20041912 Ver 1_Complete File_20041129

MEMORANDUM
TO: John Dorney Regional Contact: Michael Horan
Non-Discharge Branch WQ Supervisor: KPn Srhi,stPr
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Enloe High School County. Wake
Project Number ' 04 1912 County2
Recvd From APP' Region Raleigh
Received Date 11/29/04 Recvd By Region
Project Type campus expansion
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim.. Supp. Basin Req. Req.
NBR Buffers F V _0N F- 27-33-(10) r -CF-NSW 30,402. 0.09 F-
Mitigation Wetland
MitigationType Type Acres' Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y 0 N Recommendation: 0 Issue 0 Issue/Cond 0 Deny
Provided by Region: Latitude (ddmmss) 354650 Longitude (ddmmss) .783610
Comments:
cc: Regional Office
Central Office Page Number 1
O?O? W AT ?RpG
j r
Q ?
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
February 10, 2005
Wake County Board of Education
Attn: Clint Jobe
1551 Rock Quarry Road
Raleigh, NC 27609
Subject Property: Enloe High School
UT to Crabtree Creek [03-04-02, 27-33-(10), C NSW]
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 04-1912
Wake County
Approval of Neuse River Riparian Buffer Protection Rules Minor Variance [15A NCAC 2B
.0233(9)(b)]
Dear Mr. Jobe:
You have our approval, in accordance with the conditions listed below, to impact approximately 4,071
square feet (ft2 ) of Zone 2 of the protected buffers to demolish and reconstruct the new
Concessions/Bathroom Building (out of Zone 2) and reconnect the sidewalk and to have heavy equipment
in Zone 2 to construct the West Campus addition and the permanent mulch path at the subject property as
described within your variance request dated November 29, 2004 and received by the Division of Water
Quality (DWQ) on November 29, 2004. This letter shall act as your Minor Variance approval as
described within 15A NCAC 2B .0233(9)(b). In addition to this approval, you should obtain or otherwise
comply with any other required federal, state or local permits before you go ahead with your project
including (but not limited to) Erosion and Sediment Control regulations.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is
sold, the new owner(s) must be given a copy of this variance approval and is thereby responsible for
complying with all conditions. This approval requires you to follow any conditions listed below.
The Additional Conditions of the Certification are:
1. No Zone 1 Impacts
No impacts (except for the "exempt" uses as identified within 15A NCAC 2B .0233) shall
occur to Zone 1 of the protected riparian buffers unless otherwise approved by the DWQ. No
impervious surfaces shall be added to Zone 1, unless otherwise approved by the DWQ.
2. Diffuse Flow
An additional condition is that all stormwater shall be directed as diffuse flow at non-erosive
velocities through the protected stream buffers and will not re-concentrate before discharging into
the stream as identified within 15A NCAC 2B .0233(5).
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httD://h2o.enr.state.nc.us/ncwetlands
y`
N Carolina
Noaturally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Wake County Board of Education
Page 2 of 3
2/10/05
3. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
4. Protective Fencing
The Riparian Buffer Zone 1 and along the construction corridor of Zone 2 approved under this
variance shall be clearly marked with orange warning fencing (or similar high visibility material)
for the areas that have been approved to infringe within the buffer prior to any land disturbing
activities to ensure compliance with 15A NCAC 2B .0233.
5. Standard Erosion and Sediment Control Practices
Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices:
a. Erosion and sediment control measures for the project must be designed, installed, operated,
and maintained in accordance with the most recent version of the North Carolina Sediment
and Erosion Control Planning and Design Manual. '
b. Design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. Sufficient materials required for stabilization and/or repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
6. Construction Stormwater Permit NCGO10000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division of Land
Resources (DLR) or a DLR delegated local erosion and sedimentation control program, an
NPDES General stormwater permit (NCGO10000) administered by DWQ is automatically issued
to the project. This General Permit allows stormwater to be discharged during land disturbing
construction activities as stipulated by conditions in the permit. If your project is covered by this
permit [applicable to construction projects that disturb one (1) or more acres], full compliance
with permit conditions including the sedimentation control plan, self-monitoring, record keeping
and reporting requirements are required. A copy of this permit and monitoring report forms may
be found at http://h2o.enr.state.nc.us/su/Forrns Documents.htm.
Requests for appeals of this decision shall be made to the Office of Administrative Hearings. If you do
not accept any of the conditions of this approval, you may ask for and 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, 6714 Mail Service Center, Raleigh, NC 27699-6714. This approval and its conditions are final
and binding unless you ask for a hearing. This Minor Variance Approval shall expire five (5) years from
the date of this letter.
a
Wake County Board of Education
Page 3 of 3
2/10/05
This letter completes the review of the Division of Water Quality under the Neuse River Riparian Buffer
Protection Rules [15A NCAC 2B .0233(9)(b)]. Please call Ms. Deborah Edwards at [phone] if
you have any questions or require copies of our rules or procedural materials.
Sincerely,
AWK/dae
Enclosures: Certificate of Completion
?J
(6?
Alan W. Klimek, P.E.
cc: Mike Horan, DWQ Raleigh Regional Office
File Copy
Central Files
Andy Padiak-CLH design, pa, MacGregor Park, 125 Edinburgh South, Suite 310, Cary NC 27511

LCi?_
LVV?6 co?-6, C?,,e4cs_ i-L, rlco_?
s.
J J
r
t-
MEMORANDUM
TO:
John Dorney
Non-Discharge Branch
Regional Contact: Michael Horan
WQ Supervisor: Ken SrhiistPr
Date:
SUBJECT:
WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Enloe High School County Wake
Project Number 04 1912 County2
Recvd From APP Region' Raleigh
Received Date 11/29/04 Recvd By Region
Project Type' campus expansion
Certificates Stream'
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type TYPe; Impact Score Index Prim. Supp. Basin Req. Req.
NSW 30,402. 0.09 F
NBR Buffers WT _0N 27-33-(10)
F -c
F_ P7_0 _N F-
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y O N Recommendation: 0 Issue 0 Issue/Cond 0 Deny
Provided by Region: Latitude (ddmmss) 354650 Longitude (ddmmss) 783610
cc: Regional Office
Central Office
age Number 1
Facility Name Enloe High School County Wake
Project Number 04 1912
Regional Contact: Michael Horan
Date:
Comments (continued from page 1):
cc: Regional Office
Central Office Page Number 2
Triage Check List
Date: IAIaolo'i Project Name: Enloe Vk-5, TMr,agn-.,'j-s
DWQ#: oy --Ig la
County: eke
To: ? ARO Kevin Barnett ? WaRO Tom Steffens and Kyle Barnes
? FRO Ken Averitte ? WiRO Noelle Lutheran
? MRO Alan Johnson ? WSRO Daryl Lamb
RRO Ivfike Her-
Zrt -_ K v 1.;
From: Telephone : (919) q33 -9i 4a(o
The file attached is being forwarded to jtour for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-line surface waters on USFW topo maps
Minimization/avoidance issues
Buffer Rule euse Tar-Pamlico, Catawba, Randleman)
? Pond fill
? Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments: 1t\ aa, " pro .. p? cam. rc ,or a,?to.S?
6A?411'/e I rear wJ j ?; k0?s r_ Go4tv, #A rhAL 4tell-j ?G V? 1til e ? 5 u ?+2 c?
4
?t b w.11?. ? S Csu're?c?-l.a . ?+e, w ,raay hove- 6 een tQ?vbu S ? ? ;-ln ? c,eKh
c}'G?e. 6 p A bw k (" T13"
o? q1?,?.s? ?ctso, taut e.?.? ?t???,•???
p (rn 1 ?n e? awe 0 ?o p as i?.t cM e.-o v?? c1 c?t?/Y?1?+? . W i Q ?dnSk.. e?e.?
1?ve, c..-?? boo- ? ?.?.???,?. , o•- ,So w- oM?ter be ts- L.)Gt c?avtce wa k
/ '/, I
CLH design, p.a.
MacGregor Park, 129 Edinburgh South, Suite 310
Cary, North Carolina 27911
Phone: [phone] Fax.- [phone]
November 15, 2004
TO: Mr. John Dorney
4401 Reedy Creek Road
Raleigh, North Carolina 27607
FROM: Andrew Padiak - CLH Design, PA
RE: ENLOE HIGH SCHOOL
CC: 1148
Dear Mr. Domey:
Please find the attached three (3) 11 "x 17" plan sets, photographs of buffer encroachment areas,
photograph key map and the completed Pre-Construction Notification Application for the above
referenced project. This campus is described as the West Campus and East Campus separated by a
stream buffer. The proposed work at this high school consists of the following:
West Campus Improvements: East Campus Improvements:
The West Campus Addition - 149,303 sf East Campus Gymnasium - 21,531 sf
Press Box and Ticket Booth - 848 sf Parkin Improvements
Concession/Bathroom Building - 3,044 sf
Equipment Building - 569 sf
Parkin Improvements
This campus is in dire need of renovation and is very deficient in classroom space and parking. The
site had 18 single mobile trailers being used for classroom space that were replaced with three modular
classroom buildings in the student parking lot located south of the stadium. This was done this past
spring to move the single mobiles out of the way for the purpose of the improvements described in the
table above. Once the improvements listed above are complete, the modular buildings are to be
removed from the student parking lot.
The project includes the construction of two underground stormwater storage systems as described in
the stormwater analysis (included with this submittal). The underground systems effectively reduce
the one, two and 10 years post development runoff rate to below predevelopment conditions at the
three analysis points where the runoff leaves the property.
To orchestrate this plan, we need to encroach into Zone 2 of stream buffer in two locations:
Encroachment 'A':
The existing bathroom building that resides in Zone 2 is to be demolished. The new
Concessions/Bathroom Building is located outside of the riparian buffer. We propose to re-connect
the sidewalk system and chain link fence to the existing sidewalk and fence located in Zone 2.
Transmittal to NCUHNR I1-1-04.doc
NC Division of Water Quality
November 15, 2004
Page 2
There will be a reduction in impervious area in Zone 2 as a result of this work. The area of buffer
impact is 2,006 sf. The stormwater runoff collected by the roof leaders and the floor drains for the
new concessions bathroom building will be released into the stream buffer through a level spreader.
Encroachment 'B':
In order to construct the West Campus Addition, the contractor will need to have access around the
south side of the proposed building as well as tying in the proposed grade to existing grade. The
required handicap accessible route along the proposed building encroaches into Zone 2 will be a 3"
mulch path.
The proposed West Campus addition is designed as 3 stories tall to meet the required square footage of
the WCPSS program. The addition is constrained on all sides. The addition has the minimum
separation allowed by building code to the existing west campus building to the west. The baseball
field, drastic elevation drop and the required fire vehicle access route on the north side of the addition
restricted the addition in that direction. The existing soccer field and elevation drop restricted the
addition from the east. The face of the proposed addition is a few feet outside of the 50-foot riparian
buffer along the south. With careful consideration for the perimeter restrictions in this proposed
addition envelope, we have no other choice but to request approval to encroach into the buffer during
construction.
In order to meet WCPSS program requirements and with consideration for the perimeter restrictions,
we need to encroach into Zone 2 in order to construct the West Campus Addition. We have
considered all options and we have no other practical alternative. In addition, we feel that we have
effectively mitigated this impact by the minimization of grading and providing sufficient proposed
plantings in the affected area of Zone 2.
Stormwater Management:
The post-development runoff rate is being reduced to below the pre-development runoff rate because
of the installation of two underground detention systems. Underground Detention 'A' is located on the
north end of the new 215-space parking lot near Bertie Drive. Underground Detention 'B' is located to
the west of the proposed East Campus Gymnasium. Please refer to sheet C3.6 and the attached
stormwater analysis.
Sediment and Erosion Control:
A sediment and erosion control plan is currently under review by Land Quality. The plan has been
designed to meet all applicable state requirements and specifications.
We trust that this submittal is sufficient for your review. Please contact me at 319-6716 with any
questions or comments.
Sincerely,
Andrew Padiak, PE
r
Project Manager
Transmittal to NCDENR 11-1-04.doc

CLH design, p.a.
MacGregor Park, 125 Edinburgh South, Suite 310
Canj, North Carolina 27511
Phone: [phone] Fax: [phone]
November 15, 2004
TO: Mr. John Dorney
4401 Reedy Creek Road
Raleigh, North Carolina 27607
FROM: Andrew Padiak - CLH Design, PA
RE: ENLOE HIGH SCHOOL
oa V@"'WOB
1 1' NUV 2 9 2004
CC: 1148 nFrlR - WATER QUALITY
&H
WETLANDS 94D sToRmWAT r< W &H
Dear Mr. Dorney:
Please find the attached three (3) 11 "x17" plan sets, photographs of buffer encroachment areas,
photograph key map and the completed Pre-Construction Notification Application for the above
referenced project. This campus is described as the West Campus and East Campus separated by a
stream buffer. The proposed work at this high school consists of the following:
West Campus Improvements: East Campus Improvements:
The West Campus Addition - 149,303 sf East Campus Gymnasium - 21,531 sf
Press Box and Ticket Booth - 848 sf Parkin Improvements
Concession/Bathroom Building - 3,044 sf
Equipment Building - 569 sf
Parkin improvements
This campus is in dire need of renovation and is very deficient in classroom space and parking. The
site had 18 single mobile trailers being used for classroom space that were replaced with three modular
classroom buildings in the student parking lot located south of the stadium. This was done this past
spring to move the single mobiles out of the way for the purpose of the improvements described in the
table above. Once the improvements listed above are complete, the modular buildings are to be
removed from the student parking lot.
The project includes the construction of two underground stormwater storage systems as described in
the stormwater analysis (included with this submittal). The underground systems effectively reduce
the one, two and 10 years post development runoff rate to below predevelopment conditions at the
three analysis points where the runoff leaves the property.
To orchestrate this plan, we need to encroach into Zone 2 of stream buffer in two locations:
Encroachment 'A':
The existing bathroom building that resides in Zone 2 is to be demolished. The new
Concessions/Bathroom Building is located outside of the riparian buffer. We propose to re-connect
the sidewalk system and chain link fence to the existing sidewalk and fence located in Zone 2.
Transmittal to NCDENR I 1-1-04
NC Division of Water Quality
November 15, 2004
Page 2
There will be a reduction in impervious area in Zone 2 as a result of this work. The area of buffer
impact is 2,006 sf. The stormwater runoff collected by the roof leaders and the floor drains for the
new concessions/bathroom building will be released into the stream buffer through a level spreader.
Encroachment 'B':
In order to construct the West Campus Addition, the contractor will need to have access around the
south side of the proposed building as well as tying in the proposed grade to existing grade. The
required handicap accessible route along the proposed building encroaches into Zone 2 will be a 3"
mulch path.
The proposed West Campus addition is designed as 3 stories tall to meet the required square footage of
the WCPSS program. The addition is constrained on all sides. The addition has the minimum
separation allowed by building code to the existing west campus building to the west. The baseball
field, drastic elevation drop and the required fire vehicle access route on the north side of the addition
restricted the addition in that direction. The existing soccer field and elevation drop restricted the
addition from the east. The face of the proposed addition is a few feet outside of the 50-foot riparian
buffer along the south. With careful consideration for the perimeter restrictions in this proposed
addition envelope, we have no other choice but to request approval to encroach into the buffer during
construction.
In order to meet WCPSS program requirements and with consideration for the perimeter restrictions,
we need to encroach into Zone 2 in order to construct the West Campus Addition. We have
considered all options and we have no other practical alternative. In addition, we feel that we have
effectively mitigated this impact by the minimization of grading and providing sufficient proposed
plantings in the affected area of Zone 2.
Stormwater Management:
The post-development runoff rate is being reduced to below the pre-development runoff rate because
of the installation of two underground detention systems. Underground Detention 'A' is located on the
north end of the new 215-space parking lot near Bertie Drive. Underground Detention 'B' is located to
the west of the proposed East Campus Gymnasium. Please refer to sheet C3.6 and the attached
stormwater analysis.
Sediment and Erosion Control:
A sediment and erosion control plan is currently under review by Land Quality. The plan has been
designed to meet all applicable state requirements and specifications.
We trust that this submittal is sufficient for your review. Please contact me at 319-6716 with any
questions or comments.
Sincerely,
Andrew Padiak, PE
Project Manager
Transmittal to NCDENR 11-1-04
k
OFFICE USE ONLY: Date Received Request #
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Variance Request Form - for Minor Variances
Protection and Maintenance of Riparian Areas Rules
NOTE. This form may be photocopied for use as an original.
Please identify which Riparian Area (Buffer) Protection Rule applies.
Neuse River Basin: Nutrient Sensitive Waters Management Strategy
Protection and Maintenance of Riparian Areas Rule (15A NCAC 02B
.0233)
? Tar-Pamlico River Basin: Nutrient Sensitive Waters Management
Strategy Protection and Maintenance of Riparian Areas Rule (15A
NCAC 0213.0259)
? Catawba River Basin: Protection and Maintenance of Existing Riparian
Buffers (15A NCAC 0213.0243)
Part 1: General Information
(Please include attachments if the room provided is insufficient.)
1. Applicant's mobFr i8u,4? i dual, etc. who owns the properly):
Wake County,
2. Print Owner/Signing Official (person legally responsible for the property and its compliance)
Name: Clint Jobe
Title: 0_;-t1,4---ger Die clue-REAM Er7*7r vekvicEt
Street address: 1551 Rock Quarry Road
City, State, Zip: Raleigh North Carolina 27609
Telephone: et9=5 - 1919 - G6 * - SG c f
Fax: 40 6 PQ41 9rS- .9rG- 8288
3. Contact person who can answer questions about the proposed project:
Name: Andy Padiak
Telephone: [phone]
Fax: [phone]
Email: [e-mail]
4. Project Name (Subdivision, facility, or establishment name - consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Enloe High School
Version 2: November 2002
Project Location:
Street address: 128 Clarendon Crescent Road
City, State, Zip: Raleigh North Carolina 27610
County: Wake
Latitude/longitude:
6. Directions to site from nearest major intersection (Also, attach an 8'/z x 11 copy of the USGS
topographic map indicating the location of the site):
Heading east on New Bern Avenue, turn left on Clarendon Crescent Road. High School will
be on the right.
7. Stream to be impacted by the proposed activity:
Stream name (for unnamed streams label as "UT to the nearest named stream):
Crabtree Creek
Stream classification [as identified within the Schedule of Classifications 15A NCAC 2B
.0315 (Neuse) or.0316 (Tar-Pamlico)]: Neuse
8. Which of the following permits/approvals will be required or have been received already for
this project?
Required: Received: Date received:
Permit Type:
CAMA Major
CAMA Minor
401 Certification/404 Permit
On-site Wastewater Permit
NPDES Permit (including stormwater)
Non-discharge Permit
Water Supply Watershed Variance
Others (specify)
Part 2: Proposed Activity
(Please include attachments if the room provided is insufficient.)
Description of proposed activity [Also, please attach a map of sufficient detail (such as a plat
map or site plan) to accurately delineate the boundaries of the land to be utilized in carrying
out the activity, the location and dimension of any disturbance in the riparian buffers
associated with the activity, and the extent of riparian buffers on the land. Include the area
of buffer impact in ft2.]:
See attached letter for description of encroachment areas.
Encroachment A: 2006 sf.; Encroachment B: 2065 sf.
2.
State reasons why this plan for the proposed activity cannot be practically accomplished,
reduced or reconfigured to better minimize or eliminate disturbance to the riparian buffers:
See attached letter.
3. Description of any best management practices to be used to control impacts associated with
the proposed activity (i.e., control of runoff from impervious surfaces to provide diffuse flow,
re-planting vegetation or enhancement of existing vegetation, etc.):
See attached letter.
4. Please provide an explanation of the following:
Variance Request Form, page 2
Version 2: November 2000
a
(1) The practical difficulties or hardships that would result from the strict application of this
Rule. See attached letter.
(2) How these difficulties or hardships result from conditions that are unique to the property
involved. See attached letter.
(3) If economic hardship is the major consideration, then include a specific explanation of the
economic hardships and the proportion of the hardship to the entire value of the project.
n/a
Part 3: Deed Restrictions
By your signature in Part 5 of this application, you certify that all structural stormwater best
management practices required by this variance shall be located in recorded stormwater
easements, that the easements will run with the land, that the easements cannot be changed or
deleted without concurrence from the State, and that the easements will be recorded prior to the
sale of any lot.
Part 4: Agent Authorization
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent (individual or firm): CLH Design, Pa Andrew Padiak
Mailing address: 125 Edinburgh South, Suite 310_
City, State, Zip: Cary North Carolina 27511
Telephone: [phone]
Fax: [phone]
Email: [e-mail]
Part 5: Applicant's Certification
I, 13(i-1p7u,v So SE Fv4. WAs CoaNi?i 4,96 o Fhk jp t nit or type name of person
listed in Part I, Item 2), certify that the information included on this permit application form is
correct, that the project will be constructed in conformance with the approved plans and that the
deed restrictions in accordance with Part 5 of this form will be recorded with all required permit
conditions.
I. J AL-C, ?3 n 9,9 E 19 Q 0,4- P" 9W
Signature:
Date:
Title:
Variance Request Form, page 3
Version 2: November 2000
Y
- - - - - - - - - - - -
- - - - - - - - - - - - - - --
-- /
-/ /-
? x \ ? -
- - - - - - - - - - - - --
CONSTRUCTION CCCUMENTS
CLH DESIGN, P.A.
INSET E SEE 1. gY9.Lb
\ SHEET C3.5 A uI jY,?.
I x
II I IIII t6 _.. C) \
260 -J \ M
II I \ . ?/ I 1 ? - /?- 263.00 \\
I ° 2.65 RIM ?? \ \
II ? ?? \ ENLOE
I ti i \ \ HIGH SCHOOL
Q? I 263.00 263.00 A\ CAMPUS RENOVATIONS
L 126 CIARENDON CRESCENT
Yxea,YCxrxw+wxam•o
sv.?a
/ 262.65 N \
II x I 4 ^R $? GONGE55ION5
1 D
1` I I TOILET 263 BUILDINO
II I ? I ? 2 .00 ? 263.00 D?I??p
1
III II ?? 263.00 N 262.60 EXISTING NUV 2 9 2004
x RIM PARKING
II ? ?
I
p.Nn • YlAT ER QUALITY
I I // ` 60 WETLA;dOSAPIDSTOWXNATEREMNCH
RIM \
5T5G 2.40
63.G0 2EOP5 ` .._.
ENCROACHMENT 'A'
ORAPiQC SCIIE.?wrsn :au as
SITE GRADING PLAN
Y?.Yo
C3.5

ENCROACHMENT 'A'
x
I
x
I \
II
I \
r x
I
II
II
x
I
l
x
I
I
X - - - - - X 'X
\88-----BB-----BB? _
/ ? tINYMN?rIr[YIMw[fpus 15 TB - - AB / TREE FENCE INSTALLED
' UNDER MOBILE PROJECT '""""'""°""""""
V
?. - CLH DESIGN, P.A.
Y.. - wi
m
ma
210
/

/ '
C
c .
c.wo. znu
rmw: ((r1r air-ane
r
ulr a
o-mTa
.: (
T
Fk?ST/Nc' P
I-or
-DB-4
A OX
ENLOE
HIGH SCHOOL
CAMPUS RENOVATIONS
la CANENDON CRESCENT
REICH, NORTH WOUNAMIO
Sp-76a
00®R M
Nw a[ ®o
MOOi•VIq[ 101
CRAPffiC SCALE Icc?4?".m?n."'?'iLLY [I ¢0•p1l[
• •?
([rQT
SITE LANDSCAPING
1 PLAN
? ?? C6.4

l
I \?
?

r- -? 1

I(
II
A1/
PUS AMMON
•15731' I
y
I y
/I

I

0 I
I
N I

-
J
NEW/ADDITIO
WE$T GAMPU
Ff?E=251.33%
351.33
? r 256.83 ?
U /
I /
1
2 3
/ /

ENCROACHMENT ' B'
iT11rNU0Miwf v
mauswmmw`.aq¦os
E
j? CONSTRUCTION DOCUMENTS
R
CLH DESIGN, P.A.
x.<cnR ew
191 WiuDUryE 9ouW
aal. uo
nom, x«u n..w. zml
Pemr ((GrY 9Ye0e
nc (wa Jau-r,Ne
ug IN
Y4
*N
GRAPHIC SCALE
L¦?L
ENLOE
HIGH SCHOOL
CAMPUS RENOVATIONS
imaAneuoa caa
R E:a, Na WIaIMMIC
sr-36a
m[G[ nµw
[? JG
11N G[ m11[1
SITE GRADING PLAN
C3.5
2' t- L H STRIP
'ttPl
5QD
?- OG-3
500 LIM
NATURALIZED
SEEDING
HD-4
VL-
?'-/?Kyyp,Y
GpNGR?? WP
SpD
J'

1
GM 3
?, aiarm•rar
v
VL-•10 msW"°"i?am 'awr..+o=a•
VL-19 •
IH-8
1 CONSTRUCTON CXUMENTS
r,
G/f CLH DESIGN, P.A.
izs ta?e?ne s.?w
NEW ADDITION C?. No C„ .M„
HEST GAMPUS
Ilk
EEE=257.33' 66-I0 ;'//lift Y ? 41/ NATURALIZED yfzmkl
SEEDING
GO GR? n ,
Y JG 3
MUL j I
ENLOE
'I7 k HIGH SCHOOL
y '
Illfff RIPARIAN REVE6ETATION CAMPUS RENOVATIONS
E? NoR?Na s:a
SEE SHEET G1.3
MU?GH sp
r k
WALK wl HGSTEELE DGINGLGH \ I
BB
-Ila
sae
ENCROACHMENT V IFS ? N FW ?R?IQ 0.
GHdPIEC SCd18 n[
.a SITE LANDSCAPING
t•mI PLAN
?w•• a
? ?? C6.4
1
A9AEY Rf
RTnE ,N
T
SQNT
BEIM AC
dO
B LEY M
VICLNTN NL4P
(NOT TO SCALE)
k?
rASYmfwly. n
oa•? /
ZEE
E.T TABL
LINE
E-
u? Lcwnl xARiw
xv
L xv
tl@ p gg yy? I y.€ I I?
•gB?BI ?$SABI F'??€I 5????I
??`d 44 ?}F e???t RFF F? I I
".?Rg b9R R R B $ 8 (
OLxs a TX=WFT? I ?
- - - - - - -------
om•c loocwt Een

naAa Ea E
AItAK
OEL EDG RfE
mrxal®roleo EEW DOK c
sRaRAaEEf)f

'? ? RQAeOUM
?eARRnd
ssu?imca?i ? /
gy,111, 'L
_ ""BT ... T,
emAM¢
I
I
l
r I
W IEAm
C ?ALOM
f? ?+ 1 ¢o
CURVE TABLE
Cw,E LEwnl RAE- ILIA A- cNn In ncal
?• ?. ? ,?
p 1581 >S.a >'uSMav.i2 ?9I
,)MID N AraA' An?xL
fb LN 6'LM M'ATP L.'Rb'.IY l'1I!
??TMY ?I4
1
l
/ ?.IIJIN
Ma1d M0aaY ?
I Alf,hr it'1
X?tl 3114
d
Ai?A 2
t
'AQEMWGIOT
a?
,? b\ / Y o
4::

Hri cYM
--C
0" ki
,GI
I
I
II
GYM
.A Jr
00 AIOH'
8LDC
EttA ?
'AREA C?
1:1
? 1° /
IRA!' Q
I ? ?Q?\ wlw.. ivs%rAnac.Ec
•\ en ie naiaA
f? j? ? -P ?a?rezo
E//)yI C? / I Mild ? r
I ? a.?Rrom
I t
h
? ro?i rol,o xala. robeaY
dbeeeY *> ?1?
ATwaalare ..A rnAa>?
I / ? Iwa+d rvae•r ••••,••P•
? / Mr cT ro,.ear
w.n.. ?.o,.we Ma, draµ.eaar
\ \ / Rn? sI M"Ie.nw
RnURE\\ 1? add r
SOFnmL \
1 \ Wi"n";'
?Y.I?.ARR
?-MWE IV
SITE DATA
nAOrzT. *•? eaa ?.f?Rr u
wee w?u ?rcnwa¢wwmi 'wea cdrACr? a? ? •,;? ?.
iAmA.e rfn
ma?aacT rcoAm m?? aceTiero ?I
rA.»aov], ?
M j
TucTALM? ?? ??, f]R
R,RAY ALA
pane R,eMUe? TLfRl1S M1W
LAlIVB ?.e! D1 A4
tJOAlf,.a(rtll lLA A.f
AcglClvl,RxKb ATSA ]eyn!! fl A4
?RRAJm „OMN)IIP.M elOAr..T Du A4
f RwMnie n¢A, .w f
Q6Tro MaYI/Ie.6TRN. bID?
00IW GRi W/N VfIL O]Ie RS
WiRe1.2Ri (lAVM1M [4L bJM RY
DEIRe VEIL TIGleB NAObI [IlDM lade
wwn Amrcw Iw- (9 rr-r
rrt n»m?eml wo raRmma ws aw
Raaem [OmbMUlifR14M fd+a N•r
RR [OlIMEIDRq ,11 er Nv
rw vm eAm wRl nrveue as ea mr
ETAO?ID TRM. R[iA?
Ma R.aeYm xs
rAl. aAOa
NLllb10llPafAE !.!?
MaIPI RTAlIr
t
w mnAroovw i i
wc.wroea?llI I?is?Rl?i
AA>E,1i
0•!AT b W
1
PARKING DATA TABLE
o.MaT. ReLYI..n
1gIVA[PrbldWT(IM.AV C?'lVrrlIR1CR.
iewnmd m?i?Y.?e saw?a b f ?'^*?°,'eAAg1T„?,e °f??
MT W.e AObCCro11eY.1Yl1 (g6TMGtt.M P AMLf1G IR.Oeli1
'?m?bd MoAw.l M ITT LVRG IM.'M ILL Mf Rl1WA?
??1?V a !>mnre.N.ln WtA A<[O.ILtpA
W ??? !] NDIM IIAtN 1O bwM n
MT IIFM ??
4v?beA LwoV.e M ???R?M? (/Iae? !m
1.?°_NUq A? ? TTK ARIXNnR AIL
Yo?.u.l-Wr..em n
ITi.°°i ?? aA ieafeflrwsis
bbYY?y?ynr?? RUOfm PI. Ala
?bbl.`wbTE n Ii. RNVQ
Gs?ly MLbM?e?u MTX I
:r b?a?fMZT. ?MroY
bW,o.? tc enNAt Aro. MM TILT
*a+?mL s aia,sa er ACxeAY:Art
W oA.s ?I
e erw.n
?r?r?w Rm xAnl,.m>we ea.m
??? a•sAa rolRmsaAUaee s.Ire
mm r IRm:. w sAm Ma.ea
m aw'v?
W CTes -0 PMC® /M]! YI[G I Ie11®
rorAl.rne>M wwr:, ,?o
.'nx CNP10 Dl

A4ZEA 4

.es0 .-A
I
/N/YLl 1
?
?
,/3
ps ?A Y'J,?A yo1 p ?/7?
? _u?d f WfIM! wer?IIf
n'weaYaMUV.i
M
? I 4
/ ? V°?Ym/?LI•A
o ? eni nriw
ew"'°A°me`O°me
,
/ c

A (6) wnrr.>
'
e u?vcoo.dsen ?ro''0 . TENNIS
COURTS

/ xalty TNeAY / MaldbaeaY M'.MdlaseflY _.
AV,[I•?O?VI ? ?? WMfeub?M47 ```WM?A JMMIA.. MIDI
-y 1 mM AIO?R mbfrOM?TI
M

? VI'AtVR ?alaenMOw
ld.rVeYO M? ? A]e0..? ?•?? 1 M AmroV
I
e??msm
Mal [T N'.el6Y I
1 tyl 'Mil
gin..,.
munounUUL
CAMPUS RENOVATIONS
128 CLARENDON CRESCENT
RALEIGH. NORTH CAROLINA V510
SP"
D
NOV 2 9 0,04
DENR-WATERC ALITY
1•)ETWOSAtti0STOZ?fr'i TER ER ICH
!we•..mrol.rAxY mar
KEY NOTES cx?eEnc scue
MM!!b.] I
oA CPY Rf?wm1A•DMA ?nlGiY.M
TtNll' bal)NAIfAWLR
O caescw ra ersen? +e
bLlMl..1n. eAT3 ro [. rM>.sm V A11d1
Oc IaemrmlRreErl w
00 wmACnatm.Mrlu tn.?Time tA1GY1
me a vA.Arz ramw-inx Rae
MAaI MMwr.
E folm/tm.>WL eeR f.R
l.icrl Lrlalr..«m.cccw.v, Me wee
®MMl1A4 A.H6 rz
)EROT)
t Mr.ma
t'n
3FMI
V
rl
,r t" ?J}',. r fi=tea }:.
r
Ilk
f
~ r,? { ?'??. ? .k J ? `#? 1?': 2?C ? ` r^ t ?; fir y ? 'S=,?t ?? • ? ?q {?r?
'?.»i y V il.. i ? ?,)ak? `i ? , J?;?t a ?????jr?? r #}1r? ?? • .,.? aJ
a? ? •1f ; 'i' , ? tz'4 J 't ???? 7
+?? r ?r,Ir r .k r "? ?.?'? ...c 1 ,i? r t?_:{j?x r+'+•
.; ?' I } s !t? /'k1'..? ? 'tt ? 1 ? . »b'? i ? ?? 'f• ? 'SQL
?? Y 1"1
?t}t,^r 5r I ? "b ..
! i{?vr J1R M
1? J
D4 M,
:? 12??i. r:. ?r,r,,?,y '. •.`'?,,- ???,yJ?rr:bn .^ r k ??
? ?' k ?? .al' 9 r e A t r
^ ?'?.. C',??? "'`? ??"?X ? r ,j '? ?Y., ? ,y??? v4? k? ,?'w. f y '-a p ? ! 1?
1. J'#?' ? ?r ,4G•? r"? ? ?-r p'- 1 '?! ^ r f ? fir V ?v s a.,? «,.+_. ?t.K' k." ? ? • „tidy, ? ..+??*? 't ? ?
?? 1r ?-? ? h,t.?.? r! .:" ... rr 'r ?v'-'y,.•?'°"'. "'^^. r!•-,+??r?`?r,."r?a1 ? ?L' ?yL ,,.j
y I
? ???,. 4?,fUr'r. r"'Yz _. ??t^t ,,."G--Y.e?"••'4:+- a $'? +? ?? ,?,,,.?i k}y. a,? L ?? .?:wj
a. ?'' ,1.r '--;'! r .: {, ti..e?? f? r rr rr..,e ?yr? .? ,,?.. '?'^ ^??""` ?•Rv e-!--t„+s. r"' r` ,e,,,t "? i ...ql
.r'S<? t ?y s/1 ?'^. r a r s k>? t ? ? T`" ? 7?, +A•, p,•'+-1 ? Di ?'6 '?Y,??? '•` ?:. L'' "•`a?? C,,"'?•4Y
4 ? 4 ?-??Mf„ ? F? t.s.2 •}} ?/y??V ? ?:? f .. F ,? ,`? ira?` ? ? "?M,.?? '.x, ,1??ddd ? ? 6 ?? .
.`-`' Y.??;,,.4'? :.?1.j?/y? ,F. ?r?`'p?:V ? ?? ? ?' ?. :ra?? rj... . ( t .1? ?? 'rr??"?.._ ??YL.-:fi? ?J `b
?i*s_'4 ? ? ? ? „' '? q, . e;.. r, 3"'r -? ,.f ??r ,?r'??r ti r "^"? `,? P ? r ? ?`?1 {i ? !e+-? ti ?,v'1'? .. ? ?r.
??%".. ? ?b ? ,.. a y=' ? ? ?`} ?v ::. 1.-'r,,,: f ?r._•> tli?..?(?., r'c.+.r,?np .5.? +..?? ? (? .? ,t
f ?? r ?, c; i ? . Cry ? ' _ " ? ?y.? -, '' '+? ? b^ ,._? , rix
?? ? ?` v _.. L. k - t? ? "'?>_Z t? r1 -? ? _'v k ? i ? ?, ..r r. k \t? r6t?+1?"?
r,V n r«? :`l'? ?,,, fitJ?, y r ??`F'? ....!-•+y ?? ?{v IL
. ks l.? ,?,1•'w..-w' ?.
,..'4 M �� � .. �t � h���i r 4�i+^r . Llrf,� �. '�g,Y,i y i(*•„MMe,
!�t Y.a� ;ti'• .. �� naf. i i..
. ,�� y>`� bs�" ! ; d 'i,.• v 'w ��!.: r'4 I.�� 7; :G� 1 * # �f �'na~`.i�♦�±•� aA ♦ w � '0.116My� !.•.�. pp+d1..1� .ilk`.» � p � j,
'pi K1 C •11., ~( 1 .� " !4 J ;'fit j i_; '. ••a � *^+�, J�"ii-Y �,.
"' R'.. �, j t �+ R''• S � ~ :% i yi ,,*�'w ab `��� r��' ,'�`[� 4 Sa�.'�,a"w'I ir'� /* MM•i rr'" f �...'Sr���"�r yCp�i: ♦y �;+i,. " �.�!��'"a�a �au � �'`., ��
A"i ,i �% t`M \��,x•• A'♦ ,�1 '•„*. {�r#'..� '..ai �' 1 1r- ���'� jjrM"`.. `I'i a ! 4�a. .. �` r ���0 N�, !•h,V `k! y tM�,dk,�}F ,i' rr"r •M
"�. y. ,.� �a}, ,�;. :.: �► ! sqa..^�f+�, , i,; .}'.,.is�:r , ,�, 1 ;'�,r�.i � ,., ,u1 .as�Myr r' ,C�.� ",v " �p�`*+/�V%�y �',��^: Yl {,,...� ti" �� Y
!.- a}j• � , S ,.4(! a/�+� it � ', t �+�;�.�"w ",;• , �a i„'T.7�„„ H�A .. ,,M1„� r �!"�yl�
,Ir
3 ..�
.,;,� t 11,liM y�yti t:� � . w re +i+'• .. ;:e� .. �3i , � '� I � T'.N+� �"" ��++�so- ` u
'8 a` '* t ° A! �� �' 11 '1"� ry;3't � +"'!' � � S,� '.� >, ' r.�; r • �' i �y� „s, � "� �o- �,.w 'ty :F HR t
a
�, 't5'1t "�L.. r ., �i.�. `• '�4'.sCr� '.11 i^” •'"A '.�" ,:,.i'M, �'.}tr"''.,.�.t�w a:.,'+•r �' ,. •.y„�, ."y NY,, i�.n. ,r "'. ,.,*'„y
'. Nr �l Y f^ a� ,�� ...1 ���!'., ". �. ♦ �...'ti^�•1 i+,t 5 �,9hi' twM� y'I.p�n 4 'a"'' Y �''-1'.W. f," ,•-"i,� ,"� •JdS„�` �2"^�".� +l��µ s '�
�� •'"i"'., rt. `sqµ, 'v ,•. ,jy,�, y 0"�?4� ^„�..� ._,i:; �,” �'� .. r :`a,�x i..♦a ".'"�' ,�:�� y F, �.;,, rr -y '�"�4 ,�Nuk��u V("�G 11u�"r ,�,. '.'�i,
r � r
t F 1 y # k �x.� � Y. � .Y 9 w,N.�.��" � • . , '. .. � _ � ..�' �j � :�t'! �•�?f^� �i�.”' °.,. y "r'f"t h .,
r t f` L qN Ma
• tG
� � t
:� I ���e y i ti ;.� � `- u ""�„fi"' �.�+'.•�m,�am��, per' '�'�"�j,,t .h''"„ car"•' "»� `_, _ _V r , ' ! 5+.�
µ '
t^.,,�
„
V + • �� Zz
14” �. �"uNti . o ,.... _ dfGn.. „+u 4♦p'
•"+. n..:! .{ r •" f 1. > �i �'.! ""'�
y
� , •C �Zsi�" +Fr ��` �_. d � e..t`�.�r A: S:j; a,:w�� .. ,�,,��.ii.'wi !•"q �t .� ,� l.� �"r«.,.� � ��� ��, ti� ir�I 1 �� !
d ♦ ��.?ti t .�. M.. i ;t � `TG�t, .e,�„p, t � 4 • �i 1 �� +1� Sr. ��
�,y♦t ,M'. .� �� lam•°. � '�" a' t '+` .�^",X•+'. M. 1' ,w� �. � �q� �J"Ir �. � 6� � '� �1 {t � `'i '.yi '!'4�` ♦ �!•t } g{�
> ►kll° .4 �� x.^` t {./c r� �#
r,�nf' ," � ��� ''�'Y::.'a i t "'fit ''�"' x r �'I"� . ,, �"`,� �.,,,C� •��„�"'t�' ► �j �. � 4' � � � �1 ' �� 1 .,�^•-' „� :, .
� l�l! �l•ttL��iit x �„�fi:.� ,�.M. � J }• �aA, r.� { S„
` �' A t } iy t +► • i t � 4 "±� � r . a �•� � 3 . y 7 A
. •,�.i n �,.. rte, `+q.•, i. t{tx x`' 'dal ,!J�
r ,'.�.�(I '�4'4v •�,v ro, � .,R/•,r, �': t`i. , .. j f , � �,�{�� �/ �� +t p�;�rvd'� �,�.. /'
;G �� tom' _ ,,1 • , � ` t 4, , �► } � ;��d o I�r.�,y,��,,,, { e Idjr.'” t��•• .11s �.%.~+� � ? ����,: #fit ' �� It' ��"'r � �ti,�`#`,�
:.r •! .... f 1 -- ``..:.,>, � sti•1! rr:! �__ � �'"�"�fr _ }I�'.���°P°u�SSS°S.�I�'� r/i► �J� ,,e�",a�"'F,'�'.^� w."� � .t, _ ., _ .re�.�.. r,.
i
t

.f
"
w-
r
a
k w
n
401,
w
" A r*J ??NJ ? ? '? ddM ,? ? ? 1. i? ?• "iv,?!.?? ?h :: ? VIM ? ? ?? A'''
» .rlR,io' ^'.? «.,yR,h .M,?"y7a"ed, »?'?' 'h1YlyAl ? "'i.
' • ? ..rr." ? ?., .. . w Fwd ? °d??'^ 1,,, ... ?, . !' i. M?. , , .-? ? a+- ?"*`'. ? ., ' #?'??,,,,. 1 ??.?' `
,
,r a ,a '.y: w:' a . r \,;'.• ''+ . w "'y. „., !;. .? + "C`, - yG+. ^"` : ,. ?' ,?R?
76,
y
VIP,
Ilk,
• ? '.Y`, "w.. .? n" ? ?"n ?'fid k;lewi'R x ^?d'w4 `i .9M .
1 ra ?.. ??
An
d/
". 4
» * •,. y N. a.?.a f c.` m `1L, ^' as + gyp,. " ,"g1°-a<i
wv w, wi d » f', • r.; 7r .u. ,k.. -rvn '? W,M.'1'
liow
Yw ?wa?r '"? ,Yr ,n?y+? » ? *.Yw T`?`? t"d'? • V••?'??` r `g d M
» _'? ? ? ?S "1? ?.' .? ~??", ? + .,, ?" ? * Syr, ? * ? tr+.
R
v, tt
. MrY" ?' ,r. tuw w? "??A ?,,..,y. rr r? n • i
R
e,
r
? µ.
T aG
,, < ?..«,r ;?'? ? CAF ' $' .. ¦ M?`!7$:e.^
n
Y
r w
w
i
?.. r ? .raw. » f W ? ,,,, „?„ °'???'IR ' : w. hf.
41,W" at
?, ti. ;Mt•,t y.fir ?? a ?..• ?•? 1't sf :. T, -'}" ""a.? ? M` .?,
w-
w.
.u[ 7' " ..T?" r?rriwrNiN
.a
,r-? 7 4,t ? I M Ii NN
,.r wi s'? a .. "' - '+ w ..+N , t ? ?. ? Mer "•s.? •? a i? ?y .q t !
67,
? 't.r e?"'.C.. ? r_. •? n; w ?`?i ? yr.r ?" to +"r
M . "
\ ??•??, ? ?4 ?+•Y?'?`..?" ` Kid ? \?ti ? .t f ^v^w` ;. 4M`"???.
'
??.,, !'" ?,'!? o. _., '?; \ -mow, .?s "+?n. ":11!9W ?.* rnrrrir?rrMi
WINt
4.
Ar- w *40 look
M ? s wy?•'\r
a ?
?. ',.... +? . C., :`"ti ,?,;Y ,..4, i, ?,?'i,?., .r #'' a .7 ^' • t '' ?L p .. ?a ? ,. `« •,F„?,? f w' rya,,.?,?p?, ?4. 1??", !r+?w
, ? ,. , ,:.v y:.. • ,.? ? ?+ " -- .,{,?. ?. .' ? ' ? w ,::h,.. ' ?'? '' • ? ? te -.,,;A„ +1! ? ?,,? ""?'' ""?'"VW 5.+;*?+: ,. ,,?, „ .... ? , ? ,? ? Iw Y ??pp? ,..
rr
m F v
r?
'a'ft a. .Gi\-' ir:'?• •v. ?i.+I '?
•J?` ? `. •,Rta _,.:!^ '..«"+ ? r*.?, r . ~ ?? ^•M .,. : •. , 1! ''? ,' • . - ? .r?,w. ?t,?? ems"
• ` ?
} ? ? _ -'II"•1a y ... ?. ?^ "if I?1?Y ham'+? ?b YM ?. ?`.'4? ?,?? ,+y;
y
• 14
or*
?. F
t
. ,,,??? ,?'.? ? ? '?+i?y . ? ;w.' .- ? t ? ???4 . , Y`j ? ? .r ??., r ooyy'•','??,?w\a??, ,?yl ?,
a...N-• ?1 -411 A
w
,r r
?•. ? "? .,"v*,?' IIN/
IPA,
rrP'?.? ; Y 1l -N* .,'iP 7'k' r\"?y, ,!n •, t° y _ vi S 4„?'"'``,? ,ti ",
„?",.? 1.,.•y'•?wwr,: ? 4?!'.3?"\?w?\?•?..??^?,?n??T`„1 "*So?"! ?._?'i,. ?F#r 4 ?.'^l'G'r^"?'n'y.
? w
r
p
wR
y ?

4 44;v
,
p 66+6
4
j
Js .
T ,a +. 1 .. ,. t.. .. a...`r ri?? R A`c%,.r?I•`,. M+r,,+F,+»?r,?.. !,.' . J:ii ? ?

DESIGN CALCULATIONS
CIVIL/SITE WORK
ENLOE HIGH SCHOOL
RALEIGH, NORTH CAROLINA
NOVEMBER 2004 '?I\- 1.

CLH design, p.a.
MacGregor Park, 125 Edinburgh South, Suite 310
Cary, North Carolina 27511
Phone.' [phone] Fax.' [phone]
irt?l' ?; ;13 t_zi:4*b 1---??1r1:f?7-i! .? DATE
10/7/2004
PROJECT NAME PROJECT NO
d /( CJ
Enloe High School 1148 u
LOCATION BY
Raleigh, North Carolina ARP
Trap Number: A Site Conditions
Initial Final
Disturbed Area: 2.70 2.70 ac
Additional Drainage Area: 0.00 0.00 ac
Total Drainage Area: 2.70 2.70 ac
Runoff Coeff [Cc]: 0.66 0.83
50-yr Rainfall Intensity [I]: 9.00 9.00 in/hr
50-yr Discharge [025]: 16.04 20.17 cfs
2-yr Rainfall Intensity [I]: 5.74 5.74 in/hr
2-yr Discharge [Q2]: 10.23 12.86 cfs Max
Required Sed. Storage Vol: Dist. Ac. x 1800 = 4860 4860 4860 cf
Required Surface Area:
Basin Volume: 0.01 ac/cfs = 4456 5603 5603 sf

Bottom Elevation of Basin:
Elevation Interval of Basin:
239 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
239.0 3151 0 0 0
240.0 4176 1.0 3664 3664
241.0 5299 2.0 4738 8401
242.0 6475 3.0 5887 14288

Top of Req. Sediment Pool (per Surface Area): 241.26 ft
Top of Req. Sediment Pool (per Volume): 240.25 ft
Principle Spillway Design:
Weir Elevation: 242.00 ft
Weir Width: 6.72 ft
Use Weir Width: 7
50-yr Water Surface Elevation: 243.00 ft
Weir Capacity: 21.00 cfs
Freeboard: 1.00 ft
Embankment Elevation: 244.00 ft
1148-SED-TRAPI.XLS LATEST PRINTING: 11/3/200410:12 AM Page 1 of 3
DATE
1017/2004
PROJECT NAME PROJECT NO /j
o?
Enloe High School 1148 11
LOCATION BY °
Raleigh, North Carolina ARP
Trap Number: B Site Conditions
Initial Final
Disturbed Area: 1.45 1.45 ac
Additional Drainage Area: 0.00 0.00 ac
Total Drainage Area: 1.45 1.45 ac
Runoff Coeff [Cc]: 0.63 0.77
50-yr Rainfall Intensity [I]: 9.00 9.00 in/hr
50-yr Discharge [Q25]: 8.22 10.05 cfs
2-yr Rainfall Intensity [I]: 5.74 5.74 in/hr
2-yr Discharge [Q2]: 5.24 6.41 cfs Max
Required Sed. Storage Vol: Dist. Ac. x 1800 = 2610 2610 2610 cf
Required Surface Area: 0.01 ac/cfs = 2284 2792 2792 sf
',Basin Volume:
Bottom Elevation of Basin: 256 It
Elevation Interval of Basin: 1.00 It
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
256.0 1884 0 0 0
257.0 2487 1.0 2186 2186
258.0 3142 2.0 2815 5000

Top of Req. Sediment Pool (per Surface Area): 257.47 ft
Top of Req. Sediment Pool (per Volume): 257.15 ft
Principle Spillway Design:

Weir Elevation: 258.00 ft
Weir Width: 3.35 ft
Use Weir Width: 4
50-yr Water Surface Elevation: 259.00 ft
Weir Capacity: 12.00 cfs
Freeboard: 1.00 ft
Embankment Elevation: 260.00 ft
1148-SED-TRAPI.XLS LATEST PRINTING: 11/3/200410:12 AM Page 2 of 3
DATE
€ ?-? 0 . 10/7/2004
PROJECT NAME PROJECT NO /J
Enloe High School 1148
LOCATION BY
Raleigh, North Carolina ARP
Trap Number: C Site Conditions
Initial Final
Disturbed Area: 2.26 1.58 ac
Additional Drainage Area: 0.00 0.00 ac
Total Drainage Area: 2.26 1.58 ac
Runoff Coeff [Cc]: 0.41 0.87
50-yr Rainfall Intensity [I]: 9.00 9.00 in/hr
50-yr Discharge [Q25]: 8.34 12.37 cfs
2-yr Rainfall Intensity [I]: 5.74 5.74 in/hr
2-yr Discharge [02]: 5.32 7.89 cfs Max
Required Sed. Storage Vol: Dist. Ac. x 1800 = 4068 2844 4068 cf
Required Surface Area:
Basin Volume: 0.01 ac/cfs = 2317 3437 3437 sf
I
Bottom Elevation of Basin: 244 ft
Elevation Interval of Basin: 1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
244.0 2882 0 0 0
245.0 3423 1.0 3153 3153
246.0 3951 2.0 3687 6840
247.0 4449 3.0 4200 11040

Top of Req. Sediment Pool (per Surface Area): 245.03 ft
Top of Req. Sediment Pool (per Volume): 245.25 ft
Principle Spillway Design:
Weir Elevation:
Weir Width:
Use Weir Width:
50-yr Water Surface Elevation:
Weir Capacity:
Freeboard:
Embankment Elevation:
246.00 ft
4.12 ft
5
247.00 ft
15.00 cfs
1.00 ft
248.00 ft
1148-SED-TRAPI.XLS LATEST PRINTING: 11/3/200410:12 AM Page 3 of 3
Riprap Velocity Dissipator Pad #1
Enloe High School
Raleigh, NC
Project No: 1148
Outlet of 6" floor drain and roof leader collection for Concessions Building
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 6 in.
D-o = 0.5 ft.
Q-10 = 1.0 cfs
V= 2.9 fps
d-50 = 0.40 ft. Figure 8.06 a
L-a = 5 ft. Figure 8.06 a
Step 3. 3*D-o = 1.5 ft. Use: 3 ft
W = 5.5 ft. Use: 6 ft
Step 4. d-max 0.6 ft. Stone Diameter (1.5*d-50)
d-max 7.2 in. Class B Rip-Rap
Step 5. Thickness = 0.9 ft. Apron Thickness With Filter Fabric (1.5*d-max)
Thickness = 11 in. Use: 12 in
TERMINOLOGY: Q10= 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
BACKGROUND:
REFERENCE:
Piprap Velocity Dissipator Pad #2
Enloe High School
Raleigh, NC
Project No: 1148
Outlet of 30" Outlet Barrel from Underground Storage System'A' at A8
Design Storm: 10-year
Use the E&S Control Planning & Design Manual, Section 8.06.
(NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 30 in.
D-o = 2.5 ft.
Q-10 = 26.2 cfs
V= 8.3 fps
d-50 = 0.50 ft. Figure 8.06 a
L-a = 18 ft. Figure 8.06 a
Step 3. 3*D-o = 7.5 ft. Use: 8 ft
W = 20.5 ft. Use: 21 ft
Step 4. d-max 0.75 ft. Stone Diameter (1.5*d-50)
d-max 9 in. Class I Rip-Rap
Step 5. Thickness = 1.1 ft. Apron Thickness With Filter Fabric (1.5*d-max)
Thickness = 14 in. Use: 15 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
Riprap Velocity Dissipator Pad #3
Enloe High School
Raleigh, NC
Project No: 1148
Outlet of 12" Storm at F5 - South Side of West Campus Addition
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 12 in.
D-o = 1 ft.
Q-10= 2.4 cfs
V= 4.5 fps
d-50 = 0.35 ft. Figure 8.06 a
L-a = 8 ft. Figure 8.06 a
Step 3. 3*D-o = 3 ft. Use: 3 ft
W = 9 ft. Use: 10 ft
Step 4. d-max 0.525 ft. Stone Diameter (1.5*d-50)
d-max 6.3 in. Class B Rip-Rap
Step 5. Thickness = 0.8 ft. Apron Thickness With Filter Fabric (1.5*d-max)
Thickness = 9 in. Use: 10 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
Riprap Velocity Dissipator Pad #4
Enloe High School
Raleigh, NC
Project No: 1148
Ou tlet of 15" Storm at E12 - Southeast Corner of West Campus Addition
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR. 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 15 in.
D-o = 1.25 ft.
Q-10 = 8.4 cfs
V= 5.3 fps
d-50 = 0.40 ft. Figure 8.06 a
L-a = 12 ft. Figure 8.06 a
Step 3. 3*D-o = 3.75 ft. Use: 4 ft
W = 13.25 ft. Use: 14 ft
Step 4. d-max 0.6 ft. Stone Diameter (1.5*d-50)
d-max 7.2 in. Class B Rip-Rap
Step 5. Thickness = 0.9 ft. Apron Thickness With Filter Fabric (1.5*d-max)
Thickness = 11 in. Use: 12 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
Riprap Velocity Dissipator Pad #5
Enloe High School
Raleigh, NC
Project No: 1148
Outlet of 30" Storm at H4 - Underground Storage System B
Design Storm: 10-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 30 in.
D-o = 2.5 ft.
Q-10 = 14.7 cfs
V= 8.3 fps
d-50 = 0.50 ft.
L-a = 15 ft.
i
Step 3.
3*D-o =
7.5
ft.
W = 17.5 ft.
Step 4. d-max 0.75 ft.
d-max 9 in.
Step 5. Thickness = 1.1 ft.
Thickness = 14 in.
Figure 8.06 a
Figure 8.06 a
Use: 8 ft
Use: 18 ft
Stone Diameter (1.5*d-50)
Class I Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-max)
Use: 14 in
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
b,
STORMWATER IMPACT ANALYSIS
ENLOE HIGH SCHOOL
ADDITIONS AND RENOVATIONS
WAKE COUNTY PUBLIC SCHOOLS
RALEIGH, NORTH CAROLINA
Nov 10?9@9%4
2 9 2004
DENR - WATER QUAIM
faMs W 13 STflr ` SR
AUGUST 2004

??,?rF1+ra '?.t'• y
Aaa?\
lr
CLH design, p.a.
MacGregor Park, 125 Edinburgh South, Suite 310
Cary, North Carolina 27,511
Phone: [phone] Fax: [phone]

Hyd'rograph Summary Report
Page 1
Hyd?
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 ISCS Runoff 26.86 1 724 82,536 ---- ------ ------ AREA A PRE-DEV
2 SCS Runoff 23.92 1 720 57,665 ---- ------ ------ AREA B PRE-DEV
3 SCS Runoff 36.33 1 716 63,635 ---- ------ ------ AREA C PRE-DEV
4 Combine 68.62 1 717 203,836 1, 2, 3 ------ ------ PRE-DEVELOPMENT FLOW
6 SCS Runoff 31.36 1 724 93,919 ---- ------ ------ AREA A POST-DEV
7 SCS Runoff 29.74 1 720 69,231 ---- ------ ------ AREA B POST-DEV
8 SCS Runoff 36.33 1 716 63,635 ---- ------ ------ AREA C POST-DEV
9 Combine 77.94 1 717 226,785 6, 7, 8 ------ ------ POST DEVELOPMENT FLOW WITH
11 SCS Runoff 19.32 1 718 45,105 ---- ------ ------ AREA A TO DETENTION
12 Reservoir 12.97 1 722 45,067 11 245.82 8,166 ROUTE TO DETENTION A
13 Reach 8.87 1 731 44,936 12 ------ ------ REACH TO ANALYSIS POINT A
14 SCS Runoff 17.50 1 724 56,964 ---- ------ ------ AREA A TO BYPASS DETENTION
15 Combine 25.34_ 1 726 101,900 13,14 ------ ------ COMBINED FLOW AT POINT A
17 ' SCS Runoff 8.68 1 718 17,422 ---- ------ ------ AREA B TO DETENTION
18 Reservoir 3.68 1 724 17,372 17 254.17 4,386 ROUTE TO DETENTION B
19' Reach 2.79 1 735 17,302 18 ------ ------ REACH TO ANALYSIS POINT B
20 SCS Runoff 21.33 1 720 48,936 ---- ------ ------ AREA B TO BYPASS DETENTION
21 SCS Runoff 2.19 1 718 5,436 ---- ------ ------ AREA B ACROSS CC DRIVE
22 Combine
I 24.62 1 720 71,674 19, 20, 21 ------ ------ COMBINED FLOW AT POINT B
24 Combine 67.97 1 717 237,210 8, 15, 22, ------ ------ POST-DEVELOPMENT FLOW WITH
Proj. file: 1148-Revised Stormwat r.&Wrn Period: 1 yr Run date: 11-05-2004

Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 41.10 1 724 121,274 ---- ------ ------ AREA A PRE-DEV
2 SCS Runoff 37.34 1 720 86,438 ---- ------ ------ AREA B PRE-DEV
3 SCS Runoff 48.60 1 716 86,090 ---- ------ ------ AREA C PRE-DEV
4 Combine 102.39 1 717 293,802 1, 2, 3 ------ ------ PRE-DEVELOPMENT FLOW
6 SCS Runoff 46.52 1 724 135,456 ---- ------ ------ AREA A POST-DEV
7 SCS Runoff 44.24 1 720 100,748 ---- ------ ------ AREA B POST-DEV
8 SCS Runoff 48.60 1 716 86,090 - - ------ ------ AREA C POST-DEV
9 Combine 113.68 1 717 322,294 6, 7, 8 ------ ------ POST DEVELOPMENT FLOW WITH
11 SCS Runoff 23.49 1 718 55,570 ---- ------ ------ AREA A TO DETENTION
12 Reservoir 16.10 1 722 55,529 11 246.25 9,863 ROUTE TO DETENTION A
13 Reach 11.15 1 730 55,380 12 ------ REACH TO ANALYSIS POINT A
14 SCS Runoff 28.40 1 724 86,331 ---- ------ ------ AREA A TO BYPASS DETENTION
15 Combine 38.13 1 725 141,711 13,14 ------ ----- COMBINED FLOW AT POINT A
17 ' SCS Runoff 12.12 1 718 24,292 ---- ------ ------ AREA B TO DETENTION
18 Reservoir 5.40 1 723 24,234 17 254.81 6,272 ROUTE TO DETENTION B
19 - Reach 4.15 1 734 24,152 18 ------ ------ REACH TO ANALYSIS POINT B
20 SCS Runoff 30.90 1 720 69,950 ---- ------ ------ AREA B TO BYPASS DETENTION
21 SCS Runoff 4.36 1 717 9,208 ---- ------ ------ AREA B ACROSS CC DRIVE
22 Combine 36.71 1 719 103,309 19, 20, 21 ------ ------ COMBINED FLOW AT POINT B
24 Combine 99.66 1 717 331,111 8, 15, 22, ------ ------ POST-DEVELOPMENT FLOW WITH
Proj. file: 1148-Revised Stormwa r.turn Period: 2 yr Run date: 11-05-2004
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 89.48 1 723 255,069 ---- ------ ------ AREA A PRE-DEV
2 SCS Runoff 83.16 1 720 187,624 ---- ------ ------ AREA B PRE-DEV
3 SCS Runoff 86.76 1 715 157,891 ---- ------ ------ AREA C PRE-DEV
4 Combine 215.55 1 717 600,585 1, 2, 3 ------ ------ PRE-DEVELOPMENT FLOW
6 SCS Runoff 97.27 1 723 276,481 ---- ------ ------ AREA A POST-DEV
7 SCS Runoff 92.48 1 719 208,643 ---- ------ ------ AREA B POST-DEV
8 SCS Runoff 86.76 1 715 157,891 ---- ------ ------ AREA C POST-DEV
9 Combine 231.45 1 717 643,014 6, 7, 8 ------ ------ POST DEVELOPMENT FLOW WITH
11 SCS Runoff 35.75 1 718 86,791 ---- ------ ------ AREA A TO DETENTION
12 Reservoir 26.16 1 722 86,739 11 247.56 14,403 ROUTE TO DETENTION A
13 Reach 18.47 1 729 86,541 12 ------ ------ REACH TO ANALYSIS POINT A
14 SCS Runoff 66.34 1 723 190,615 ---- ------ ------ AREA A TO BYPASS DETENTION
15 Combine 82.79 1 724 277,157 13,14 ------ ------ COMBINED FLOW AT POINT A
17- SCS Runoff 23.00 1 718 46,890 ---- ------ ------ AREA B TO DETENTION
18 Reservoir 14.68 1 722 46,750 17 257.33 11,774 ROUTE TO DETENTION B
19 Reach 9.79 1 729 46,640 18 ------ ------ REACH TO ANALYSIS POINT B
20 SCS Runoff 62.32 1 719 140,700 ---- ------ ------ AREA B TO BYPASS DETENTION
21 SCS Runoff 12.64 1 717 23,878 ---- ------ ------ AREA B ACROSS CC DRIVE
22 Combine 78.46 1 719 211,219 19, 20, 21 ------ ------ COMBINED FLOW AT POINT B
24 Combine 205.70 1 717 646,266 8, 15, 22, ------ ------ POST-DEVELOPMENT FLOW WITH
Proj. file: 1148-Revised Stormwa r.&turn Period: 10 yr Run date: 11-05-2004
10
r \
// ??`, ?? OG?+ rLi'-, ?' 'l ?r 2350 .•_ __J f?? j ' o
I'./•r ? t,J I ? /? ?/? ???.$???' ? +' ?. \ x,11{?I fI •??1 ? •??-??"??• •?.t ?
.
?Y 1
I• Yom- _
`N
' ? ??% ''4?r '` •- ' :1l`__ j,,{II ,,r .',? u wNas? y? J3!i. r
? .. ? ? , ? ? , :.. ? ? ??. gyn. ,'?' `.t? 1•
'-
AOL-
44
?)+1 L+ons'Park_ ?-? I . ? y??•?? ? ??\ ?? ?? ppgyel6/
r I i I . • /'''?I /-?? ?C Ke '==F- " Ili 2 `? n \ `1\ Jam. ,
%
1 I f r? i--i?? r•? ?,p.'?''tA !lx / ! NV.y
J 3L3A1iL '..Ili ?!
s- _
??= L
^ r J {ct ,
\,,?ft?\' - t : 4 •rr /jl ?!; ?.'?/ '? ??Q? ?'i? i f 1012 r `°,' r a
%
g6Ra
6t d / ( f
• f
g? ,4
t,. d3 { lr
1 Y`f? ?/ i ?rCem- 14 LOh 1I
woo,
Ij?6il I52nL(?r'.( t f ?)?w8dl?t? m v
t? 1- ??r ?? t? Hos
-A i
JrYHi k ?cii ` V ?? ?' ? . ?_ ? ? V ? - .: f l
!,mot i? .??:--.,?? 1.7. 1W ??? ?.;??? ?f 11 ? ? ? *?»?,,. _.. '?\ "i• ?' - ,- G
??7 .i?3 --aa??bra,ry?l?1?.i,: ? ?.??; ??• ? ;??-?1}.v._.I?? _ •?i?C -- ,`Q??? ??! ?r_? ??-?-?
,11 f- IN177 7- a - ERy+t tiAYEr lf1 ??
s
U }'? .??- /`% ?•i {...? t + 2 rte. 00
Q?I Hfsr `il` ?OOJ ?Q<< r % -rte ,/
'll
-y1tv'.';'J R R?leigh COOntry Clu?_
ower±,,! dl--? 3C'?'?? 1 ?:??s• .?..., )2\ r?`
HSch rCem -R.diq,
1 III +? ?!) /, ace
?-+ -- J!a I R?' I( `! y? iil : oe Sch j'!,po4 j?\?Ch j i?
£? ?+N g ?r b ? ? "' ?{,!-? ,???IF- ,`??? f i •.'/ . 2s?? ?` ? ???326?\,Cern` a ?'i ' n ? I `'S_a_
l
"Co eabyry Ch ?Q
I
50
i
o `, yr ?% •f`
g's Y?
/ 1.
- rreoGoael / ,;?5?-t ti
y
C ntei
1Ngrt d'ate???
n{k?1uI' Park
'
?200
v
{??, i? 3 ! v n?. 1? 7-_ (?C>> S0 d8?? 1 Di3 Sol
ai ?6d1 ?, I ,
m + $ m
X10
t 'g£ /1??r j ?? u?vorR s ?? !
i .er h
DRAINAGE AREA 'A'
DRAINAGE AREA: 2827ac
IMPERVIOUS AREA: &.73ac
WOODED AREA: 428ac
LAkN AREA: I4.92oc j
r ` HYDRAULIC LENGTH 2881b8ft
HYDRAULIC HEIGHT b5ft
AGENCY
REVIEW
DOCUMENTS
l ?? 1
NOT FOR CONSTRUCTION
REVIEW AND COMMENTS
r /
AAA\N\ -
ANALYSIS POINII
° AwursIs r9u?rV ? N)BUC
Q
J CID
Watershed Data
Analysis Design Pre-Development Post-Development Post-Development
Point Event Qpre without Detention with Detention
??? ??? l 6f??
11 V ???? I / I
Q post a post K
DRAINAGE AREAS'
A 1-yr 26.86_cfs 31.36 cfs 25.34_cfs
2-yr 41.10 cfs 46.52_cfs 38.13 cfs DRAINAGE AREA: 2231ac 1 o r }i?( % //% \? \ I6
10-yr 89.48_cfs 97.27 cfs 82.79_cfs IMPERVIOUS AREA:
W SJ3ac II ((??(l? / \? r 6?I
OODED AREA: 5.95a- p
LAIUJ
B 1-yr 23.92 cfs 29.74_cfs 24.62_cfs HYDRAULIC. LENGTH 171530ft o
4.24 cfs 36.71_c HYDRAULIG HEIGHT bbft
2-yr 37.34_cfs 44.24-
fs
10-yr 83.16 cfs 92.48_cfs 78.46 cfs
0 \ JIB ? I-// 1
c 1yr 36.33_cfs 36.33 cfs n1a ?lo
?? ?? I (I ° I DRAINAGE AREA'C
2-yr 48.60_cfs 48.60 cfs n1a o °
10-yr 86.76_cfs 86.76_cfs Na
DRAINAGE AREA: 13.57ac
IMPERVIOUS AREA, 7.71ac
Pre-Development Post-Development Post-Development ?\ ( WOODED AREA: I.72ac A ZI
Flow Flow Flow o ° LAWN AREA: 4.14ac
without Detention with Detention ?° HYDRAULIC LENGTH 535.29ft
o HYDRAULIG HEIGHT 30ft
r 0
PRQECr MS
1-yr 68.62 cfs 77.94_cfs 67.97_cfs MAW BY
2-yr 102.39_cfs 113.68_cfs 99.66 cfs r ISSN[ DATEr
10-yr 215.55_cfs 231.45 cfs 205.70_cfs ` aEUSws
MAW -- DATE
Area: -- - ^ ° ocwor
Pre-development 22.17 acres 1
Post-development 25.98-acres I ?? l
nu aurMC 6 NOT TO BE scum FIR
W
IXNS TED. IS l KWOSES.
R GD ME scNE WHEN
o y ? ruMArm, IS FOR m+mk rya ONLY.
Wawa 00010" &ARM, wows
911ET DU
o ? o
\ STORMWATER IMPACT
ANALYSIS
0 as PRE-DEVELOPMENT
&? CONDITIONS
0 0\°
- ?° ° ° o°sfEr xuauz
C_1
ANALYSIS POW 'c'
""
5-
1
.r , -

Watershed Data
Analysis Design Pre-Development Post-Development Post-Development
Point Event 0pre without Detention with Detention
Q post 0 past
A 1-yr 26.86 cfs 31.36 cfs 25.34 cfs
2-yr 41.10 cfs 46.52_cfs 38.13 cfs
10-yr 89.48_cfs 97.27_cfs 82.79 cfs
B 1-yr 23.92_cfs 29.74_cfs 24.62_cfs
2-yr 37.34 cfs 44.24_cfs 36.71 cfs
10-yr 83.16_cfs 92.48_cfs 78.46_cfs
C 1-yr 36.33_cfs 36.33 cfs Na
2-yr 48.60 cfs 48.60 cfs nla
10-yr 86.76 cfs 86.76 cfs n/a
Pre-Development Post-Development Post-Development
Flow Flow Flow
without Detention with Detention
1-yr 68.62_cfs 77.94_cfs 67.97_cfs
2-yr 102.39 cfs 113.68 cfs 99.66 cfs
10-yr 215.55_cfs 231.45_cfs 205.70_cfs
Impervious Area:
Pre-development 22.17 acres
Post-development 25.98-acres
° G w
r
r
r
? e
DRAINAGE AREA V
DRAINAGE AREA: 2231gc
IMPERVIOU5 AREA: lblgc
HOODED AREA: 5.950-
LAWN AREA: b.49ac
HYDRAULIC LENGTH I11530ft
HYDRAULIC HEIGHT bbft
GRAPHIC SCALE
200 0 100 200 400
,o
\111
"R X
//
I °I
m
r
1
f r.
r
ftft* ft/ I/ I? anuft e
800
DRAINAGE AREA 'A!
DRAINAGE AREA: 2b.21ac
IMPERVIOUS AREA: 10.4ac
HOODED AREA: 4.2bac
LAIN AREA: 1359ac
HYDRAULIC LENGTH 2551bbft
HYDRAULIC HEIGHT bbft
YY ?
( IN FEET )
1 inch = 200 ft.

e

i
DRAINAGE AREA 'C
6 PONT'N
DRAINAGE AREA: 13510c
IMPERVIOUS AREA: 1.110c
HOODED AREA, L12ac
LAWN AREA: 4.14ac
HYDRAULIC LENGTH 535.29ft
HYDRAULIG HEIGHT 30ft
°
?1 J
0 1
l yyl{IA{LFi, °
to °
0(10
C \ " "'Y
? ? os
°
ANALY55 PONT'O
AGENCY
REVIEW
DOCUMENTS
NOT FOR CONSTRUCTION
REVIEW AND COMMENTS
{10BUC
I.
8 ?CD
nALH Nxm
PRG= NO,
DRAW BY
CHECKED BY
159E DATE
REIASCF,
YARC DATE DESMPTX)N
11115 ORA"IG IS 10T TO H SCALED 11R
CONSIRUCUM PURPOSES 1HE SCALE. WEN
Po"TD, IS FCi GV4U?& RUEF"(X 01LY.
s¢r nnE
STORMWATER IMPACT
ANALYSIS
POST-DEVELOPMENT
CONDITIONS
SHM "MR ('
r-2
(I?(5?/ir 5 ?v l1P
( li// ? F d A\r 1 f l' t 11
77-
_, l._ _? `?. `?""'i _ ?.r ??'• ? ? r¢ ?f ? ?? ? PT ?? . ?yy ?. r- ?TI?? r
U?o
is z
.? n
,.._. ?cn •. ..?•,. ,K- ' ?k .ri. r? ralb a. W .i°? "rP?".]N 9t
-av
`r " `,7 k+t?. +V . 4 t, Any •a.'? .?
1 a ; ?' ?' .. ? ? 1•S r 1: t ? ? _ ? ' a p .y pF 'b. ? ? ? X wv- hIx , 't+ i Y pce.?
?-
7 W_:
p• s? r g,,
Fj F 'F. t..r r';,9`$,, +p• N
,j ' •?fy g•?? '., '" *.
ra 'PIA, ='.2- Wi?'
+:4? i ..?` ? ,, t? • ' a S ?.?. ` '? . a , ? y •r ogo ? e -+?i ? ti? ???c???l ' ?? r. ? t ? ?,,?'' ? ?Rt ? 7t ? ? r . 1A7Y1
n
tJ_
'x . 1 ? ? - J r ? '; *r12 •'2ap.` '? $ }1' 4?..ti? C * I Y ? ! ??',r ' 4I?Tf?i++.: ? ^ ??
? •r
??xs ;,•
t 'Iy t
:J ` T k y
T W,
?. y A
t >? .? ?.. _p+ ? ,? ? .N • .9 ?? ? ? ?jj .mot ? ;-C ?.. ?.?+? ? ??? '?
•
y
?e t ? ?--r?-?-.'.,° -.?=}'A? ?. •°h\? 5C Li 6 ?e`? +.,f??r? t', r }ri :.. r . ? •avy? ?? Y
I
,
r ?`. f n ,\ - •:t Y '.? fi i! ;t lea Y?.y •- r _
t? 1
?,yfkIL-Ev ,, •
+qrl
y
n 7
.
, b
67-
A
fY b 1" I t ! ? / / ? a \
r.. « o J • 1 ? . t 'r 'r f o } ti,
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
AREA A PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 27.93 ac
Basin Slope = 2.4%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Peak discharge = 26.86 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
72
2880 ft
15.21443 min
Type II
484
Hydrograph Volume = 82,536 cuft
1 - SCS Runoff -1 Yr - Qp = 26.86 cfs
30
25
20
15
C?
10
Time (hrs)
/ Hyd. 1

0.0 2.4 4.8 7.2
9.6 12.0 14.4 16.8 19 5
0
.2 21.6 24.0
Hydrograph Plot
Hyd. No. 1
AREA A PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 27.93 ac
Basin Slope = 2.4%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 41.10 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
72
2880 ft
15.21443 min
Type II
484
Hydrograph Volume = 121,274 cult
50
4(
3(
2(
1(
.0
Time (hrs)
/ Hyd. 1
1 - SCS Runoff - 2 Yr - Qp = 41.10 cfs
1
I
I
I
I
).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
-'Hydrograph Plot
Hyd. No. 1
AREA A PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 27.93 ac
Basin Slope = 2.4%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 89.48 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
72
2880 ft
15.21443 min
Type II
484
Hydrograph Volume = 255,069 cult
100
8(
U) 6(
v
4(
2(
1 - SCS Runoff -10 Yr - Qp = 89.48 cfs
I
I
I
I

).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Time (hrs)
/ Hyd. 1
.0
Hydrograph Plot
Hyd. No. 2
AREA B PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 22.31 ac
Basin Slope = 3.9%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 23.92 cfs
Time interval = 1 min
Curve number = 70
Hydraulic length = 1715 ft
Time of conc. (Tc) = 8.45426 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 57,665 cuft
2-SCS Runoff-1 Yr-Qp-23.92 cfs
25
20
- cn 15

?
10

0
Time (hrs)
/ Hyd.2

0.0 2.4 4.8 7.2 9.6 12.0 14

.4 16.8 19 5
0
.2 21.6 24
. -' Hydrograph Plot

Hyd. No. 2
AREA B PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 22.31 ac
Basin Slope = 3.9%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 37.34 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
70
1715 ft
8.45426 min
Type II
484
Hydrograph Volume = 86,438 cult
2 - SCS Runoff - 2 Yr - Op = 37.34 cfs
7.2 9.6 12.0 14.4 16.8 19.2 21.6 .0
Time (hrs)
/ Hyd. 2

Hydrograph Plot

Hyd. No. 2
AREA B PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 22.31 ac
Basin Slope = 3.9%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 83.16 cfs
Time interval = 1 min
Curve number = 70
Hydraulic length = 1715 ft
Time of conc. (Tc) = 8.45426 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 187,624 cult
100
8(
6(
v
4(
2(
0
Time (hrs)
/ Hyd. 2
2-SCS Runoff- 10 Yr - Qp = 83.16 cfs
1
I
I
I

).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
-'Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
AREA C PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.57 ac
Basin Slope = 5.6%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Peak discharge = 36.33 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
82
535 ft
2.98538 min
Type II
484
Hydrograph Volume = 63,635 cult
3 - SCS Runoff - 1 Yr - Qp = 36.33 cfs
C?
0
Time (hrs)
/ Hyd. 3
'7V
30
20
10
0

0.0 2.2 4.4 6.6 8.8 11.0 13 .2 15.4 17.6 19 .8 22
i
Hydrograph Plot
Hyd. No. 3
AREA C PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 13.57 ac
Basin Slope = 5.6%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 48.60 cfs
Time interval = 1 min
Curve number = 82
Hydraulic length = 535 ft
Time of conc. (Tc) = 2.98538 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 86,090 cult
3 - SCS Runoff - 2 Yr - Op = 48.60 cfs
v
2 4 6 8 10 12 14 c?
-- -- 20
Time (hrs)
/ Hyd. 3
Hydrograph Plot
Hyd. No. 3
AREA C PRE-DEV
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 13.57 ac
Basin Slope = 5.6%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 86.76 cfs
Time interval = 1 min
Curve number = 82
Hydraulic length = 535 ft
Time of conc. (Tc) = 2.98538 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 157,891 cuft
100
8(
cn 6(
to-
U
0 4(
2(

3-SCS Runoff - 10 Yr - Qp = 86.76 cfs

I
I
I
I
0 2 4 6 8 1 0 12 14 16 18 2
Time (hrs)
/ Hyd. 3

. * Hydrograph Plot

Hyd. No. 4
PRE-DEVELOPME NT FLOW
Hydrograph type = Combine
Storm frequency = 1 yrs
Inflow hyds. = 1, 2, 3
Hydraflow Hydrographs by Intelisolve
Peak discharge = 68.62 cfs
Time interval = 1 min
Hydrograph Volume = 203,836 cuft
4 - Combine -1 Yr - Qp - 68.62 cfs
80
60
4
CY
2
8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 1 / Hyd. 2 / Hyd. 3 / Hyd. 4

wu_

.0 2.4 4. 0
0
0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
PRE-DEVELOPMENT FLOW
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 1, 2, 3
Peak discharge = 102.39 cfs
Time. interval = 1 min
Hydrograph Volume = 293,803 cult
150
10(
_ cn
w

C?
5(
4 - Combine - 2 Yr - Qp = 102.39 cfs
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 1 / Hyd. 2 /" Hyd. 3 / Hyd. 4
Hydrograph Plot
Hyd. No. 4
PRE-DEVELOPMENT FLOW
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 1, 2, 3
Hydraflow Hydrographs by Intelisolve
Peak discharge = 215.55 cfs
Time interval = 1 min
Hydrograph Volume = 600,585 cult
250
20(
co 15(
C1 10(
5(
4 - Combine - 10 Yr - Qp = 215.55 cfs
O i i i i JJ l-r
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 1 / Hyd. 2 / Hyd. 3 / Hyd. 4
Hydrograph Plot
Hyd. No. 6
AREA A POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 28.27 ac
Basin Slope = 2.4%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 31.36 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
74
2880 ft
15.21443 min
Type II
484
Hydrograph Volume = 93,919 cuft
6-SCS Runoff-1 Yr-Qp-31.36 cfs
- N
V
-* V
30
20
10
0
U.U 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 6
1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
AREA A POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 28.27 ac
Basin Slope = 2.4%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Peak discharge = 46.52 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
74
2880 ft
15.21443 min
Type II
484
Hydrograph Volume = 135,456 cult
6-SCS Runoff -2Yr-Qp=46.52 cfs
c?
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 6
-' Hydrograph Plot
. F
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
AREA A POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 28.27 ac
Basin Slope = 2.4%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Peak discharge = 97.27 cfs
Time interval = 1 min
Curve number = 74
Hydraulic length = 2880 ft
Time of conc. (Tc) = 15.21443 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 276,481 cuft
6 - SCS Runoff -10 Yr - Qp = 97.27 cfs
100
8c
6C
U 40-
20-
01
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 6
4 . Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
AREA B POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 22.31 ac
Basin Slope = 3.9%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Peak discharge = 29.74 cfs
Time interval = 1 min
Curve number = 73
Hydraulic length = 1715 ft
Time of conc. (Tc) = 8.45426 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 69,231 cuft
7-SCS Runoff-1 Yr-Qp-29.74 cfs
30
25
20
15
CY
10
i
5
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 7
Hydrograph Plot
t
Hyd. No. 7
AREA B POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 22.31 ac
Basin Slope = 3.9%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 44.24 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
73
1715 ft
8.45426 min
Type II
484
Hydrograph Volume = 100,748 cuft
50
4(
rn 3(
v
2(
1(
7 - SCS Runoff - 2 Yr - Qp = 44.24 cfs

I

).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Time (hrs)
/ Hyd. 7
.0
Hydrograph Plot
Hyd. No. 7
AREA B POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 22.31 ac
basin Slope = 3.9%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Hydratlow Hydrographs by Intelisolve
Peak discharge = 92.48 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
73
1715 ft
8.45426 min
Type II
484
Hydrograph Volume = 208,643 cult
100
8(
N 6(
v
0 4(
2(
0
Time (hrs)
/ Hyd. 7
7-SCSRunoff -10Yr-Qp-92.48 cfs
I
I
I
I

).0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 .2 21.6 24
s Hydrograph Plot
t
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
AREA C POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 13.57 ac
Basin Slope = 5.6%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Peak discharge = 36.33 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
82
535 ft
2.984521 min
Type II
484
Hydrograph Volume = 63,635 cuft
8 - SCS Runoff - 1 Yr - Qp = 36.33 cfs
40
30
20
Q
10
0
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (hrs)
/ Hyd. 8
Hydrograph Plot
Hyd. No. 8
AREA C POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 13.57 ac
Basin Slope = 5.6%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 48.60 cfs
Time interval = 1 min
Curve number = 82
Hydraulic length = 535 ft
Time of conc. (Tc) = 2.984521 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 86,090 cuft
50
4(
3(
v
2(
1(
8 - SCS Runoff - 2 Yr - Op = 48.60 cfs

I
I
I
I
0 2 4 6 8 1 0 12 14 16 18 2i
Time (hrs)
/ Hyd. 8

I,
Hydrograph Plot
Hyd. No. 8
AREA C POST-DEV
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 13.57 ac
Basin Slope = 5.6%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs

Hydraflow Hydrographs by Intelisolve
Peak discharge = 86.76 cfs
Time interval = 1 min
Curve number = 82
Hydraulic length = 535 ft
Time of conc. (Tc) = 2.984521 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 157,891 cult
8-SCS Runoff -10Yr-Qp-86.76 cfs
100
80
U) 6(
v
4(
2(

I
I
I
I
0 2 4 6 8 1 0 12 14 16 1,9 2

Time (hrs)
/ Hyd. 8
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
POST DEVELOPMENT FLOW WITHOUT DETENTION
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time interval
Inflow hyds. = 6, 7, 8
= 77.94 cfs
= 1 min
Hydrograph Volume = 226,785 cult
9 - Combine -1 Yr - Op = 77.94 cfs
V
vv
60
40
20
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 6 / Hyd. 7 / Hyd. 8 / Hyd. 9
l
Aydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
POST DEVELOPMENT FLOW WITHOUT DETENTION
Hydrograph type = Combine Peak discharge = 113.68 cfs
Storm frequency = 2 yrs Time interval = 1 min
inflow hyds. = 6, 7, 8
Hydrograph Volume = 322,294 cuft
150
10(
CO)

C3
5(
9 - Combine - 2 Yr - Qp = 113.68 cfs
0 _
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 6 / Hyd. 7 / Hyd. 8 / Hyd. 9
i'
~Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
POST DEVELOPMENT FLOW WITHOUT DETENTION
Hydrograph type = Combine Peak discharge = 231.45 cfs
Storm frequency = 10 yrs. Time interval = 1 min
Inflow hyds. = 6, 7, 8
Hydrograph Volume = 643,014 cult
250
20(
u) 15(
10(
5(
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 6 / Hyd. 7 / Hyd. 8 / Hyd. 9
9 - Combine - 10 Yr - Qp = 231.45 cfs
I
I
Hydrograph Plot
Hyd. No. 11
AREA A TO DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 5.00 ac
Basin Slope = 1.8%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 19.32 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
96
985 ft
7.391977 min
Type II
484
Hydrograph Volume = 45,105 cult
20
1!

?
Q 1(

Time (hrs)
/ Hyd. 11
11 - SCS Runoff - 1 Yr - Qp = 19.32 cfs

i

1
0 2
4
6
8
1
0 12 1
4 i
f 1
19 21
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
AREA A TO DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 5.00 ac
Basin Slope = 1.8%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Peak discharge = 23.49 cfs
Time interval = 1 min
Curve number = 96
Hydraulic length = 985 ft
Time of conc. (Tc) = 7.391977 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 55,570 cuft
25
21
? 1!
v
? 1(
11 - SCS Runoff - 2 Yr - Qp = 23.49 cfs

i
i
1
0 2 4
6 S 1
0 12 14 16 1R 2
Time (hrs)
/ Hyd. 11

• Hydrograph Plot
Hyd. No. 11
AREA A TO DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 5.00 ac
Basin Slope = 1.8%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 35.75 cfs
Time interval = 1 min
Curve number = 96
Hydraulic length = 985 ft
Time of conc. (Tc) = 7.391977 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 86,791 cult
11 - SCS Runoff - 10 Yr - Qp = 35.75 cfs
40
30
CD
20
0
10
Time (hrs)
/ Hyd. 11

0 2 4

6
8 1 0
0 12 14 16 18 20
Hydrograph Plot
Hyd. No. 12
ROUTE TO DETENTION A
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 11
Max. Elevation = 245.82 ft
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Reservoir name
Max. Storage
= 12.97 cfs
= 1 min
= DETENTION A
= 8,166 cuft
Storage Indication method used.
Hydrograph Volume = 45,067 cult
20
1:

?
C? 1(

0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 11 / Hyd. 12
12 - Reservoir -1 Yr - Qp -12.97 cfs
i
0
HYd ro9raph Plot
s
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
ROUTE TO DETENTION A
Hydrograph type = Reservoir Peak discharge = 16.10 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 11 Reservoir name = DETENTION A
Max. Elevation = 246.25 ft Max. Storage = 9,863 cuft
storage indication method used. Hydrograph Volume = 55,529 cuft
12 - Reservoir - 2 Yr - Qp -16.10 cfs
25
20
cn 15
10
16.8
Time (hrs)
/ Hyd. 11 / Hyd. 12

0.0 2.4 4.8 7.2 9.6 12.0 14

.4
19 5
0
.2 21.6 24.0
Hydrograph Plot
Hyd. No. 12
ROUTE TO DETENTION A
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 11
Max. Elevation = 247.56 ft
Storage Indication method used.
Hydraflow Hydrographs by Intelisolve
Peak discharge = 26.16 cfs
Time interval = 1 min
Reservoir name = DETENTION A
Max. Storage = 14,403 cuft
Hydrograph Volume = 86,739 cuft
12 - Reservoir -10 Yr - Qp = 26.16 cfs
U)
U'
°7V
30
20
10
0

U.U 2.4 4.8 1.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 11 / Hyd. 12
Hydrograph Plot
Hyd. No. 13
REACH TO ANALYSIS POINT A
Hydrograph type = Reach
Storm frequency = 1 yrs
Inflow hyd. No. = 12
Reach length = 1020.0 ft
Manning's n = 0.200
Side slope = 2.0:1
Rating curve x = 0.369
Ave. velocity = 0.95
Modified Aft-Kin routing method used.
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
= 8.87 cfs
= 1 min
= Trapezoidal
= 2.1%
= 5.0 ft
= 3.0 ft
= 1.363
= 0.0736
Hydrograph Volume = 44,936 cult
13 - Reach -1 Yr - Op = 8.87 cfs
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 12 / Hyd. 13
t Hydrograph Plot
}
Hyd. No. 13
REACH TO ANALYSIS POINT A
Hydrograph type = Reach
Storm frequency = 2 yrs
Inflow hyd. No. = 12
Reach length = 1020.0 ft
Manning's n = 0.200
Side slope = 2.0:1
Rating curve x = 0.369
Ave. velocity = 1.01
Hydraflow Hydrographs by Intelisolve
Peak discharge = 11.15 cfs
Time interval = 1 min
Section type = Trapezoidal
Channel slope = 2.1 %
Bottom width = 5.0 ft
Max. depth = 3.0 ft
Rating curve m = 1.363
Routing coeff. = 0.0777
Modified Aft-Kin routing method used.
Hydrograph Volume = 55,380 cult
13 - Reach - 2 Yr - Qp = 11.15 cfs
20
1!
Cn

?
C? 1(
c
Time (hrs)
/ Hyd. 12 / Hyd. 13
0

i
i
)
).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
` t Hydrograph Plot
Hyd. No. 13
REACH TO ANALYSIS POINT A
Hydrograph type = Reach
Storm frequency = 10 yrs
Inflow hyd. No. = 12
Reach length = 1020.0 ft
Manning's n = 0.200
Side slope = 2.0:1
Rating curve x = 0.369
Ave. velocity = 1.15

Modified Att-Kin routing method used.
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
= 18.47 cfs
= 1 min
= Trapezoidal
= 2.1%
= 5.0 ft
= 3.0 ft
= 1.363
= 0.0880
Hydrograph Volume = 86,541 cuft
13 - Reach - 10 Yr - Qp = 18.47 cfs
30
25
20
15
C3
10

0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 5
0
.2 21.6 24
Time (hrs)
/ Hyd. 12 / Hyd. 13
0
i
Hydrograph Plot
Hyd. No. 14
AREA A TO BYPASS DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 23.27 ac
Basin Slope = 2.4%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intellsolve
Peak discharge = 17.50 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 2880 ft
Time of conc. (Tc) = 15.21443 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 56,964 cuft
20
1!
_ N

?
C? 1(

0
Time (hrs)
/ Hyd. 14
14 - SCS Runoff - 1 Yr - Qp = 17.50 cfs

i
1
i
I
).0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 .2 21.6 24
t.
` Hydrograph Plot
Hyd. No. 14
AREA A TO BYPASS DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 23.27 ac
Basin Slope = 2.4%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 28.40 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
69
2880 ft
15.21443 min
Type II
484
Hydrograph Volume = 86,331 tuft
14 - SCS Runoff - 2 Yr - Op = 28.40 cfs
30
25
20
(Al
15
C3
10
.0
Time (hrs)
/ Hyd. 14

0.0 2.4 4.8 7.2 9.6 12.0 14

.4 16.8 19 5
0
.2 21.6 24
Hydrograph Plot
- Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
AREA A TO BYPASS DETENTION
Hydrograph type = SCS Runoff Peak discharge = 66.34 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 23.27 ac Curve number = 69
Basin Slope = 2.4% Hydraulic length = 2880 ft
Tc method = KIRPICH Time of conc. (Tc) = 15.21443 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 190,615 cuft
14 - SCS Runoff - 10 Yr - Qp . 66.34 cfs
80
60
40
C?
20
Time (hrs)
/ Hyd. 14

0.0 2.4 4.8 7.2 9.6 12.0 14
.4 16.8 19 0
.2 21.6 24.0
< I `
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
COMBINED FLOW AT POINT A
Hydrograph type = Combine Peak discharge = 25.34 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyds. = 13, 14
Hydrograph Volume = 101,900 cult
15 - Combine -1 Yr - Qp = 25.34 cfs
30
25
20
rn
15
C?
10

0
Time (hrs)
/ Hyd. 13 / Hyd. 14 / Hyd. 15

i
i

).0 2.4 4.8 7.2 9.6 12.0 14

.4 16.8 19 ?
0
.2 21.6 24
a
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
COMBINED FLOW AT POINT A
Hydrograph type = Combine Peak discharge = 38.13 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyds. = 13,14
Hydrograph Volume = 141,711 cuft
15 - Combine - 2 Yr - Qp = 38.13 cfs
w ?
rn
a
C3
,0
Time (hrs)
/ Hyd. 13 / Hyd. 14 / Hyd. 15
YV
30
20
10

0
0.0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
i
Hydrograph
Plot

Hyd. No. 15
COMBINED FLOW AT POINT A
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 13, 14
Hydraflow Hydrographs by Intelisolve
Peak discharge = 82.79 cfs
Time interval = 1 min
Hydrograph Volume = 277,157 cult
15 - Combine - 10 Yr - Qp = 82.79 cfs
100-
80-
60-
a 60
a 40-
20-
01 1
Time (hrs)
/ Hyd. 13 / Hyd. 14 / Hyd. 15

0.0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24.0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
AREA B TO DETENTION
Hydrograph type = SCS Runoff Peak discharge = 8.68 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 4.13 ac Curve number = 78
Basin Slope = 4.8% Hydraulic length = 957 ft
Tc method = KIRPICH Time of conc. (Tc) = 4.955859 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 17,422 cuft
17-SCS Runoff-1 Yr-Qp-8.68 cfs
10

Q

0
Time (hrs)
/ Hyd. 17

I

1.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 8
6
4
.2 21.6 24
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
AREA B TO DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 4.13 ac
Basin Slope = 4.8%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Peak discharge = 12.12 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
78
957 ft
4.955859 min
Type II
484
Hydrograph Volume = 24,292 cuft
17- SCS Runoff-2 Yr- Qp- 12.12 cfs
0• . JI
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 17
Hydrograph Plot
Hyd. No. 17
AREA B TO DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 4.13 ac
Basin Slope = 4.8%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 23.00 cfs
Time interval = 1 min
Curve number = 78
Hydraulic length = 957 ft
Time of conc. (Tc) = 4.955859 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 46,890 cult
25
2(
U)
v
? 1(
c
0
Time (hrs)
/ Hyd. 17
17 - SCS Runoff -10 Yr - Qp = 23.00 cfs

i
I
i
I
).0 2.3 4.6 6.9 9.2 11.5 13 .8 16.1 18 .4 20 .7 23
i
` s Hydrograph Plot
Hyd. No. 18
ROUTE TO DETENTION B
hiydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 17
Max. Elevation = 254.17 ft
Hydraflow Hydrographs by Intelisolve
Peak discharge = 3.68 cfs
Time interval = 1 min
Reservoir name = DETENTION B
Max. Storage = 4,386 cuft
Storage Indication method used.
Hydrograph Volume = 17,372 cult
18 - Reservoir -1 Yr - Qp = 3.68 cfs
c?
U.U 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 17 / Hyd. 18
I,
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 18
ROUTE TO DETENTION B
Hydrograph type = Reservoir Peak discharge = 5.40 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 17 Reservoir name = DETENTION B
Max. Elevation = 254.81 ft Max. Storage = 6,272 cuft
Storage Indication method used. Hydrograph Volume = 24,234 cuft
18 - Reservoir - 2 Yr - Qp = 5.40 cfs
01 J, i
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 17 / Hyd. 18
Hydrograph Plot
Hyd. No. 18
ROUTE TO DETENTION B
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 17
Max. Elevation = 257.33 ft
Hydraflow Hydrographs by Intelisolve
Peak discharge = 14.68 cfs
Time interval = 1 min
Reservoir name = DETENTION B
Max. Storage = 11,774 cult
Storage Indication method used.
Hydrograph Volume = 46,750 cuft
25
2(
rn 1;
v-
? 1(
c
0
Time (hrs)
/ Hyd. 17 / Hyd. 18
18 - Reservoir -10 Yr - Qp = 14.68 cfs

i
1
i
I
31.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 .2 21.6 24
t ; Hydrograph Plot
Hyd. No. 19
REACH TO ANALYSIS POINT B
Hydrograph type = Reach
Storm frequency = 1 yrs
Inflow hyd. No. = 18
Reach length = 750.0 ft
Manning's n = 0.200
Side slope = 2.0:1
Rating curve x = 0.509
Ave. velocity = 0.85
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
= 2.79 cfs
= 1 min
= Trapezoidal
= 4.0%
= 5.0 ft
= 2.0 ft
= 1.346
= 0.0872
Modified Att-Kin routing method used.
Hydrograph Volume = 17,302 cult
19 - Reach -1 Yr - Qp = 2.79 cfs
A
V
0
Y
3
2

1

0
u.u 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 18 / Hyd. 19
Hydrograph Plot
Hyd. No. 19
REACH TO ANALYSIS POINT B
Hydrograph type = Reach
Storm frequency = 2 yrs
Inflow hyd. No. = 18
Reach length = 750.0 ft
Manning's n = 0.200
Side slope = 2.0:1
Rating curve x = 0.509
Ave. velocity = 0.93
Hydraflow Hydrographs by Intelisolve
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
= 4.15 cfs
= 1 min
= Trapezoidal
= 4.0%
= 5.0 ft
= 2.0 ft
= 1.346
= 0.0958
Modified Att-Kin routing method used.
Hydrograph Volume = 24,152 cult
19-Reach -2Yr-Qp-4.15 cfs
6
U)
cj
C?
1
16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 18 / Hyd. 19

.0 2.4 4.8 7.2 9.6 12.0 14

4 5
4
3
2
0
i
t Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
REACH TO ANALYSIS POINT B
Hydrograph type = Reach Peak discharge = 9.79 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 18 Section type = Trapezoidal
Reach length = 750.0 ft Channel slope = 4.0%
Manning's n = 0.200 Bottom width = 5.0 ft
Side slope = 2.0:1 Max. depth = 2.0 ft
Rating curve x = 0.509 Rating curve m = 1.346
Ave. velocity = 1.21 Routing coeff. = 0.1221
Modified Aft-Kin routing method used. Hydrograph Volume = 46,640 cuft
19 - Reach - 10 Yr - Qp = 9.79 cfs
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 18 / Hyd. 19
i Hydrograph Plot
Hyd. No. 20
AREA B TO BYPASS DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 14.07 ac
Basin Slope = 3.8%
Tc method = KIRPICH
Total precip. = 3.00 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 21.33 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
75
1715 ft
8.496916 min
Type II
484
Hydrograph Volume = 48,936 cult
20 - SCS Runoff -1 Yr - Qp = 21.33 cfs
25
20
cn 15
C? 10
Time (hrs)
/ Hyd. 20

0.0 2.4 4.8 7.2 9.
6 12.0 14.4 16.8 19 5
0
.2 21.6 24.0
Hydrograph Plot
Hyd. No. 20
AREA B TO BYPASS DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 14.07 ac
Basin Slope = 3.8%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 30.90 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
75
1715 ft
8.496916 min
Type II
484
Hydrograph Volume = 69,950 tuft
20-SCS Runoff - 2 Yr - Qp = 30.90 cfs
A r%
0
'YV
30
20
10
0
U.U 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 20
` Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 20
AREA B TO BYPASS DETENTION
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 14.07 ac
Basin Slope = 3.8%
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Peak discharge = 62.32 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
75
1715 ft
8.496916 min
Type II
484
Hydrograph Volume = 140,700 cult
20 - SCS Runoff - 10 Yr - Qp = 62.32 cfs
C'1
U„
60
40
20
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 20
Hydrograph Plot
a Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
AREA B ACROSS CC DRIVE
Hydrograph type = SCS Runoff Peak discharge = 2.19 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 4.11 ac Curve number = 61
Basin Slope = 2.1 % Hydraulic length = 435 ft
Tc method = KIRPICH Time of conc. (Tc) = 3.712589 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 5,436 cult
2.5
2.1
cn 1.!
Q
a 1.(
0.:
0.(
0
Time (hrs)
/ Hyd. 21
21 - SCS Runoff - 1 Yr - Qp = 2.19 cfs

I
i
I
).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Hydrograph Plot
Hyd. No. 21
AREA B ACROSS CC DRIVE
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 4.11 ac
Basin Slope = 2.1%
Tc method = KIRPICH
Total precip. = 3.60 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 4.36 cfs
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
1 min
61
435 ft
3.712589 min
Type II
484
Hydrograph Volume = 9,208 cult
21 - SCS Runoff - 2 Yr - Op = 4.36 cfs
r
Q
0
Time (hrs)
/ Hyd. 21
J
3
I

0.0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Hydrograph Plot
Hyd. No. 21
AREA B ACROSS CC DRIVE
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 4.11 ac
Basin Slope = 2.1 %
Tc method = KIRPICH
Total precip. = 5.38 in
Storm duration = 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 12.64 cfs
Time interval = 1 min
Curve number = 61
Hydraulic length = 435 ft
Time of conc. (Tc) = 3.712589 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 23,878 cuft
15
1(
N

U
Q
(
.0
Time (hrs)
/ Hyd. 21
21 - SCS Runoff -10 Yr - Qp = 12.64 cfs

i
I
).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
Hydrograph Plot
Hyd. No. 22
COMBINED FLOW AT POINT B
Hydrograph type = Combine
Storm frequency = 1 yrs
Inflow hyds. = 19, 20, 21
Hydraflow Hydrographs by Intelisolve
Peak discharge = 24.62 cfs
Time interval = 1 min
Hydrograph Volume = 71,674 cult
22 - Combine - 1 Yr - Qp = 24.62 cfs
25
2(
= N
y-
C?
C3
V
l
I

i
)
i

I 5
).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
.0
Time (hrs)
/ Hyd. 19 / Hyd. 20 / Hyd. 21 / Hyd. 22
Hydrograph Plot
Hyd. No. 22
COMBINED FLOW AT POINT B
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 19, 20, 21
Hydraflow Hydrographs by Intelisolve
Peak discharge = 36.71 cfs
Time interval = 1 min
Hydrograph Volume = 103,309 cult
22 - Combine - 2 Yr - Qp = 36.71 cfs
40
3(
_ U)

CJ 2(
1(
I
I

I i

I I
).0 2.4 4.8 7.2 9.6 12.0 14 .4 16.8 19 .2 21.6 24
.0
Time (hrs)
/ Hyd. 19 / Hyd. 20 Hyd. 21 / Hyd. 22
'Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 22
COMBINED FLOW AT POINT B
Hydrograph type = Combine Peak discharge = 78.46 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyds. = 19, 20, 21
Hydrograph Volume = 211,219 cuft
22-Combine -10Yr-Qp=78.46 cfs
80
6(
cn

U 4(
2(
I
I
j
II
).0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 .2 21.6 24
0
Time (hrs)
/ Hyd. 19 / Hyd. 20 / Hyd. 21 / Hyd. 22

yHydrograph Plot
Hyd. No. 24
POST-DEVELOPMENT FLOW WITH DETENTION
Hydrograph type = Combine
Storm frequency = 1 yrs
Inflow hyds. = 8, 15, 22
Hydraflow Hydrographs by Intelisolve
Peak discharge = 67.97 cfs
Time interval = 1 min
Hydrograph Volume = 237,210 cult
24 - Combine -1 Yr - Qp = 67.97 cfs
80
6(
N

C1 4(
2(
1
I
I
I
N -
).0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 .2 21.6 24
0
Time (hrs)
/ Hyd. 8 / Hyd. 15 / Hyd. 22 / Hyd. 24

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
a
Hyd. No. 24
POST-DEVELOPMENT FLOW WITH DETENTION
Hydrograph type = Combine Peak discharge = 99.66 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyds. = 8, 15, 22
Hydrograph Volume = 331,111 cult
100
8(
cn 6(

U

4(
2(
06-- 1 1
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 8 / Hyd. 15 / Hyd. 22 / Hyd. 24
24 - Combine - 2 Yr - Qp = 99.66 cfs
1
I
I
I

Hydrograph Plot
•
Hyd. No. 24
POST-DEVELOPMENT FLOW WITH DETENTION
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 8, 15, 22
Hydraflow Hydrographs by Intelisolve
Peak discharge = 205.70 cfs
Time interval = 1 min
Hydrograph Volume = 646,266 cult

20(
cn 15(
U
0 10(
5(
250
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 8 / Hyd. 15 / Hyd. 22 / Hyd. 24
24 - Combine - 10 Yr - Qp = 205.70 cfs
I
I
I
i
0
i