnight Hand Delivered
Co leDate
p--------- -----
1 02-03-2010
------------------- --------------------
1
1 02-03-2010
2 01-28-2010
REMARKS:
Robert,
FEB 0 4 2010
Pickup a CDC Office
Description
Response Letter
-----------------------------------------------------------------------------------------
Revised Stormwater Management Permit Application Form
-----------------------------------------------------------------------------------------
Revised sealed, signed, and dated calculations & supplement forms
-----------------------------------------------------------------------------------------
Full size (2406) sets of plans, folded to 8.5"x 14"
-----------------------------------------------------------------------------------------
Pursuant to your letter dated January 21, 2010 regarding the above -mentioned project, we
have addressed your concerns and included the appropriate plans and calculations to address
those. If you have any questions during your review or require additional information, please
feel free to call me at [phone] or c-mail me at cda5 cr,civildesi gnl, concepts.com.
'Chanlcs;� ,
By: C. Chris Day, P.L.
S:\ACAI)\10926117ocs1CR-PC-S[)1State SW suhmittakstate SW Res Amitta1110920-Robert Ilattersoa7-2Qt1)-02-03-'I'raris.doc
Mailing; Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone 828=252*5388 Fax [phone] Phone: [phone] Fax: [phone]

"Mist, 't'.:fi:' ... '
���.5'7� , .t' r
• t� !

1111
CIVIL DESIGN CONCEPTS, PA
1%ft-M..+0000P'"
February 3, 2010
Mr. Robert D. Patterson, P.E.
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: West Intermediate School
Buncombe County
CDC Project No: 10926
Stormwater Project No. SW1100101
Dear Mr. Patterson,
We have made the requested changes pursuant to your review of our preliminary plans and
subsequent comments dated January 21, 2010. Please rind enclosed:
• Revised Stormwater Management Permit Application Form
• Revised sealed, signed, and dated calculations & supplement forms
• Two sets of revised plans. folded to 8.5" x 14"
We have addressed your application comments as follows:
1. The application form (SWU-101), supplement forms, and calculations do not show
consistent values for DA and impervious area. Please make everything consistent for
the DAs on WS1.
The drainage area information has been revised on the application form (SWU-
101) and is consistent with the DAlimpervious values on the supplement forms,
calculations, and Sheet WS1. Please refer to the enclosed revised application.
2. Please provide a table on Sheet WS I that lists the following BUA for each drainage
area: existing treated, existing not treated, proposed treated, and proposed not treated.
Include the area of the site not in one of the delineated DAs. Also, for the site as a
whole, list the BUA for total existing (to remain and to be removed) and total proposed.
A table on Sheet WS1 has been provided that lists the applicable information
above.
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swaunanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

3. Please provide two copies of the site, grading, and landscaping plans and details sheets.
Two copies of the site and grading plans and details sheets have been provided. In
lieu of a landscaping plan, a planting schedule has been provided on Sheet WC1913.
4. The wetlands and streams need to be shown on the stormwater and grading plans. The
required 30' setback for impervious areas needs to be shown along streams.
The wetlands and streams are now shown on the Stormwater and Grading plans,
along with the required 30' setback for impervious areas. Please refer to Sheets
WC9 and WC10.
5. Please provide planting plans and details for the pond and bioretention cells.
A planting schedule for the wet detention pond has been added to Sheet WC19B.
The bioretention cells will be grassed and thus a planting plan/details are not
required.
6. As per 2 on the required items checklists, a plan view of each BMP needs to be provided
at a scale of 1 "=30' or larger.
A plan view of each BMP is enclosed, at a scale of 1 "=30'. Please refer to Sheets
WC1913, WC19C, and WC19D.
7. Permanent drainage easements need to be provided around each BMP.
A permanent drainage easement for operation and maintenance has been added
around each BMP. Please refer to Sheets WC1913, WC19C, and WC19D.
8. The details and supplements show 4' of media depth l-or the bioretention cells, but the
plans show 2'. Please make these consistent.
The note for each bioretention cell has been clarified to state that the depth is 2' to
surface and 4' of media. Please refer to Sheets WC9 and WC10. These depths
correspond to the bioretention cell detail shown on Sheet WC19.
9. The supplements show the cells will be grassed, but the detail shows mulch. I f using
grass, no mulch is needed, and the type of sod to be used must be specified.
The bioretention cell detail on Sheet WC19 has been revised. The mulch has been
removed and a note stating the type of sod to be used has been added.
10. The soils report submitted does not provide the information required for review of
SHWT elevations. Please provide a soils report that specifically states a SHWT
elevation for each BMP. This is not the same whether or not ground water was present
at the time of the borings. It also appears that a boring was not performed for cell#7.
A soil scientist is current performing tests and formulating a report that states a
SHWT elevation for each BMP. Per conversations with him, we expect to receive
that information by the end of this week. We will forward this report to your
office as soon as we receive it. From his findings thus far, we are confident that the
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

bottom of each of the bioretention cells is located at least two feet above the SFIWT
and the proposed permanent pool elevation for the pond is above the SHWT.
11. The table in the calculations showing contour areas and volumes should be continued
down to the bottom of the pond. Also, provide data at the temporary pool elevation.
HydroCAD supporting calculations are enclosed, which provide the contour areas
and volumes for the permanent pool basin and the forebay. The contour areas and
volumes for the temporary pool elevation have also been provided.
12. The head used in the orifice drawdown calculations must be 1-1/3 as per the BMP
Manual. H is measured from the orifice elevation up to the next available outlet.
The orifice drawdown calculations have been revised to utilize H13 and the details
have been updated accordingly. Please refer to Sheet WC18.
Thank
C. Chris Day, P.E.
SAACAMI0926117ocs\GR-]-C-S[)kState SW SubmittakStale SW ResubmiI[al110926-Robert Patterson-2010-01-28.doc
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

xkv,i-wa�
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
January 21, 2010
Mr. C. Chris Day, PE
Civil Design Concepts, PA
200 Swannanoa River Road
Asheville, NC 28805
Subject: Request for Additional Information
Stormwater Project No. SWI100101
West Intermediate School
Buncombe County
Dear Mr. Day:
Dee Freeman
Secretary
The Division of Water Quality Central Office received a Stormwater Management Permit Application for
the subject project on January 11, 2010. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. The application form (SWU-101), supplement forms, and calculations do not show consistent
values for DA and impervious area. Please make everything consistent for the DAs on WS 1.
2. Please provide a table on sheet WS1 that lists the following BUA for each drainage area:
existing treated, existing not treated, proposed treated, and proposed not treated. Include the
area of the site not in one the delineated DAs. Also, for the site as a whole, list the BUA for
total existing (to remain and to be removed) and total proposed.
3. Please provide two copies of the site, grading, and landscape plans and details sheets.
4. The wetlands and streams need to be shown on the stormwater and grading plans. The required
30' setback for impervious area needs to be shown along streams
5. Please provide planting plans and details for the pond and bioretention e-Ils.
b. As per 2 on the required items checklists, a plan view of each BMP needs to 'Otc provided at a
scale of I" = 30' or larger,
7. Permanent drainage easements need to be provided around each BMP. .
The details and supplements show 4' of media depth for the bioretention cells, but the plans
show 2'. Please make these consistent.
Wetlands and 5tormwater Branch pile l 1 16i 7 Mail Service Center, Raleigh, North Carolina 27699-1617 NOI'I iCdl Q1 illi�
Location: 512 -8 N. Salisbury St. Raleigh, North Carolina r Service:
ld�lll"l�`�1
Phone: 919-R07-63001 FAX: [phone] Customer Service: 1 -877.623.6748 [�
Internot: www.nowaterqualo.org
An t~qual Oppenunkly 1 Affirmative Action Employer

i14r. C. Chris Day, PE
SW 1 100 10 1 — West Intermediate School
January 21, 2010
9. The supplements show the cells will be grassed, but the detail shows mulch. If using grass, no
mulch is needed, and the type of sod to be used must be specified.
Io. The soils report submitted does not provide the information required for review of SHWT
elevations. Please provide a soils report that specifically states a SHWT elevation for each
BMP. This is not the same as whether or not ground water was present at the tune of the
borings. It also appears that a boring was not performed for cell #7.
11. The table in the calculations showing contour areas and volumes should be continued down to
the bottom of the pond. Also, provide data at the temporary pool elevation.
12. The head used in the orifice drawdown calculations must use H/3 as per the BMP Manual. Fl is
measured from the orifice elevation up to the next available outlet.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to February 5, 2010, or the application
will be returned as incomplete. The retuni of a project will necessitate resubmittal of all required items,
including the application fee.
If,you need additional time to submit the information, please mail, fax, or email your request for a time
extension to the Division at the address and fax number at the bottotn of this letter. The request must'
i;:dicate the date by which you expect to submit the required infonmation. The Division is allowed 90 days
from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sddimentation Erasion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcemelit
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number SW1100101 on all correspondence. All original
documents rijust be !.-turned or new originals must be provided. Copies are not acceptable. If you have
any questions con .erning this ;matter please feel free to call me at [phone].
Sincerely,
Robert D: Patterson, PE
Environmental Engineer
Stonnwater Pennitting Unit
Cc., Mr. Tim Ficrlel'.AIA Buncombe County, Board of Eduducation, 175 Bingham Rod, Asheville, NC
28806
Ashcville Regional Office, Roger Edwards
DWQ Central files
Stornwater Peonitting Unit limes
Page 2 of 2

V
Application Completeness Review
❑ First Submittal lg Re -submittal Date Received: 1 )It/ ° Date
DevelopmentlProject Name: _L✓d5_/aTOgAir al�t-"irg Sc
Receiving stream name _ c_ f. Y.3_i G ve- k ,
classification: c
By VDP
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-II, WS-11I, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
Projects that require a 4011404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds):
Latitude and Longitude: Jurisdiction
Project Address:
Engineer name and firm:
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets ❑ High Density IB/Other
❑ 401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or addinfo letter)
or" BUA L i
W Check for $505.00 included
V Original signature (not photocopy) on application
GK Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-memberlmanager, Agent).
Check spelling, capitalization, punctuation: httpalwww.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided
which includes the name, title, mailing address and phone number of the person signing the letter.
❑ For subdivided projects, a signed and notarized deed restriction statement
W-' Sealed, signed & dated calculations
V Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
rY" Bioretention
❑ Dry Detention Basin
❑ Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ Infiltration Trench
❑ Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
EKNet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
er Narrative Description of stormwater management provided
❑ Soils report provided
❑ Wetlands delineated or a note on the plans that none exist on site and/or adjacent property
❑ Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter,
❑ Dimensions & slopes provided ��
Drainage areas delineated 11YIPervious and impervious reported for each 111 reas of high density
3�' Inspection and maintenance agreements provided
❑ Application complete IR'Application Incomplete Returned: (Date)
Comments Nc ?L_ 4NTI.4 G tG,44/s
■►
May 14, 2008 Revision

SL 2006-246 Section 9 Post Construction Requirements for Non -Coastal Counties
Low -density projects
❑ No more than two dwelling units per acre or 24% built -upon area;
❑ Vegetated conveyances to the maximum extent practicable;
❑ Built -upon areas at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures.
High density projects
❑ Control and treat runoff' from the first one -inch of rain.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ Discharge the storage volume at a rate equal to or less than the predevelopment discharge rate for the
one-year, 24-hour storm.
❑ Achieve 85% average annual removal of total suspended solids.
❑ For BMPs that require a separation from the seasonal high-water table (SHWT), the separation shall include
at least 12 inches of naturally occurring soil above the SHWT.
❑ Stormwater management measures must comply with the General Engineering Design Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(c);
❑ All built -upon areas are at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
Post -Construction Runoff Controls for T&E Species
Goose Creek, Six Mile Creek and Waxhaw Creek Watersheds
Buffers
❑ 200' undisturbed buffers on perennial streams
❑ 100' undisturbed buffers on intermittent streams
Low -density projects
❑ All built upon area shall be limited to 10 percent.
❑ Use of vegetated conveyances to the maximum extent practicable;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
High -density projects
❑ The stormwater control measures must control and treat the difference between the pre -development and
post -development conditions for the 1-year 24-hour storm.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ FJI structural stormwater treatment systems must be designed to achieve 85% average annual removal of
total suspended solids;
❑ Stormwater management measures must comply with the General Engineering Design Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(c)
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures.
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
High Density Projects that require a 401/404 within an NSW
❑ 85% TSS
❑ 30% TN
❑ 30% TP
May 14, 2008 Revision

Application Completeness Review
d First Submittal ❑ Re -submittal Date Received: + 79 • e Date Reviewed: #P&
irfBy $. D/uGrG1Development/Project Name: /�S� S,�-t�re ,,, R s • A Go I -Fo+y c_a_A,� �
Receiving stream name L4� C'r►�e,k� classification: C _
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-11, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): _ Latitude and and Longitude: 3S- 3 74.,. g?- r7 W Jurisdiction �`,✓c o �._ (.'o H� .
Project Address: !moo„ La's ce�,fx Re R a
Engineer name and firm: C e, c i �, i
❑ Low Density (no curb and gutter) liKow Density with curb and gutter outlets Hi h�Densityir El Other
❑ 40i1404 impacts to surface waters, wetlands, and buffers (add language to cover letter anfo letter)
G' BUA Z1
d Check for W5.o0 included
- - ......
:.._Ongmal_slgnature_(not photocopy):on application-- =--
6,"'Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
❑ - For subdivided projects, a signed and notarized deed restriction statement ;
m Sealed, signed & dated calculations
❑ Correct supplement.and O&M provided for each BMP on site (check all that were provided & number of each)
❑ Bioretention t7 Rooftop Runoff Management
❑ Dry Detention Basin ❑ Sand Filter
❑ Filter Strip ❑ Stommwater Wetland
❑ Grass Swale ❑ Wet Detention Basin
❑ Infiltration Basin ❑ Low Density
❑ Infiltration Trench ❑ Curb Outlet
❑ Level Spreader ❑ Off -Site
'❑ Permeable Pavement ❑ NCDOT Linear Road
❑ Restored Riparian Buffer.
Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
Gr Narrative Description of stormwater management provided
d Soils report provided .. .
e! etlands delineated or a note on the plans that none exist on site and/or adjacent property
uar Details for the roads; -parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
[Dimensions & slopes provided
Y'-Drainage areas delineated [ Pervious and impervious reported for each ❑ Areas of high density
❑ Inspection and maintenance agreerpents provided
© Application complete. . Application Incomplete Returned: 1/ (Date)
February 9, 2009 Revision

NORTH
Of, �'
-j? v
Jai I - �� � r �� a '-rx �\ '��.i
��•�..!.� w•-yi•' ���`�� y- & vlk�-t
V`�
iA Greg e Vjtlap
PROPOSED
01DCATIO; N
N nm
J;j
M
)x:j
A W1 �R
WESTINTERMEDIATE SCHOOL
USGS VICINITY MAP
for BUNCOMBE COUNTY
CIVIL DESIGN CONCEPTS, PA
NOT TO SCALE

CGrC'��4
CIVIL DESIGN CONCEPTS, PA
Transmittal Letter
SUJllao(o I-Ta4feA4_0�-
JAN 14 2010
Date: December 23, 2009
Project Name: West Intermediate School for Buncombe County
CDC Project: 10926
To: Mr. Bill Diuguid
NC DENR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Cc:
Via: Mail
Overnight
Date
---------------------
12-23-2009
--------------------
RECEIVED
JAN 11 2010
Hand Delivered Pick up a CDC Office
Descri �tion
Stormwater Management Application (1 original, 1 copy)
Project Narrative and wetland survey with delineation
-----------------------------------------------------------------------------------------
USGS Map, Field Investigation Soil Report, and Deed
-----------------------------------------------------------------------------------------
Sealed, signed, and dated calculations, including supplement forms
-----------------------------------------------------------------------------------------
Completed operations and maintenance agreements for BMPs
-----------------------------------------------------------------------------------------
Full size (2406) sets of plans, folded to 8.5"x 14"
Check for $505.00 for permit application processing lee
-----------------------------------------------------------------------------------------
Please find the attached submittal package for a "hybrid" State Stormwater permit. ICyou
have any questions please feel free to call.
Thanks,
By: Erica Johnson, E.I.
----------------------------------------------------------
S:IACADl109261Docs1GR-1-C-SD110926-Bill I7iuguid-2009-12-23= rrmis.doc
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

�J

cag:;�
CIVIL DESIGN CONCEPTS,: PA
December 23, 2009
Mr. Bill Diuguid
NC DBNR — Division of Water Quality
Wetlands and Stormwater Branch
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1 G 17
Re: West Intermediate School for Buncombe County
CDC Project No: 10926
Dear Mr. Diuguid,
We are seeking a Stormwater Permit for the above -referenced project, which is located near the
intersection of Erwin Hills Road and Lees Creek Road in western Buncombe County. 'Phis project is
subject to Phase II Post -Construction regulations, and is located in Buncombe County's stormwater
permitting jurisdiction. However, since the owner of' the project is the Buncombe County Board of
Education, a conflict of interest arises and the project is now subject to the review of the State. This
information has been verified by Mike Goodson, Buncombe County's Stormwater Administrator, and
Mike Randall of the NCDENR Stormwater Permitting Unit. We are resubmitting this project as a
"hybrid" project per conversations with Robert Patterson in which drainage areas 1-7 are high density
and drainage area 8 is low density with new built upon area utilizing road side ditch for stormwater
conveyance. Enclosed for your review and approval for a Stormwater Permit are the following items:
• Stormwater Management Permit Application Form (1 original, f copy)
• Check for $505.00 (permit application processing fee)
• A detailed project narrative
• Wetland survey and delineation statement
• USGS map
• Sealed, signed, and dated calculations, including supplement forms
• "I-wo sets of plans, folded to 8.5" x 14"
• Field Investigation Soils Report
• A copy of the most current deed
• Completed operation and maintenance agreements for BMPs
Since this project is not a subdivision or an outparcel, a Deed Restrictions & Protective Covenants
Form is not required. If you need additional information during your review, please do not hesitate to
contact me.
Than
I rica Johnson, ,.I.
SAACADI109261Docs1GR-HC-5D1Slate SW Submitta1l10926.13iII Diuguid-2009-12-23.doc
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River Rd Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

Supplementary Budget Fund NO.
BUNCOMBE COUNTY SCHOOOLS General Expense Voucher NO. CHECK NO. 75I812
ASHEVILLE N.C.
ACCOEJN I. N UMBER INVOICE # P O # _ DESCRIPTION INV AMQUNT; DISCOUNT NEi A1140UAiFJ
4-9992-803-529-436-000-00 303350 WEST BUNCOMBE PERMITS 505.00 505.00
751812 09/22/09 6841 NC DENR-DIV OF WATER QUALITY .00 .00 .00

SWI foo 1 C, 4
cac74
CIVIL DESIGN CONCEPTS, PA
December 23, 2009
Project Narrative
We are seeking a Stormwater Permit for the project known as West Intermediate School for
Buncombe County, a proposed 5-6 intermediate school for the Buncombe County Board of
Education. ']'his project is located near the intersection of Erwin Hills Road and lees Creek
Road in western Buncombe County. As stated in the cover letter, this project is subject to Phase
II Post -Construction regulations, and is located in Buncombe County's stormwater permitting
jurisdiction. However, since the owner of the project is the Buncombe County Board of
Education, a conflict of interest arises and the project is now subject to the review of the State.
This information has been verified by Mike Goodson, Buncombe County's Stormwater
Administrator, and Mike Randall of the NCDENR Stormwater Permitting Unit. The receiving
water body / stream is laee Creek, which is a class C water. The soil classification for this
project location is mostly C soils. "There are "small pocket" wetlands or surface waters located
on the parcel. 'fliese areas were delineated by Fish and Wildlife Associates, Inc. and shown oil
the included survey. No impacts are proposed to these areas.
'['he total property area is 60.52 acres, 26.6 acres of which we are disturbing. There is
approximately 8.4 acres of off -site drainage onto the property. Of this 8.4 acres, only 1.1 acres
are impervious area. A Sedinlentation/Erosion Control Permit package has been submitted to
NCDENR on the same date as this permit package. Calculations show that this project has 21 %
impervious area; post -construction. We have previously submitted this project as a low density
project. However, per review by and conversations with Robert Patterson of NCDENR, this
project is considered a "hybrid" project. As shown on the enclosed drainage area map, drainage
areas 1-7 are high density and drainage area 8 is low density with new built upon area utilizing
road side ditch for stormwater conveyance.
The proposed stormwater design consists of six bioretention cells and one wet detention basin to
provide treatment of the first F. Stormwater conveyance pipes are proposed to capture and
direct the runoff to these bioretention areas and basin. Along with treatment, the runoff' will
experience a reduction in velocity before being directed off -site. In areas where the runoff is not
diverted into a bioretention cell, sheet flow is encouraged. Both the cells and wet detention basin
were design according to the regulations outlined in the NCDENR BMP Manual and a
supplemental form is enclosed for each BMP device. Supporting calculations, including
HydroCAD, are also included to confirm the figures in the supplemental forms. Please feel free
to contact our office with any questions or concerns as you review this project.
S:IACAI)M10926M )ocsIGR-L"C-SI)1State SW Submittafl10926-1'roject Narrative.duc
Mailing Address: P.O. Box 5432, Asheville, NC 28813
200 Swannanoa River lid Asheville, NC 28805 1210 S. Main Street, Waynesville, NC 28786
110ne828-252-5388 Fax[phone] Phone:[phone] Fax:[phone]

(Vw;0.1 o£•6)
Excise Tax $ -0-
i<
0oc ID: 920294070006 Type: CRP
Racordad: 08/23/2007 at 03:53:37 PM
F6a fmt: (29.00 Pay t of 6
Exclae Tax: "Ao
WorkrlvxR 239243o
aunoombe countyy, NC
Otto W. OaBruhl rtcgLater of Doods
sx4453 PQ1258-1263 ,
Parcel Identifier No.
Mail Our recording to Cynthia S. (ready (Box 39)
This instruunesit was prepared by Cynnhia S. Grady of Rober
(heed preparation only -- title not examined)
R,
NORTIJ CAROLINA N
T1413 DEED made effective as of tilt; a I '01
GRANTOR '
4 r r.
THE COUNTY OF BUNCOMBE', it Bo j4,
Corporate and Politica,� B!'
c/o Joseph A. Controlly, Mtorney
205 College Street, Suite 2�0 ''
Asheville, NC 28861 1- `.
n
Stevens, P.A.
��
f f
kNTY DEED
t, 2007, by and between
GRANTEE
BUNCOAU3E COUNTY BOARD
6F F[IIJCATIQN
175 Aingltarn Road
Asheville, NC 28806
The designatibnlGrantortand Grantee as used herein shall include said panics, their heirs,
successors, aru`dtasstgns, and shall 'snclutlo singular, plural, masculine, feminine or neuter as
required by context:
Wfi NES51✓*i'11, that the Gran(or, for a valuable consideration paid by the Grantee, the receipt of
which is ltcrcby acknowledged, and pursuant to the terms of that certain Interlocal Agreement
dated effective as of April 1, 2006, by and between the County of Buncombe and the Buncombe
County Board of Education. has and by these presents does grant, bargain, sell and convey unto
the Grantee in fee simple, all those -certain parcels of land situated in Buncombe County, North
Carolina and more particularly described as follows:
RR.S:55662U-1
Book 4453, Paae 1258, File Number

(Page 2 of ti)
I
BEING that said property described in Exhlbit A attached hereto and made a part hereof.
TO HAVE AND TO HOLD the IINP 58id partials of Imid and all privileges and appiufenraices
111crcto belanbing 10 the Grantee in rce simple.
The Grantor makes nn warranty, express or implied, as to title to the property ore rein above',
described.
IN WITNESS WHEREOF, the c rtntor has hereunto set his hand and seal, or if; corporate,
has caused this instruttnent to be signed in its corporate name by its ditty atrthorized officer's and
its seal to be heremuo affixed by authority of its Hoard, the daymid ycar,first above,written.
THE COUNTWOFBUNCOMBE
ATTES
F
R,U9 75566 21Y 1
Book 4453. Pace 1258, File Number

(Pa4e 3 of -6)
STATE OF NORTH CAROLINA
COUNTY OF BUNCOMBE
Id
THIS IS TO CERTIC'Y that this .0 day of August, 2007, L+efvre me
a Notary Public of the State of North Carolina, County
ofBunconlhC, personally appeared Kathy Hughes-, Clerk of thr Board of Commissioners fpr
tY�e County of Buncombe, being by me duly sworn, says and acknowledges thtttf. ;r ?�
NATI iAN RAMSEY is the Chairman of tltc Board of Commissioners for the Cousily of t�
13uncotnba, and Thal site, the said K athti Hughes , is Clerk of the Board ofConittssissinnc ' y"y
(tic County of Buncombe, described in and which executed the foregoing deed and tliut the said
Chairman and Clerk subscribed their names thereto and affixed the seal of the Goursty of
Buncombe as the act and deed of the Cousrty of Buncombe.
WITNESS my hand and Notariai Stamp or 5ya(, this the 22' it�ay of
My Commission F•x tires:
AHDREA I
�ui+eombo
6fc1u'vr Norm
R i 5:556620-t
Book 4453, Paae 125S, Fit© Numher

EXI-f [BIT A
�-NCONIBE COLT-N.'rY-NORTI1 �C--',RQ�LINA
0
D13 961. 56
->C' 1Zcvj1-))ds Hi-,-h School ve,
I 1-" 6
p.
DB I SS4, 2 10
o
P,
DB 1880, P. 313
--9
D3 32"1. P. 1
Cteek- E1,-,m,2tiMry 15 Park- Sojith Bli-J.
Asheville, Nb.'S7134
4,
DD IS30. p. 7",
DB1
Candler
Candler, NC 2 S7 15
DB 25S. p. 192
W3 1372, 8
calic Creek Middle Sch 10 1
516 Lower Brush Creek Rd.
Fletcher, NC 28732
1,2019674-02-78=-,732S
>
D[3 19S2 '. P. S 1)
I 1) F3 1932, P. 53
i-'nka Fli"11 Schord
471 Enka Lake Rd.
Candler, NC2S715
15-9606-0247-1
J,
D13 I,- - -
DD 1342, 558
P,
D13 266S. p. 417
E,,,vj,: Iliddl, School
20 Erxin Hills Rd
17-9029-05-29-258 1 JvDD 3{}59. p, 195
Asheville, N-C 28506
_/-, DD 1228, p- 41)7
[�H�mminv, �\Vaijcv
Lake Kd�.
'
-96 16-01-09-3 69-1 DB-1995. M�,
1 Cand ler, N' C 7

Johriswii Elomcm,3ry 1210 Johnston Blvd.
06-962IS-06-3 5-9 IT, DB 44. p- 269
Asheville- N,(-' 2S306
00-9028-06-:17-1 ° 1 jD B 27
DU 3S I, p 771
DB 1909. P. 62�
I DB 1909, p 62S
t-CICfSACI
Idl Gi(bort'Wc i I DE3 251. p. 50S
Le..'Cester DB 65!). p- 121
DB 1202. 245
11.
DB 19 10- p. 46
Owen H;',-,h S-djot)]
509 Like Edeh-,Rd
1 25-9699- 12-71 6-6864 DB 1 -67 , P. 33
Black Niountaill
DB 1 1, p. 196
DB I -IQS. P. 3?
pis,,'Zlll Eleilleyluny
t 493 Pisgah H�vv.
10-S6S52U2-'99-5045 DB 699.p, 575
Candler. NC 23715
Sand Hill- Vcnable
154 Sand Hill School Rkt
o; DF3 291. P, I
Elcmentary
Ashcvillc. NNC'211RS(1(z
I DS ?03, p- 42S
I UB 509. p. 96
DD 51. p. �27
DB 53 6. 1). 19 1
DB -516. p. 1134
i�6B�87 7,\
"p o
-,;
3 42/

0�
Dii&R-e' 6e"R'nl'c'e-s--�
DB 920, P. I
DB 91)'L p. i4l
DB 17-9. p. -W)
Trall-spol-tatioll Dcpt- V
�54 W*ashi�hton I 1 1-9731)-1 1-59-81T2
D13 %IS, P. 4;9
N'C 2�
t
VaUcv Sprim-,s Nillidle School
224 Lonj'Sho3ls Rif. 1 19-9645-19-00-357o!"
Da 300- P. i":O
Ar&nf-NC�18764--5�11-.
DB 30-.
111)13
645
DB 159�'. p. 677
DB 1628. p. 061

BUNNELL-LAMMONS ENGINEERING, INC.
GEOTEaiMCAI, ENvuav mmAL ANo CoNsrwurnN MATERIALS ConsmToffs
February 9, 2010
Mr. Timothy Fierle, ATA
Director of Facilities and Planning
Buncombe County Schools
175 Bingham Road
Asheville, North Carolina 28806
Subject: Response to Questions Regarding Ground Water Elevations
Erwin District Intermediate School
Buncombe County; North Carolina
BLE Job No: J09-6170-04
BLE NC License No. C-1538
Dear Mr. Fierle:
As requested by the project civil engineer, Mr. Chris Day, PE with Civil Design Concepts, PA ,
Bunnell-Lammons Engineering, Inc. (BLE) has rechecked the groundwater elevations at borings
AB-1, AB-2, AB-3, AB4 and AB-5 and the amended soil boring logs are attached. The groundwater
monitoring was performed through open -tube type, slotted piezometers. Groundwater was not
encountered in the boreholes at the time of drilling or in the piezometers after 4 days (November 2009)
and on February 5, 2010 when the piezometers were rechecked, with the exception of AB-1. Boring
AB-1 encountered groundwater at a depth of 8.5 feet below the existing ground surface on
November 28, 2009 and at a depth of 8.0 feet((approximate elevation 2,162 feet) on February 5, 2010.
It is our opinion that the ground water at boring AB-1 was affected by water flowing continuously
from a pipe onto the ground surface just above the piezometer. Less than one inch of water was also
encountered at AB-2; however, it is believed that this water was from recent snow fall that had entered
the open -tube piezometer and is not groundwater.
Ground -water levels typically fluctuate several feet with seasonal and rainfall variations. Normally,
the highest ground -water levels occur in late winter and spring and the lowest levels occur in late
summer and fall. Based on the limited information of the water level readings in the piezometers, it is'
our opinion that the seasonal high water table is below the boring termination depths. ]
Bunnel]=Lammons Engineering appreciates the opportunity to provide our professional geotechnical
services on this project. Please contact us if we may be of further assistance to you or if you have any
questions concerning this letter.
BUNNELL-LANILMONS ENGINEERING, INC.
SamAnt,rlicchia
Project Manager
Attachments
Copy: . Mr. Chris Day, PE
CARO,
Gary L. Weekley, P.E Z : Q SEAL r :
Senior Engineer -
= 8251
Registered, North Carolina 82� 1
2-grf0
105 FAWEw ROAD, SUITE A
ASHEMLLE, NORTH CARCLWA 28803
PHONE [phone]
FAx [phone]

INC,
SOIL TEST BORING NO. AB-1
PROJECT: W. Buncombe Intermediate School Sioretention Areas PROJECT NO.: J09.6170.04
CLIENT: Buncombe County Public Schools DATE START: 11-24-09 END: 11-24-09
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina - ELEVATION: 2170
GEOTecKwALAmENvmtoNYENTAL
DRILLER; Metro Drill, Inc. LOGGED BY: S. Interlicchia
CONSULTANTS
DRILLING METHOD: CME 45; hollow stem auger
DEPTH TO - WATER> INITIAL: �z AETER 4 DAYS: T 8.5 CAVING>
ELEVATION!
SOIL
DEPTH IF 0
SOIL DESCRIPTION
TYPE
Reddish -brown and tan, silty SAND
2165
5
2160
10
2155—
15
—
Boring terminated at 15 feet. No ground water encountered at time of drilling, but was
encountered at 8.5 feet after 4 days, and at B feet on February 5, 2010.
SOIL TEST BORING NO. "AE3-1
Sheet 1 of 1

IL INC.
HAND AUGER BORING NO. AB-2
PROJECT: W. Buncombe Intermediate School Bioretention Areas PROJECT NO.: J09-6170-04
CLIENT: Buncombe County Public Schools _ DATE START: 11-27-09 END: 11.27-09
BUNNELL•LMMOM
EMINEERNG, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 2198
QEOTECNNICALAwENV*IONMENTAL
DRILLER: Bunnell-Lammons En ing eerin% Inc. LOGGED BY: S. Interlicchia
CONSUmws
DRILLING METHOD: Hans! auger
DEPTH TO - WATER> INITIAL: SZ AFTER 24 DAYS: T CAVING>
ELEVATIONI
SOIL
DEPTH (FT)
SOIL DESCRIPTION
TYPE
Brownish -tan, silty SAND
2195
5
2190—
Boring terminated at 9 feet. No ground water encountered at time of drilling or after 4 days.
10
Trace of water (less than 1-inch) encountered on February 5, 2010.
z1a�
15
HAND AUGER BORIIJG NO. AB-2
Sheet 1 of 1

WIMM
WOULAINC.
SOIL TEST BORING NO. AB-3
PROJECT: W. Buncombe Intermediate School (Bioretention Area PROJECT NO.: Jog-6170-04
CLIENT: Buncombe County Public Schools DATE START: 11-24.09 END: 11-24-09
BUNNIELL-LEA MONS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 2184
GeOTecNNIcALANDENvetoNuw(rAL
DRILLER: Metro Drill, Inc, LOGGED BY: S. Interlicchia
CONSULTANTS
DRILLING METHOD: CME 45; hollow stem auger
DEPTH TO - WATER> INITIAL: Q AFTER 24 DAYS: T CAVING>
ELEVATION!
SOIL
DEPTH {FT)
SOIL DESCRIPTION
TYPE
Reddish -brown and tan, silty SAND
218a
5
Boring terminated at 8 feet. No ground water encountered at time of drilling or after 4 days or on
2175
February 5, 2010.
10
2170
15
2165-
-
SOIL TEST BORING NO. AB-3
. Sheet 1 of 1

®INC.
SOIL TEST BORING NO. AB-4
PROJECT: W. Buncombe Intermediate School (Bioretention Areas) PROJECT NO.: J09-6170.04
CLIENT: Buncombe County Public Schools DATE START: 11.24.09 END: 11-24.09
BUNNELL-LAMNICM
ENGIINEEIMG, IINC.
LOCATION: Buncombe County, North Carolina ELEVATION: 2183
GEOTECHmKALANDENVItONMEHTAL
DRILLER: Metro Drill, Inc. LOGGED BY: S. lnterlicchia
CONSULTANTS
DRILLING METHOD: CME 45; hollow stem auger
DEPTH TO - WATERS INITIAL: AFTER 24 DAYS: CAVING>3m
ELEVATIONI
SOIL.
DEPTH (FT)
SOIL DESCRIPTION
TYPE:
Reddish -brown and tan, silty SAND
2180
—5
2175
10
2170
15
Boring terminated at 15 feet. No ground water encountered at time of drilling or after 4 days or on
February 5, 2010.
2165
SOIL TEST BORING NO. AB-4
Sheet 1 of 1

MIL
SOIL TEST BORING NO. AB-5
INC.
PROJECT: W. Buncombe Intermediate School (Bloretantion Areas) PROJECT NO.: JOM170-04
CLIENT: Buncombe Coun Public Schools DATE START: 11-24-09 END: 11.24-09
13UN 6ELL-LMMOMS
EB INEERMIG, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 2176
GEOTECHNICALAFD El(YvONYENTAL
DRILLER: Metro Drill, Inc. LOGGED BY: S. Interlicchia
CONSULTANTS
DRILLING METHOD: CME 45; hollow stem auger
DEPTH TO - WATER> INITIAL: �z AFTER 24 DAYS: X CAVING> 3W
ELEVATION!
SOIL
DEPTH(FT)
SOIL DESCRIPTION
TYPE
Reddish -brown and tan, silty SAND
2175
5
2170-
-
10
2165
Boring terminated at 12 feet. No ground water encountered at time of drilling or after 4 days or on
February 5, 2010,
15
2160-
SOIL TEs-r BORING NO. AS-5
Sheet 1 c;f 1

A T

SWli�alol'
777 t
Fish and Wildlife Associates. Inc.
25 I-Vatcr Towcr 1-mc, o P.O. Box 241 ♦ Whitticr, NC 24'1789
Phi m.: (828),197-6,50:5 ♦ (8N)197-6506 ♦ Kris: (821'f) 497-6213
EuraiL fxvi a dnctmet ♦ Wch: ��icsc.lish.�nd��'ilclkifcacsuciatcs.conr
DELINEATION AND .IUIZISDICTIONAL DETIERMINATION OF AQUATIC RESOURCES
WEST BUNCOMBE- ELEMENTARY SCHOOL COMPLEX
BUNCOMBE COUNTY. NC
Dish and Wildlif'c Associates. Inc. (17WA) was retained by BUncombe Co111ltV SCh001S to identify
and delineate the aquatic resources within the West Buncombe Elementary School complex
property. 17WA conductccl a f icld survey in July 2008 and September 2008. A .lurisdictional
Determination was prepared IOr' submission to the U.S. Army Corps 0{ Ellgineel'S.
The entire property was investigated to detcrrllinc the presence ol'aquatic resources, including
wetlands, streams. and springs. Streams were identified as perennial, intermittent, Or ephemeral.
i'ollowing the North Carolina Division of Wales- Otaliw's Sti-emn IJerwificulion Form, f%ersion
3.1. Wetland determinations Collowcd the U.S. A nt)r Corps cifEngincus I'I'e1 and Delineation
Manual (1987). Streams and wetlands were also classified as jurisdictional or non -jurisdictional
during the initial field surveys.
FWA personnel met on -site with U.'S. Army Coles of Engineers personnel in January 2009 for
concurrence regarding wetland and stream delineations and Iln'ISC1101011al C10Cl'1111natiOnS. A total
of Corr wetlands and two'streams were identified on the property. which are referred to ns
Wetland I, Wetland 2. Wetland 3, Wetland 41, SUweam 1 and Stream 2 on the survey plal. BO111
streams and Wetlands I and 2 Nvere determined to be jurisdictional Waters ol'thc U.S. Wetlands
3 and 4 were isolated and determined to be non -jurisdictional Waters of the U.S. The U.S. Army
Corps 01,Engincers contir111cd these findings with a Notification of -Jurisdictional Determination
dated on April 23, 2009,

1
1
1
1
1
1
1
1
1
u
STORM WATER
CALCULATIONS
WEST INTERMEDIATE SCHOOL for
BUNCOMBE COUNTY
DEVELOPED BY. -
BUNCOMBE COUNTY BOARD OF ED UCA TION
175 BINGHAM ROAD
ASHEVILLE, NC 28806
CONTA CT: TIM FIERLE
[phone]
_ AL
3
rfrrnrri,nit`�`
ca#c'
CIVIL DESIGN CONCEPTS, PA
2N SWANNANOA RNER ROAD
ASHEVILLE, NO 2aa0a
PHONE (a2a) 2a2-a3aa
FAIT (a28) 2524M5
1210 a. MAIN aTREET
wAYNESVILLE, NO 2a7aa
PHONE (an)1a2-441 a
FAX (a2s) {aa-MW
www.civildesignconcepte.com
J08 NO. 10926

STORM DRAIN COMPUTATION SHEET
West Intermediate School for Buncombe County
Bunbombe County, NC
CDC Project No. 10926
Z
G
SNVERT
ff
L
-
STRUCTURE j _
z z 7 C
f= I
E1.EVA110Nr-
!
(F-I) A"
i "C' S "I" 4CFS1
- j "(1"
Upper 1 Lower
I "N"
1IN.1
(IN.I
(FT)
l (FT) (FT1SL-C)
FROM TO -
---
- �--
---
- ---
€ 1ACRES)
i
1 ICFS)
1
EXA1 EXA2 32 i 9 �r
0.4 7.0E 28. 14
i X'A1 28: 14
2210.5 z 2799.5'
34.4 0.011
12.E
18
2219.5
i 38.56
_..-_ mm
EXA2 A4 32i 1 4.44
0.9 f. 7.06' 0.00
- -
EXA1, EX s _ 28-i4
} 2195.5 2192.2
1.0 O.Qi1
_
24 3
24
2201.9
-4,0
-
6.4 F• 9.fi3
t A3 A4
52 J
i.12'
e.7, 1 7.DE i 5 5s
A3 .
$-51+
2193.6
L192.2,'�
2.7
9 0.01
11.0
18 2199.51
E.7
9.82
EXA1,EXA.2,A3A4
33.68
2192.2 (
2i75.fl
8.1
0,0?1",
17.7
18
�2202.2
A4 { A5• 212 1 0.00 0.9 7.0E 0.00
10.0
22:76
A5
{
r A7 t
374
6.G6
i
0,4 ( 7.06 17.11
EX Al, EX A2, A3-?S
50.79
2175.0' ¢
2171.2
1.0
i 0.011:
30.4
36
12179.01
4.0 €4
11.85
A6
A6B
132 .
3.81
} 0.4 1.06 j
10.76
A6
10.76
2177,0
2175.6
1.1
0.011
16.9
18
2180.5
3.5 (
8.23
I
'
A6B
A7 i
208
0.1E
€ -0.4 f 7.0E
0.47
A6, A6B
1
11.23
2175.6
2172.7
1.4
; 0.011
16.3
18
2187.0
11.4 i:-
9.16
A7 AB (
86
0.00
- _
0 9 7.06
0.00
EX Ai-A2 A3-A7
62.02
2162.0
2157,7
21
5.0
5.0
_ 0 011
24.3
36179.0
..
_
17,0 €
-- -
22.76
----
'
i
PIPE X-
2s
tl 57
_O.a . 7.0E
1.61
PIPE X
1.61
21 i 1.9
2170.0 .
7.9
0.011
5.7
18 ,
.10.05
`AS ^
c6Eet '
; 286 i
1.24
r 0 4 { 7.06
3.50
EX Al=A2, X3-'A8, PIPE X. ALL B,G
65.52
i 2157.7 =
2148.0
3.4
j 0 011 -
26.7
36
66.0
_
8.3 1
20.03 ^
`
`
F
12191.3
i
B1
{ B2 j '
163
1.32
0.7- ? 7.a6
5.51
B1
6,51
2185.7 _,
2182A
2.2
0.011' .
42.2
18
5.6
11.28
B2,
POND 1 (As) I
155 0.47
0.8 ; 7.06 f
2.67
_ B1-B2
9.18
L2177.6 _#
2163-0
9.4
i 0.011
10.5
18 2185.6
8.O
17.72
C1
POND 1 {AB}
249
0.79
1 0.9 : 7.0E '
5.D3
Gi
5.03
2165:5 i
2163.0
1.0
'0.01.1
12.8
18 2169,0
3.5 ;:
6.66
D1-
D2 ;' 122 (
0.64
1 0.8 . 7.06
3.63
p1
3.63
2200.3
2196.9
2.8
r 0.011
9.4
f
18 , 2243.8
i
3.5
8.83.
D2
_
POND 3(D4}
158 i 09307
1 7.0E
4.61
-
D1-02'
_
8.24
1
96.9
2193.3
_2.3
j 0.011
13.2
18 2200.4
3.5 1
10.30
- 6.3
1-0.011
6.2
18 2200.9
3.5
9.51
03
D4 j- 155 0.64 0.4 [ 7.0E i 1.81
E
D3 1.81
' 2197.4 2187.E
04'
1 D5
150 i
1.03
1 0.7 1 -7.06
5.09
D1-D4
1
15.14
2187.6 r
218E.1
1-O
`
y 0.011
19.4
{
24 1 2193.3.
S
5.7 i
8.77
1 i
D5, ❑6
240 mm
303
4 I
1 04 7.0E .
-
8.5n"
D1-p5
i
23.70
2186,1 '%
2180.6•
2.3
_-0.011
- 19.E
24 12197.7
11.E
13.4i,
D6 DS t
63. i
0.a3
0.7 7.06 ff
2.15
01-D6
25.?5
2180.6
2173.0
12.1
10.011
'-Ira 1
24' ' 2186.3
y 5.7
25.3.1
i
!
i
i (
- D7 D8
1.15
1.36
; 0.4 7_06 E
3.83
D7
3.83
2187.7
2173.0
12.8
t 0.011'
7.2
18 2191:2
3.5
15.39
PIPE Y E
55 i
0.4E
0.7 7.0E ?
2.27
PIPE Y
%
2.27
'2179.0 =
2178.4
1.1
E 0.011
9.4
18"
i
I
5.53 =
DB 09
133 f
0.46
0.6 7.0E i
1.9E ,
D1-D8, Y
33.90
; 2173 0 .j
2171.5
1.1
} D.01 i
26.0
30. 2178.7
5.7
11.09
D9 t D12
326 ;
0.35
0:9 7.06'I
2.24
Dl-D9,Y
_
35.14
1 2i71.6'g
2167.8
1.2
0.011
26.1
30 +2182.8
.11.2_j
11,63
❑1fl D12 -'
43 j
1.59
I 0.7 7.0E
7.85 i
D10
i
7.85
I 2174.6 i
2171.9
6.3
L 0.01,1
10.7
18 2180.3
5.7 '-
14.69
D1:1 D12 -`I:.
c
1.19� �..
0.38
s� 1
f 4.4 7.0E 1
�-
1.07 €
-
D11, ALL EEX 12'
-i
15.08
•. s
2169.E !
2167.8
I I
1A ( '0.011
i9.3
.
24 2174.7
E
5.7 '>
8.77_-

INVERT
J
ii ?�
_-C
.^ N
STRUCTURE - -
_Z
I _
r -
I ELEVATION
-
out0,9
188 0-00.1.
06
3-D12, ALL E. EX12", Y
5.2
I0.011
23.7
30 2179D12
11.2
22.89 '
I
I
j7.06'
(
E1
0.87 0.6
E2
3.66
E
3.66
2182.5 217.6
2.20.011
9.3
_8 218.2
4.7
8.12
{
' E2
-
'
E3 153 0.86 0.4
_ -
7.06
2.43
- E1-E2
-
6.10
-
E
2177.6 I 2175.8
-
1-2
0.011
_
13.4
18� 2181.1
3.5
7.49
E3 F^i 1G 3 (G1 iJ . 1 iC 0.74' 0 i
E4 -POND 8 {D11) ' 95 0.38 j 0.7
E011
; 7-06
7.06
3.68 E1-_3-
1.87 ) E4
�78. 21r5.8 21 r4.7
-L87- # 2176.0 2174.7
1.0 - • O:G1.1 =
1.4 0.
- 16.4 18 21 r9.3)
$j' `2179 5
.3 18
_ --_
-3.5 7.7&
-5 �• 5-70'
3 _
F1 outlet�49 1.SS ; 0-7
7,05
7.bd F1
7:64 2159.5 I 2153.0
13.3 0.011
92 ( 18 :2163.0
3.5 19.06
;
1 FX 15"
H1 t 77 (1) - nla
7.06
'(1)
EX 15"
{1)
2163.7
2152.6
14.4
1
0.013
n/a
15 ; 2167.3
3.6
H1
outlet 77 0.00 . n/a
7.06
0.00
EX 15"
(1)
2150.0
2149.2
1A
0.011
nla
15 € 2156.0
6.0
i EX 15'
i 31 €^ 13 (1) n!a
i. 7 o6
( '(1l
EX 15'
(1)
2144.7,
2142.1
20.0
0.613
nla
75 € 2148.2
3.5
I
TO011�
J1
outlet 1 86 0,00 11 n1a
{ 7.06
0.00
EX'15"
(1)
2137.0
2136.1
1.0
;
nla
15-,.2144.0
7,0
PIPEZ 99 0.28 ; 0.5
7.06
0.97
PIPEZ
0.97
2175.1
2174.1
10
0:011
6.9
38
4.18
I
-M67�
inlet K1 j 55 _ 1.60 0.4
7.Qfi
4.5 i
inlet
4.51
2127.5
2125.3
4-0
0.011
9.5
I 18 }.
j
i K1
6
Outlet 63 4.0E I Q6 O6 17 18 inlet PIPEZ. K1
226E
I 2i25.3
2124.E
1.1
0A1 €
22.1
24 1 2128.8
3.5
t 9.61
_ �_- L� - y--- - T---• _
----
-21
--
-
- ---
--
'(1) = Existing flow is only from'existing structures. No new flow is added to system.
)
I
I'

I
F
1
1
a
u
H
I
I
0
U
0
u
11
1
DRAINAGE AREA CHART
AREA
STRUCTURE
SIZE (AC)
Al
EX Al
9.97
A3
BMP #2/ A3
1.12
A5
A5
6.06
A6
A6
3.81
A68
A6B
0.16
Z
PIPE Z
0.57
AS
POND/ GE)1.24
B1
B1
0.75
S1
NORTH CISTERN
0.57
B2
82
0.47
C1
C1
0.79
D1
D1
0.64
D2
D2
0.93
D3
D3
0.64
D4
BMP #3 D4
1.03
D5
D5
3.03
D6
BMP #5/ D6
0.43
D7
p7
1.36
Y
PIP£ Y
0.46
D8
BMP #6/ DS
0,46
D9
D9
0.35
D10
BMP #7/ D10
1.59
D11
BMP #8/ D11
0.38
F
AREA
STRUCTURE
SIZE (AC)
E1
E1
0.87
E2
CiD
0.86
E3
E3
0.74
E4
E4
0.38
F1
F1
1.55
Z
PEPE Z
0.28
KO
PIPE TO K1
1.60
K1
K1
4.06
- -
/ .
/i
} yy Ii 1 rV'R' �' //ilr��lri � • I � �
r GJ Jill!/11lfv��� --- D9
7! I
!
r
xI
K U� ti
m U d
{O
�J efm(
w C
yuina
6 W=
lj o
.=e4
ni=
of
I
} �.\1 1!
I }
1}IIII} !
Ig14111 l ! /
IS�1111! r !
1
ri111�INI1111
\�D2�
n
r11Jr,1'fl Il;
I JI!/! /!',`+lrlrr } III. I i .� l• _ � •�1,'�/ �� __� ��./�llfuri f"IlllltflFf
i/
// �/�, ~ _ I' C- ♦ - - �.�J \\\11\\\ 1 }l5rr l[!!!11!'lif.�l!!!1/1//%/r// //,'////�
\\1\\\\NQTRECONSTR
FO
Q
G.
a
W
V
O
z`
u V
h
Liu
In5-j
uV

f
_!
1
-
S•�
1
. z.
7 "",
4

Rip -Rap Apron Sizing
JOB 9 10926 West intermediate School
W 1_:._
° s 30 I° 20 <<
0
Dram. cl cr a. Pire in Fees
Fe•�urr ;.: Zkac Ch:�ri.
Apron
Class of
Size of
Length of
Minimum
Zone
Material
Stone
Sterne
Apron
Thickness
of Stone
1
Stone
Fine
3"
4 .x' D
T . 9"
2
Stone
Liaht
6"
6 x D
12"
3
Stone
Medium
13"
8 x D
18"
d
Stone
Heavv
23"
8 x D
30"
5
Stone
Heavv
23"
10 x D
30"
6
Stone
Heavy
23"
12 x D
30"
7
Requires larger stone or another type of device, such as a
stilling basin, impact structure. etc. Desi�,n is beyond the
scope of this proeedure.
WIDTH= D + 0A x-( Lenuah) (Note: 6' rninimum)
Name
I (Ibs) I
Size ISpecifications
RIP --RAP
30% Shall weigh at least 60
Class l
5-200
Ibs each, no more than 10%
shall Weigh less than 15 ibs each
601,10 shall weigh at least 100
Class 2
25-250
Ibs each. No more than 5% shall
weigh less than 50 Ibs each_
EROSION CONTROL STONE
Class A
2-6, 10% Top and bottom sizes.
Flo gradation specified.
Class B
15-300
5-I5' No uradation specified.
Pipe Fldw
Pipe
Outlet
Flow
Apron
Apron
Apron
Stone
FROM STRUCTURE
Diameter
Velocity
Depth
Zone
Length
Width
Thickness
Remarks
(cis)
Class
(in)
(fps)"
(ft)-
(ft)
(ft)
(in)
.AS
65.52
36
20.03
1.11
6
36
18
30
II
Desiorn:36'x18'x30"
PIPE X
1.61
18
10.03
0.22
2
9
6
12
If
Design: 9'x6'x12"
B2
9.18
I8
17.72
0.30
3
12
7
18
11
Design: 12'x7'x18"
C1
5.08
18
6.66
0.39
2
9
6
12
11
Des i2n:9'x6'x12"
Downspout into B\iP 93
1.80
10
3.13
0.51
1
4
3
9
It
Design: 9'x6'x12"
D2
8.24
18
7.51
0.89
2
9
6
12
11
Design: 9'x6'x 12 "
Downspout into BivIP #7
2.89
12
5.78
0.61
1
d
3
9
II
Design: 9'x6'x12"
PIPE Y
2.27
l8
3.53
0.42
1
6
4
9
11
Design: 9'x6'xl2"
D12
59.07
30
22.89
1,30
6
30
15
30
Il
Design: 30'xI5'x30"

E3
9.78
is
7.78
1.00 ,
2
9
6
12 11
Design_ 9'Y6'x12"
- E4
1.87
is
5.70
0.36
1
6
4
9
II
Design: 9'x6'x l 2"
F 1
7.64
is
19.06.
0.42
6
is
10
30
.11
Design: 18'x 1O'x30"
H 1
7.63**
15
6.22
1.25
2
7
4
12
It
Design: 9'x6'x 12"
.11
7.63"
16
6.22
1,25
2
7
4
12
If
Des iun:9'x6'x12"
PIPE Z
0.97
is
4.18
0.28
1
6
4
9
If
Desiurn: 9'x6'x12"
K 1
19.16
24
9.61
1.21
2
12
7
12
11
Design: 12'K7'x 12"
*Calculations provided by Flowmaster ** 15" Pipe ful I flow design capacity
r . +:

1
1
1
1
1
1
1
1
1
1
li
fl
t
WET DETENTION BASIN
CALCULATIONS
WEST INTERMEDIA TE SCHOOL for
BUNCOMBE COUNTY
ca#c'
CIVIL DESIGN CONCEPTS, PA
20 EWANNANOA WM ROAD
ABHEVILLE, NC 2EEQd
PHONE I82s) xs243ss
FAX Isxs125243 6
1710 s. IWN entEET
BVI WAYNEu, NC 49 m
PHONE (E7 KO-411
FAX inn) 66-W:
www.clvlldosignconcepte.com
J08 NO. 10926

STORM WATER
CAL CULAT/ONS
WEST INTERMEDIATE SCHOOL for
BUNCOMBE COUNTY
DEVELOPED BY:
BUNCOMBE COUNTY BOARD OF EDUCATION
SE _
= 14
175 BINGHAM ROAD
ASHEYILLE, NC 28806
CONTACT: TIM FIERLE
[phone]
ca4c'
CIVIL DESIGN CONCEPTS, PA
200 SWANNANOA RIVER ROAD
ASHEYILLE, NC 2U05
PHONE (S2SF 252-Sess
FAX (e2e1 2524M
1210 S. MAIN STREET
WAYNESVILLE, HC 237e6
PHONE [phone]
FAX (ate) 456 54H
www.civildeslgnconcepts.com
JOB NO. 10926

,r Y
ccrcoc-�2 AML
CIVIL DESIGN CONCEPTS, PA
West Intermediate School for Buncombe County
CDC Project # 10926
Wet Detention Basin Calculations
*Based off BMP Manual Calculations
Temporary Pool Design:
Water Treatment Volume for !": Simple Method (BMP Manual, Section 3.3.1)
Drainage Area = 187,000 SF (4.29 acres)
Impervious Area = 103,673 SF (2.38 acres)
I,, = 103,673 SF / 187,000 SF
IA = 0.554
Rv= 0.05 + 0.9 * 0.554
Rv = 0.55
RI) = 1.00" (1 year/I hour storm for the City of Asheville)
V=3630*RI) *Rv*A
V = 3630 * 1.00" * 0.55 * 4.29 acres
V = 8,565 ft3 required for treatment
Water Treatment Volume: Peak Elevation
}
Cumulative
Elevation (ft)
Area ,
Volume g
Volume w7 out '
(s
$
Perm.�Po�ila �.
2164
7,151
5,610
5.610
2165
8,226
7,682
13.293
Peak Elevation of l" Storm: - r
Z1C1 -

Permanent Pool Design ,BMP Manual, Section 10.3.4,E
4' Deep Permanent Pool Average Depth
55.44% Impervious Cover
DA = 187,000 SF
SA/DA = 1.88% = 0.0188
SA = 3,516 SF
Required Surface Area for Permanent Pool =3,516 SF
Surface Area Provided for Permanent Pool = 4,100 SF

ca'c��
CIVIL DESIGN CONCEPTS, PA
Project Name: West Intermediate School
CDC Project Number: 10926
Pond Orifice Sizing
Q=CdxAxsgrt(2xgxh)
Total Volume to be discharged from Pond (Q) _
2 days to Discharge - 172,800 seconds
Q2 = 0.049565972 cfs
A2 = Q2
Cdxsgrt(2xgxh)
Cd = 0.60
g = 32.2 feet/sec"2
h/3 = 0.43 i eet
A2 =
0.016
sf
2.252
sq in
diameter
1.69
inches
5 Days to Discharge - 432,000
seconds
Q5 =
0.019826389 cis
A5 =
Q5
Cd
x sgrt(2 x g
x h)
Cd =
0.60
g =
32.2
feet/sec^2
li/3 =
0.43
feet
A5 —
0.006
sf
0.901
sq in
diameter
1.071
inches
8,565 cf'
Orifice Chosen
diameter = 1.500 inches
A = 0.0123 sf'
Q=CdxAxsgrt(2xgxh)
Q =
0.0389 cf's
time =
220197.42 seconds
time =
2.55 days
Therefore, a 1.5" orifice pipe shall be chosen to drain the 1-year volume increase over 2.55 days

6S
Pre -Development
Subcat Reach on Lll�k
Post -De
lopment
5P`
Proposed Wet Detention
Basin

Wet Detention Basin Type I! 24-hr l-yr Rainfall=2.89°
Prepared by {enter your company name here} Printed 2/10/2010
HydroCAD® 8.50 s/n 004679 ©2007 HydroCAD_Software Solutions LLC Page 2
Summary for Subcatchment 6S: Pre -Development
Runoff = 6.15 cfs @ 11.98 hrs, Volume= 13,057 cf, Depth> 0.84"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.89"
Areas CN Description
187,000 74 >75% Grass cover, Good, HSG C
187,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
6.0 Direct Entry,
3
2
Subcatchment 6S: Pre -Development
Hydrograph
r I I I I I I I I 1 I n
I I 1 I I ! 1 I I I 1 I:J Runoll
3 I I 1 I I I I 1 I I
--
Type 11 24-h r 1-yr
Rainfall=2.189"
Runoff Area 187,000 sf
I 3 I I I I I I I
---Runoff-Vo1ume=13,057'cf-'
{ : Runbff D6plth>0:84'
I I I I ! I 3 I I
-Il- - -E- - -1- I
inih­
' I I I C N=74
------------------------
1 I I 1 I I
f I I I ! I { I
1 I
I I I I f I 1 I
I ! < 1 1 I I { I 1
I I f I I I 3
I I I I I I !
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Wet Detention Basin Type ll 24-hr 9-yr Rainfall=2.89"
Prepared by {enter your company name here} Printed 2/10/2010
HydroCAD® 8.50 sln 004679 © 2007 HydroCAD Software Solutions LLC Pagg 3
Summary for Subcatchment 7S: Post -Development
Runoff = 12.05 cfs @ 11.97 hrs, Volume= 25,581 cf, Depth> 1.64"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type 11 24-hr 1-yr Rainfall=2.89"
Area (sf) CN Descri
103,673
98 Paved parking & roofs
83,327
74 >75% Grass cover, Good, HSG C
187,000
87 Weighted Average
83,327
Pervious Area
103,673
Impervious Area
Tc Length Slope Velocity Capacity Description
__(min) (feet) (ftlft) (ftlsec) (cfs)
6.0 Direct Entry,
Subcatchment 7S: Post -Development
Hydrograph
13
- - L - - - - L - - t- - -'- - -'- - -'- - -'- - -'- - - I- - -'- - -'- - - L - - L - -'- - - - -'- - -'- - -'- - -'- - - r- I I I I , V I I 1 I [ r I I I 1 f I I 0 Runoll
1L
... .., L..... .. L.. .. .. L,. _..,. L,.._ ._ L........, L..... _. L......., L. _. .. L.. .. _. 1-. 12.05 N7 ....,. L.. -.._ L.. ... ...-
4
12
..Tly.p:e.11 24-hrI -yr-
I
Rainfall=2.189H_. _....
L.... l....... 1l........ 1
Runoff Area 187;000 sf "
g' ;
,....,Runoff,Volume=25. 581._cf-...
I I I I I I I I I I
N , ....._ L_ ....., L.. ... ._ L. _. .. 1_..,.... 1.,.... ._ L.. ...._ L..... .. !........ L., .. .. L.. ..... 6. 1 ! .. .. 3......... 1... .., ._ I_ R u 'off D t �6�
.e / ' A � �....,
� n
O 77
pl ..I I
L__L__L__1___L__L__1___I___I___I___I_E..__L __ L__ L__ L__ L__I__76760
_L f_
06 : ; Ik ; ; -,;� ; 1 I, I, Tc ; 6; 0 -m i n- -
LL
- -. 1....- ... L. r... .., r.., .., .. L. - .. L..... =�....
1 87...
5-
4'
L__L__ L__I___L__L__I___L_J___L__!.
' r I I I 1 I I I
I I I I I f 1 I I I
I +
'3- I I I I I I 1
1 I I I I I 1
2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Wet Detention Basin Type If 24-hr 1-yr Rainfaff=2.89"
Prepared by tenter your company name here} Printed 2/10/2010
HydroCAD® 8.50 s/n 004679 © 2007 HydroCAD Software Solutions LLC _ _ _ Page 4
Summary for Pond 5P: Proposed Wet Detention Basin
Inflow Area = 187,000 sf, 55.44% Impervious, Inflow Depth > 1.64" for 1-yr event
Inflow = 12.05 cfs @ 11.97 hrs, Volume= 25,581 cf
Outflow = 4.05 cfs @ 12.11 hrs, Volume= 16,855 cf, Atten= 66%, Lag= 8.2 min
Primary = 4.05 cfs @ 12.11 hrs, Volume= 16,855 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,164.76' @ 12.11 hrs Surf.Area= 8,097 sf Storage= 11,430 cf
Plug -Flow detention time= 180.8 min calculated for 16,820 cf (66% of inflow)
Center -of -Mass det. time= 75.7 min ( 895.2 - 819.4 )
Volume Invert
Avail.Storage_ Storage Description^
#1 2,163.00'
33,393
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
2,163.00
4,100
251.0 0 0 4,100
.216400
407,907
7,151
556.0 5,555 5 23,691
569.0 3,010 8,566 � 24,876
65.00
P,1
8,226
579.0 4,840 1r25,853
66.00
9,992
600.0 9,095 22,500 27,909
2.167.00
11,819
619.0 10,893 33,393 29,850
Device Routing
Invert
Outlet Devices
#1 Primary
2,157.70'
36.0" x 286.0' long Culvert CPP, square edge headwall, Ke= 0,500
Outlet Invert= 2,147.98' S= 0.0340 '1' Cc= 0.900 n = 0.011
#2 Device 1
2,163.00'
1.0" Vert. Orifice/Grate C= 0.600
#3 Primary
2,164,40'
3.50' W x 0.25' H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1
2,165.50'
5.00' x 5.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Primary
2,166.00'
Custom Weir/Orifice, C= 2.62
Head (feet) 0.00 1.00
Width (feet) 13.00 19.00
Primary OutFlow Max=4.02 cfs @ 12.11 hrs HW=2,164.75' (Free Discharge)
=Culvert (Passes 0.03 cfs of 80.21 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.03 cfs @ 6.30 fps)
=Orifice/Grate ( Controls 0.00 cfs)
3=OrificefGrate (Orifice Controls 3.98 cfs @ 2.28 fps)
S=Custom Weir/Orifice ( Controls 0.00 cfs)

Wet Detention Basin Type l! 24-hr 1-yr Rainfall=2.89°
Prepared by {enter your company name here} Printed 2/10/2010
HydroCAD® 8.50 s/n 004679 02007 HydroCAD Software Solutions LLC Page 5
Pond 5P: Proposed Wet Detention Basin
Hydrograph
-
•
I
I I I ! I I I I I I I I
I I I I I I ! I I
® Inflow
❑Primary
13
---------- -- -- - ---�--E- iz.oscas
-�- -- --
----------- - - -- --
- ,'
1 1 I I I I I
i
Inflow- Area=18.7 000_ if.,
11-
-----,-- ,-- -- ,-- -- --, --_--
-- -- ;Peak -Etev 2 1�64:,761-
10:
I r I
'--'---- I T--I I I
I ,
I I Storag-e=11-;430-cf-
I I I , 1 I
, I ! , ! V I
9-
, I I I
I 1 I I 1 I I I
}
I I 1 1 I I I 1
1 I I I 4 I I 1
i
I
'
5
L. I ., .,I ., .1 .. I 1 .., I ._ .. 1. _ l- _ ..!`•..I
-1 ._ _ .I . -1 .,_ ... � l- .. ... � ... _. C. _,' - `1 _ ... 1 ... .I I I
4.05 cfs
. _.,_,___I_-___,___,__-
_., ..
•
3-
I I I , I I I
I I ,
I
-
L
..,..,. 1. '.
..._ ..1 _ .. , ._ _ 1 I I I I , r
I
�.I
I
Time (hours)

Wet Detention Basin Type fl 24-hr 50-yr Rainfall=6.52"
Prepared by {enter your company name here) Printed 2/10/2010
HydroCAD® 8.50 s/n 004679 ©2007 HydroCAD Software Solutions LLC Page 6
Pond 5P: Proposed Wet Detention Basin
• X111
m ■ _ •
-
• . •
p/�j
o

Wet Detention Basin-Forebay Type 1124-hr 1-yr Rainfall=2.89"
Prepared by {enter your company name here} Printed 1/27/2010
H droCAD0 8.50 sin 004679 c0 2007 H droCAD Software Solutions LLC Pa e 1
Summary for Pond 5P: Proposed Wet Detention Basin
Inflow Area = 187,000 sf, 55.44% Impervious, Inflow Depth > 1.64" for 1-yr event
Inflow = 12.05 cfs @ 11.97 hrs, Volume= 25,581 cf
Outflow = 12.20 cfs @ 11.98 hrs, Volume= 24,302 cf, Atten= 0%, Lag= 0.3 min
Primary = 12.20 cfs @ 11.98 hrs, Volume= 24,302 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,165.67' @ 11.98 hrs Surf.Area= 707 sf Storage= 1,294 cf
Plug -Flow detention time= 39.1 min calculated for 24,251 cf (95% of inflow)
Center -of -Mass det. time= 11.3 min ( 830.8 - 819.4 )
Volume Invert Avail.Storage Storage Description _
#1 2,159.00' 1,294 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
21159,00 202 61.0 0 0 _ 202
2,160.00 340 77.0 268 268 391
2,161.00 508 92.0 421 689 609
2,162.00 707 107.0 605 1,294 867
Device Routing Invert Outlet Devices
#1 Primary 2,157.70' 36.0" x 286.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 2,147.98' S= 0.0340 '1' Cc= 0.900 n= 0.011
#2 Device 1 2,163.00' 1.0" Vert. Orifice/Grate C= 0.600
#3 Primary 2,164.30' 3.50' W x 0.25' H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 2,165.50' 5.00' x 5.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Primary 2,166.00' Custom Weir/Orifice, C= 2.62
Head (feet) 0.00 1.00
Width (feet) 13.00 19.00
Primary Out low Max=11.52 cfs @ 11.98 hrs HW=2,165.61' (Free Discharge)
[�2=0
ulvert (Passes 2.36 cfs of 86.16 cfs potential flow)
rifice/Grate (Orifice Controls 0.04 cfs @ 7.71 fps)
=Orifice/Grate (Weir Controls 2.32 cfs @ 1.07 fps)
H=Orlf ice/G rate (Orifice Controls 9.16 cfs @ 5.23 fps)
5=Custom Weir/Orifice ( Controls 0.00 cfs)

Wet Detention Basin -Permanent Poo! Basin Type !I 24-hr 1-yr Rainfall=2.89"
Prepared by {enter your company name here) Printed 1/27/2010
HydroCAD® 8.50 sln 004679 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: Proposed Wet Detention Basin
Inflow Area = 187,000 sf, 55.44% Impervious, Inflow Depth > 1.64" for 1-yr event
Inflow = 12.05 cfs @ 11.97 hrs, Volume= 25,581 cf
Outflow = 15.29 cfs @ 11.95 hrs, Volume= 20,151 cf, Atten= 0%, Lag= 0.0 min
Primary = 15.29 cfs @ 11.95 hrs, Volume= 20,151 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,165.69' @ 11.95 hrs Surf.Area= 4,100 sf Storage= 5,719 cf
Plug -Flow detention time= 123.0 min calculated for 20,151 cf (79% of inflow)
Center -of -Mass det. time= 37.7 min ( 857.2 - 819.4 )
Volume Invert
Avail.S_t_orage Storage Description
#1 2,158.00'
5,719 cf Custom Stage Data (Irregular) Listed
below (Recalc)
Elevation Surf.Area
Perim. Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft) _(feet)
(cubic -feet) (cubic -feet)
(sq-ft)
2,158.00
200
63.0 0 0
200
2,159.00
423
88.0 305 305
510
2,160.00
714
108.0 562 867
837
2,162.00
1,495
152.0 2,161 3,028
1,783
2,163.00
4,100
247.0 2,690 5,719
4,806
Device Routing
Invert
Outlet Devices
#1 Primary
2,157.70'
36.0" x 286.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 2,147.98' S= 0.0340 '1' Cc=
0.900 n= 0.011
#2 Device 1
2,163.00'
1.0" Vert. Orifice/Grate C= 0.600
#3 Primary
2,164.30'
3.50' W x 0.25' H Vert. Orifice/Grate X 2.00
C= 0.600
#4 Device 1
2,165.50'
5.00' x 5.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Primary
2,166.00'
Custom Weir/Orifice, C= 2.62
Head (feet) 0.00 1.00
Width (feet) 13.00 19.00
Primary OutFlow Max=13.87 cfs @ 11.95 hrs HW=2,165.67' (Free Discharge)
=Culvert (Passes 4.48 cfs of 86.55 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.04 cfs @ 7.80 fps)
=Orifice/Grate (Weir Controls 4.44 cfs @ 1.33 fps)
H=Orif ice/G rate (Orifice Controls 9.38 cfs @ 5.36 fps)
5=Custom Weir/Orifice ( Controls 0.00 cfs)

Wet Detention Basin Type 1124-hr 1-yr Rainfall=2.89"
Prepared by {enter your company name here} Printed 1/28/2010
HydroCAD® 8.50 s/n 004679 ©2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: Proposed Wet Detention Basin
Inflow Area =
187,000 sf,
55.44% Impervious,
Inflow Depth > 1.64" for 1-yr event
Inflow -
12.05 cfs @
11.97 hrs, Volume=
25,581 cf
Outflow =
4.57 cfs @
12.10 hrs, Volume=
17,649 cf, Atten= 62%, Lag= 7.6 min
Primary -
4.57 cfs @
12.10 hrs, Volume=
17,649 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 2,164.72' @ 12.10 hrs Surf.Area= 7,925 sf Storage= 10,979 cf
Plug -Flow detention time= 169.3 min calculated for 17,649 cf (69% of inflow)
Center -of -Mass det, time= 66.8 min ( 886.2 - 819.4 )
Volume Invert
Avail.Stora a Storage Description
#1 2,163.00'
33,235
cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store
Wet.Area
feet
s -ft
feet cubic -feet cubic -feet
s -ft
2,163.00
4,100
251.0 0 0
4,100
2,164.00
7,151
556.0 5,555 5,555
23,691
7 2,164,30
7,486
560.0 2,195 7,751
24,084
2,165.00
8,226
579.0 5,497 13,248
25,851
2,166.00
9,992
600.0 9,095 22,342
27,908
PdcA 2,167.00
11,819
619.0 10,893 33,235
29,849
Device Routing
Invert
Outlet Devices
#1 Primary
2,157.70'
36.0" x 286.0' long Culvert CPP, square edge
headwall, Ke= 0.500
Outlet invert= 2,147.98' S= 0.0340'1' Cc=
0.900 n= 0.011
#2 Device 1
2,163.00'
1.0" Vert. Orifice/Grate C= 0.600
#3 Primary
2,164.30'
3.50' W x 0.25' H Vert. Orifice/Grate X 2.00
C= 0.600
#4 Device 1
2,165.50'
5.00' x 5.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Primary
2,166.00'
Custom Weir/Orifice, C= 2.62
Head (feet) 0.00 1.00
Width (feet) 13.00 19.00
Primary OutFlow Max=4.55 cfs @ 12.10 hrs HW=2,164.72' (Free Discharge)
=Culvert (Passes 0.03 cfs of 79.94 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.03 cfs @ 6.23 fps)
=Orifice/Grate ( Controls 0.00 cfs)
3=Orifice/Grate (Orifice Controls 4.52 cfs @ 2.58 fps)
5=Custom Weir/Orifice ( Controls 0.00 cfs)