20061631 Ver 1_401 Application_20061006

• ~ A
Mitchell Environmental, ~'.A.
~._.,
October 6, 2006
Mr. Jamie Shern
US Army Corps of Engineers
6508 Falls of Neuse Road
Suite 120
Raleigh, North Carolina 2761 S
3034
Mrs. Cyndi Karoly
NCDWQ
2321 Crabtree Blvd.
Suite 250
Raleigh, NC 27604-2260
Re: Tupper Place Subdivision -PCN Application for Proposed Roadway Crossing
Raleigh, North Carolina (Wake County- Neuse River Basin)
Mr. Shern:
1', ! ~ '~ ~
RECEI'v'EQ
Attached is a completed Pre-Construction Notification Application for the Tupper Place Subdivision in
Raleigh, NC (Wake County). This subdivision will create single-family home sites on the 10.41 acre
property. The only proposed impact is one stream crossing. These impacts are unavoidable, as illustrated
on the attached plans. The subdivision will dispose of domestic waste through the City of Raleigh sanitary
sewer. A storm water quality pond that removes 85% TSS is proposed for this site. The detailed design of
this pond is attached to this application.
Thank you for yow time spent reviewing this PCN Application. Please do not hesitate to call me if you
have any questions, comments or concerns about this project or if you need any additional information to
process the application.
Sincere ,
Scott Mitchell, PE, LSS
D.~~~~
~~~w~ ~vr~r ,
`~"1tANl,~ ~AiCJ 5?ti~fi~vJR~ ~r! br#ttWNt~
200g163~
602 East Academy Street Suite 105 Fuquay-Marina, North Carolina 27526
~ce:919-557-4682 Faz:919-557-4683 Mobile:[phone]

Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No. ~ Q ~ 6 ~ ~ 3 1
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
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I. Processing
`~~,~tiVct~
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
^ Section 10 Permit ^ Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 14
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ^
4. If payment into the North Cazolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ^
If your project is located in any of North Cazolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ^
II. Applicant Information
1. Owner/Applicant Information
Name:
Mailing Address:
~~~~ .
t)f::?~ ~~~G~i
~u~u42;
Telephone Number: 919-821-9355 Fax Number:
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Scott Mitchell
Company Affiliation: Mitchell Environmental PA
Mailing Address: 602 East Academy Street
Suite 105
Fuquay Varina, NC 27526
Telephone Number: 919-557-4682 Fax Number: 919-557-4683
E-mail Address: bsmenvironmentalnearthlink.net
Page 5 of 12

III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundazies outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Tamper Place Subdivision
2. T.LP. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 1713363771
4. Location
County: Wake Neazest Town: Raleigh
Subdivision name (include phase/lot number): Tupper Place Subdivision
Directions to site (include road numbers, landmarks, etc.Z Take I-40 E / I-440 E / US-64 E
to Rock Quarry Road, Exit 300. Turn left onto Rock Quarry Road and follow until
Merrywood Road. Take a right onto Merrywood Road. Project will be located on ri hg t and
left of Merrywood Road just before East Davie Street.
5. Site coordinates, if available (UTM or Lat/Long): 35.7735°North and 78.6173°West
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 10.41 acres
7. Nearest body of water (stream/river/sound/ocean/lake): UT to Walnut Creek
8. River Basin: Neuse River Basin
(Note -this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at httpa/h2o.enr.state.nc.usladmii~/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is forested and surrounded by residential housing.
Page 6 of 12

10. Describe the overall project in detail, including the type of equipment to be used: A_portion
of the,~roperty will be developed for residential homes Several types of equipment will be
used such as trackhoes backhoes pans and dumptrucks.
11. Explain the purpose of the proposed work: The purpose of developing this property is to
construct a residential subdivision.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
There is not any prior project history to our knowledge.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: There is one proposed impact,
a road crossing_over a stream located on site.
Page 7 of 12

2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
none

__ _ __
* List each impact separately and identify temporary impacts. Impacts include, but aze not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/dralnage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplalns are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http:/lww~ti~.fema.~ov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater mazsh, forested wetland, beaver pond,
Cazolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0
Total area of wetland impact proposed: none
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
leases ci
1 (permanent) Road crossing 75 UT to Walnut Creek 5' perennial
2 (temporary) Road crossing 20 UT to Walnut Creek 5' perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USG5 maps are available through the USGS at 1-800-358-9616, or online at
ww~~.us~s.~ov. Several Internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
w~c~c.mapqucst.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site:. 95 (permanent &
temporary)
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact

Site Nttmber
(indicate on ma
*
Type of Impact Area of

Impact
(acres
Name of Waterbody
(if applicable) Type of Waterbody

(lake, pond, estuary, sound,
ba ,ocean, etc.
none

* List each impact separately and identify temporary impacts. Impacts include, but aze not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Page 8 of 12

5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ®uplands ^ stream ^ wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): Dam and excavation combination
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): For the City of Raleigh and NCDWQ stormwater
requirements.
Size of watershed draining to pond: 11.07 acre Expected pond surface area: 8005 sq ft
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The city,of Ralei has required the extension of an existin (Merrywood Avenuel stub-street
across the stream to access the property.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
Page 9 of 12

lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
none
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): 0
Amount of buffer mitigation requested (square feet): 0
Amount of Riparian wetland mitigation requested (acres): 0
Amount ofNon-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ^ No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ^ No ^
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ^ No ^
Page 10 of 12

X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify Meuse )?
Yes ® No ^ If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(s uare feet) Multiplier Required
Miti ation
1 4552 3 none
2 2368 1.5
Total 6920
* Zone 1 extends out 30 feet perpendicular from near bank of channel; GoneL extends an
additiona120 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration /Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
none
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss Stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
A storm water quality pond that removes $5% TSS is nronosed for this site. The detailed. design
of this_pond is attached to this application.
XII. Sewage Disposal (required by DWQ)
Page 11 of 12

Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Sewage disposal will be through the City of Raleigh sanitary sewer.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Is this an after-the-fact permit application?
Yes ^ No
XIV. Qther Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control}.
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization. letter from the applicant is provided.)
Page 12 of 12

North Carolina Division of Water Quality -Stream Identification Form; Version 3.1
__ __
Date: ~,, ~ 3. Project: ~ `~ ''?~~ ~ ~ Latitude:
.~
Evaluator: ~ Site: Longitude:
Total Points: Other
Stream is at least intermittent County
if 2 i9 or erennial if ? 30 ~ ~`~: ~~~~ ( e.g. Quad Name:
A. Geomorpholo (Subtotal = Absent ' Weak Moderate ; Strong
ia. Continuous bed and bank 0 1 2
2. Sinuosity 0 1 2
3. In-channel structure: riffle-pool sequence 0 ~ 2 3
4. Soil texture or stream substrate sorting 0 1 3
5. Active/relic floodplain ' 0 1 2
6. Depositional bars or benches 0 ' 1 ! 2

7. Braided channel
1
2 _
3
8. Recent alluvial deposits 0 ' 2 3
98 Natural levees 0 1 2 3
10. Headcuts O i 1 2 ' 3
11. Grade controls 0 1 1.5
12. Natural valley or drainageway 0 0.5 1
13. Second or greater order channel on existing
USGS or NRCS map or other documented
evidence.
No = 0
Yes = 3
Man-made ditches are not rated; see discussions in manual
B. H drolo Subtotal = ~.
14. Groundwater flow/discharge 0 1 2 3
j 15. Water in channel and > 48 hrs since rain, or
Water in channel - d or rowin season 0 1 2
' 16. Leaflitter 1.5 1 .5 0
' 17. Sediment on plants or debris 0 ' ~ 1 1.5
18. Organic debris lines or piles (Wrack lines) 0 0.5 1 .5j
19. Hydric soils (redoximorphic features) present? r ~ o = Yes = 1. 5 a
C. Biolo Subtotal = ~i, 4
9Y ~ )
20 . Fibrous roots in channel 3 2 1 0
21b. Rooted plants in channel 3 2 ' 1 ' p
22. Crayfish 0 0. ~ 1 1.5
'~ 23. Bivalves 1 2 3
' 24. Fish 0.5 1 1.5
25. Amphibians 0.5 1 1.5
26. Macrobenthos (note diversity and abundance) ' 0.5 1 1.5
27. Filamentous algae; periphyton 0 1 2 f~}
28. Iron oxidizing bacteria/fungus. 0 0.5 ~~ 1 b
29 °. Wetland plants in streambed FAC = 0.5; FACW = 0.75; OBL = 1.5 SAV = 2.0; Other = 0
Items 20 and 21 focus on the presence of upland plants,
Notes: (use back side of this form for additional notes.) Item 29 focuses on the presence of aquatic or wetland plants

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AUG 17,2006 09:95P B. Scott Mitchel 5770875
B. Scott Mitchell .E'nvironmental Consulting
AGENT AUTHORIZATION FORM
ALL BLANKS TU BE FILLED 1N SY CURRENT LANDOWNER
Nome: .. ui ~~.~/~~~r .... .
Address: %lt ~i~i ~,~ ~~-r~~-
Phone: Y>2f - S3~ ~---.. .._.-.
Project Nante/Descriptiun: > ' .-~.L~?c~ .rjvl'~YV iS I O r..._..
-~--
Date: ~~~~~2~. ~'~: ?~ ---- ---,...
The Department ofthe Army
i)S Army (:ores ofl:ngineers
Wilmington District
PU Box 1 R90
Wilmington, NG 2842-1890
Attn: N1 ~ I'1 ~'C N~~~~
Field Ot}ice: ~~ C.!-d{p_.~~"~"d ~~
Re: Wetlands Related (:onsuhing & Permitting
To Whom It May Concern:
page 2
20081631
1, the current property owner, hereby designate and authorize $. Scott Mitchell Environmental
Consulting w act un my behalf as my agent in the processing pt'permit applications, to furnish upon
request supplemental information in support of applications, etc., tom this day forward- This the
2~~J' day of ~~~~~_.7.~,
This tiutilicatiui~ superc~les any previous correspondence concerning the agent for this project.
PRINT Owner's Name
PRU .RTY Owner's ' ~ lure
Cc: Ms. Cyndi Kamly
NCDENR -- Division of Water t.~ttality
401 Wetlands Unit
16SU Mail Service Centet•
Raleigh, NC 27698-1650
b02 F:crsl.4c:pdenty 5treel, Steitr 10~ 1•'uyrnry L"arirtar, Nor•!h C uroJirra 17x16
f)~Ce: 919-5~7-4G1~'2 1•'e'rx: )19-557-4683 Mobile: y/1-fib9-17329

Project No. DWQ (to be provided by DWQ
DIVISION OF WATER QUALITY -401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stonnwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay fmal review and approval of the project.
I. PROJECT INFORMATION~Iease complete the following information):
Project Name : %~ipFE~ / . ~.r,~1r'~% i,~'~ /rar`"3
Contact Person: ~ie~ / Si h-~ rrrOras Phone Number.
For projects with multiple basins, specify which basin this worksheet applies to: _
Basin Bottom Elevafion 2~ ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 7Cv~ ft. (elevation of the orifice invert out)
Temporary Pool Elevation 27 / ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 8 ~ sq. ft. (water surface azea at permanent pool elevation)
Drainage Area ! - O-7 ac. (on-site and off-site drainage to the basin)
Impervious Area ¢, ~`~ ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume / 3, 25~ cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 1f3; 73 3 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 3 977 cu. ft.
SA/DA used ~~ ~a~ l v (surface area to drainage azea ratio)
Diameter of Orifice 2 ~~ in. (draw down orifice diameter)
IL REQUIItED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Applicants Initials ,
Gm,,S The temporary pool controls runoff from the 1 inch storm event. S~aee /
G~ S The basin length to width ratio is greater than 3:1. ~/c.~ Shec f"
CMS The basin side slopes are no steeper than 3:1. P/ah Stiee f ~
GM ,~ A submerged and vegetated perimeter shelf at less than 6:1 is provided. P~~ Sn~e
Gh~r S Vegetation to the permanent pool elevation is specified. ~~ n Shce f
G~ 5 An emergency drain is provided to drain the basin. p~ Shrr ~ ~ ~F ~'~'~'''"' j~r~fr~
Cm ~ The permanent pool depth is between 3 and b feet {required minimum of 3 feet). 5~ ;_ ros~~ ~ ~-~' ~-,
G~ 5 The temporary pool draws down in 2 to 5 days. 5 F,e~~- Z
G~ 5 The forebay volume is approximately equal to 20% of the total basin volume. shot 3
/_,rrtS Sediment storage is provided in the permanent pool. ~'c°~ hey ~
Gn« 5 Access is provided for g intenance. p/ten 5hce~ ~~G~ 5~e~f
~.~.5 A minimum 30-foot ve etative filter is rovided at the outlet.
~ S A site specific operation and maintenance (O&M) plan is provided.
~~~`~".: A vegetation management/mowing schedule is provided in the O&M plan. S c ~
~,,,a;,~ Semi-annual inspections are specified in the O&M plan. Der `-'1
G~ ~ A debris check is specified in the O&M plan to be performed after every storm event.
CAS A specific sediment clean-out benchmark is listed (elevafion or depth) in O&M plan.
GCn,~ A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

PROPOSED TOPPER II SUBDIVISION
IMPERVIOUS SURFACE CALCULATIONS
PROPOSED IMPERVIOUS AREAS INSIDE SUBDIVISION
IMPERVIOUS ITEM AREA IN SF
31' WIDE PUBLIC STREETS 55,948
5' WIDE SIDEWALKS 7570
SUBTOTAL PUBLIC
IMPROVEMENTS
63,518

PROPOSED HOMES
AVERAGE BUILDING FOOTPRI 1400
AVERAGE GARAGE 250
10' X 36' DRIVE 360
5' X 30' WALKWAY 150
10' X 12' DECK 120
SUBTOTAL AVERAGE
IMPERVIOUS AREA PER LOT
2280

# OF PROPOSED SINGLE
FAMILY LOTS
40
SUBTOTAL OF LOT
IMPERVIOUS AREAS
91200

TOTAL SUBDIVISION
IMPERVIOUS AREAS
154,718
EXISTING OFFSITE IMPERVIOUS AREAS
IMPERVIOUS ITEM AREA IN SF
HOUSE 1301 MOTON 727
HOUSE 1309 MOTON 2448
HOUSE 503 BART 724
RADIO TOWER BART 1676
HOUSE 509 BART 1838
HOUSE 513 BART 1127

FOUR VACANT LOTS PROJEC 7200

MOTON STREET 6200
BART STREET 2700
DRIVEWAY ALLOWANCE 3000

TOTAL OFFSITE IMPERVIOUS
AREAS
27640

GRAND TOTAL IMPERVIOUS
AREAS
182,358
TOTAL DRAINAGE AREA IN
ACRES 11.07
AREA IN ACRES
4.19
PERCENT IMPERVIOUS 37.8% ~ -
REQUIRED SURFACE AREA IN
SF 7908
PROVIDED SURFACE AREA AT ELEVATION 269 8005

3. General
a. Basin shape should minimize dead storage areas and short circuiting. Length to width
ratios should be 3:1 or greater. (BarFeld, et al., 1981, pp. 426-429; Florida DEP, 1982,
pg. 6-289).
b. If the basin is used as a sediment trap during construction, all sediment deposited during
construction must be removed before normal operation begins.
Aquatic vegetation should be .included for a wetland type detention basin (Maryland
DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow
sloped shelf is needed at the edge of the basin for safety and to provide appropriate
conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or
flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver
and Maxted, DNREC, 1994). A List of suitable wetland species and propagation
techniques are provided in Schueler (1987) and Maryland DNR (1987).
d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours} should be
installed in all ponds to allow access for riser repairs and sediment removal (Schueler,
1987).

Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0

20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83- 0.70 0.64 0.62
40 .73 1.43 1.25 .1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 .0.92
60 2.40 2.03 1.71 1.51 1.29. 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
Coastal SA/DA ratios can be obtained from the local DWQ Regional Office.
,.r ?7U l • c-~--7"

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SEED THE DISTURBED
AREAS WITH
A NATIVE HERBACIUS
SEED MIXTURE.
Scale l ~ ~ ~

100d 1N3Nb'W?!3d 30 d01 69Z
~ dvadi~
8 SSb'~~ „6 HlIM 3N1~
21`d1~00 d33S LLNV 1331f10 ~ 3~33t/8 Hl2id3 V32!'d
~l`d83a0d
S9 0 L'S9Z 99Z
Wtl0 ~0
d01 CLZ

1. BUILD INVERT INSIDE BOX.
2. CMU'S OR PRECAST BOX
3. PLACE EXPANDED STEEL GRATES OVER
2" WALL OPENING FOR TRASH SCREEN.
4. PLACE EXPANDED STEEL GRATE OVER TOP ELV. - 272.0
WEIR OPENING FOR TRASH SCREEN.
5. INSTALL 4" DRAIN WITH 4 GATE VALVE
TO DRAIN BASIN IF NEEDED FOR FUTURE
MAINTENANCE. KEEP CLOSED FOR
FOR NORMAL OPERATION. ~ 6
2" WALL OPENNING
INV. ELV. =269.0
4" PVC-,
DRAIN
6"

'
2
w

Q

w

Q
ca
12" DIP

a~ .
OVERFLOW ELV. = 271.0
INV. OUT ELV. =265.7
BOTTOM SLAB TO BE 1' THICK BY 4.5' X 5.5'
INSTALL MANHOLE COVER IN TOP SLAB TOP ELV.-272.0
FOR ACCESS. INSTALL MANHOLE STEPS
ON THE INSIDE & OUTSIDE OF OUTLET.
9.
INSIDE ~iM. OVERFLOW WEIR ELV.= 271.0
2" OPENING @ 269.0
4" DRAIN
INV. ELV.=266.0 12" 6" LIP ON ALL 4 SIDES
DIP
- 1~
#4 BARS 8"OC. BOTH WAYS
BOX WEIR OUTLET STRUCTURE

PRELptMNARY PLANS NOT FOR CONSTRUCTION
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~ ~ ~ 6 1 6 3 1
TOPPER II
LOCATED ON MERRYWOOD AVENUE
STORMWATER OPERATIONS AND MAINTENANCE
MANUAL AND BUDGET
September 29, 2006
PREPARED BY
CMS ENGINEERING
Carl Simmons, PE

1. Location
This site is located on Merrywood Avenue that is off East Davie Street in east
Raleigh. The site is in the Walnut Creek drainage basin which flows to the
Neuse River. The property will be used for single family.
2. stormwater Nitrogen and Maintenance Plan
• Nitrogen
The tract has 10.139 acres is partially wooded and contains a stream
which is part of the Neuse River Basin. The new site will have 40 single
family lots and three large lots for open space, greenway easements, tree
conservation areas and stormwater management. These areas total 2.49
acres. There will be approximately 3.49 acres in impervious surface area
in the subdivision and the remaining 4.16 acres will be lawn areas or
managed open space. The post nitrogen load will be 5.73 pounds per
acre per year. The owner will be installing a wet detention basin to control
the stormwater discharge rate and to remove suspended solids. With the
wet basin the nitrogen load can be reduced by 25 percent. Therefore that
treatment BMP will decrease the total nitrogen load to 4.30 pounds per
acre. The owner will "buy down" the difference between 4.30 and 3.6
pounds per acre. The "buy down" amount will be $2,695.77 and this will
be paid to the NC Wetlands Restoration Fund.
• Storage
The pre developed site has a Q of 9.50 cfs for the two-year storm event
The post condition will generate a Q of 28.49 cfs for the two-year storm
event. To control the increase in the stormwater a wet detention basin will
be used. The storm water or water quality storage area is in between
269.0 and 271.0 feet and contains approximately 18,564 cubic feet.
Based on the model analysis for post the two-year storm the discharge will
be reduced to 0.12 cfs. The 10 Year discharge will be 0.14 cfs. Therefore
the post rates will be less than the existing conditions.

3. Maintenance Plan Checklist
• General Maintenance by Property Owner
1. Inspect site after each rainfall event of one inch or more. A
rain gauge will be placed in the yard area on the pond site (lot
8) so that rainfall events can be measured and recorded by
the owner.
2. Inspect the storm drainage easement areas to make sure that
all vegetation is in tact and there is no erosion-taking place. If
erosion is apparent reseed or replant the areas and line with
an erosion control blanket.
3. Check all catch basins and drop inlets to make sure that the grates
are visible and not blocked with debris.
4. Check the detention basin and dam area for signs of erosion.
5. Check all outlets and make sure the riprap aprons are in tact and
free of debris.
6. Check the surface above all drainage pipes for depressions, which
are a sign of pipe joints becoming unsealed.
7. Mow around the basin on the monthly basis during the growing
season. The vegetation should be maintained at a height of 4 to
6 inches.
• Semi-annually
1. Have the stormwater collection and detention system inspected by
a register engineer, surveyor, or landscape architect.
2. Inspect all managed landscape areas to make sure that those
areas are vegetated and are in compliance with the approved City
of Raleigh stormwater Control Plan.
3. Visually inspect the catch basins and yard inlets for any
deficiencies. Deficiencies would include the following items:
1. Broken or unsecured grates
2. Debris in the flow line or debris blocking the inlet of the catch
basin
3. Debris inside the catch basin box that could be washed into
the into the detention basin.
4. Check all embankment areas around the detention basin for any
signs of erosion. If erosion is present reseed and mulch the area.

It may be necessary to use an erosion control blanket material on
large repair areas to stabilize work until the vegetation grows.
5. The fill slopes for the embankment are 3:1 and are to be seeded
with a native herbaceous seed mixture. Check the wetland plants
on the aquatic shelf to make sure they are living. Replant when
needed. When making the inspection, look for these items:
• Traverse cracks crossing the fill area on the dam.
• Longitudinal cracks running parallel with the embankment.
• Settlement of the fill material
Annually
6
7.
• Arched shaped cracks or slides
• Water seepage on the dam embankment.
These factors can be indications of problems with the dam
structure. A civil engineer and/or geotechnical engineer should be
retained to assess these problems and to develop a repair plan.
i. This is a wet detention pond and the water elevation will
change based on rain events. The normal pool elevation is
269.0'. There should be three feet of water in the pond at all
times. The level may decrease during draught periods. The
changing water levels in the water quality pool may lead to
erosion on the enter surface on the pond. If this becomes an
erosion problem that zone may need to be reseeded and
armored with a geotextile fabric or a class I riprap can be
used to stabilize that area.
ii. Check the vegetation in the upper area section of the basin
and replace when needed.
iii. Inspect the outlet box and make sure that all screens are in
place and not clogged with debris. If debris is found remove
that material and dispose of it properly.
iv. Check the upper section or fore bay for accumulated
sediment. If sediment becomes more than 1.0 feet deep
(elevation 267.0) have the material removed and replant any
disturbed areas. All sediment removed shall be disposed of
offsite in accordance with all local, state and federal
regulations.
Inspect all outlet pipes and spillway and verify that all material is in
place and functioning properly. All riprap dissipaters and level
spreaders should be intact and there should be no erosion
downstream of the pad area.
The attached checklist should be used for the semi-annual
inspections.
Submit a copy of the annual inspection reports to the City of
Raleigh's Stormwater Section. The inspection report shall comply
with Raleigh City Code Section 10-9028.

• Major Storm Events
1. On rain events of 2 inches or more, inspect all facilities to make
sure they are working properly.
4. Corrective Action
1. Any problem areas shall be corrected as soon as possible but
within 45 days after the inspection date.
2. If a time extension is needed the City of Raleigh Stormwater
Section should be contacted.
3. The property owner should maintain all inspection reports.
4. OPERATIONS BUDGET
The attached spreadsheets provide information on the anticipated
operating costs for this stormwater system.

TOPPER II
WET DETENTION BASIN
ANNUAL INSPECTION CHECKLIST
Date:
Inspector:
Time:
Sheet 1 of 2
Stormwater element to
check Observations Condition
DRAINAGE WAYS
YARD INLETS
STORM WATER
PIPES
DISCHARGE AREAS
RIP RAP APRONS
DETENTION BASIN
OUTLET BOX
12" DRAIN
DAM
SPILL WAY
LEVEL SPREADERS
LANDSCAPE AREAS

Inspection Notes:

I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print name: C/:~a,~-~ T. ~nn«
Title: ~r~s~lnrl _ ~D Lor,,,~rr.~r~-i
Address: ,rare S. E,~,~ ~ ~Ilt~h ~!G Z?Go /
Phone: 96g Fes! - 9ssS
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless
more than 50% of the lots have been sold and a resident of the subdivision has
been named the president.
I, ~ ~ ~ c ; r~G~ L, F \..e,v~a dtiQ , a Notary Public for the State of
I~vrkh e-o-~rt>t,~cz, County of :~^ `~cL~~e-e. , do hereby certify that `
~' L` ~ ~ ~ ~ ,~ nor personally appeared before me this
day of aC.kc~be,r , 20 C. ,~ and acknowledge the due execution of the
forgoing water quality pond maintenance requirements. Witness my hand and official
seal,
~~~~\~P,`' IF~F~~i
~~ C~
v ~„
-_~ NpT~RY
_. PUBLIC ,~
j- ~
i~~~~COUN\~~~~~
SEAL
My commission expires ~~~ °~~ - ~.U ~ ~
ate. ~~,

Hydrograph Summary Report
2 ~ ~ ~ ~ ~ 3 ~ Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Rational 12.16 1 6 4,378 2 - --- ----- TUPPER EX
2 Rational 36.48 1 6 13,133 2 - ----- ---- TUPPER POST 2yr
3 Rational 15.89 1 6 5,721 10 -- ------ ----- TUPPER EX 10
4 Rational 47.67 1 6 17,162 10 --- ----- ----- TUPPER POST 10yr
5 Reservoir 0.14 1 12 9,953 10 4 270.84 30,361 10 YR POST ROUTE
6 Reservoir 0.12 1 12 8,413 2 2 270.44 26,341 2yr route
7 Rational 62.32 1 6 22,434 100 - --- ----- 100yr Post
8 Reservoir 1.67 1 12 13,453 100 7 271.30 35,431 100 YR POST ROUTE
Proj. file: TUPPER BASIN.GPW IDF file: Carlton RDU.IDF Run date: 10-04-2006

Project: TUPPER BASIN.GPW IDF: Carlton RDU.IDF 8 hyd's 10-04-2006

Reservoir Report
Page 1
English
Reservoir No. 1 - WETBASIN
Pond Data
Pond storage is based on known contour areas
Stage /Storage Table
Stage Elevation
ft ft
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
266.00
267.00
268.00
269.00
270.00
271.00
272.00
273.00
Contour area Incr. Storage Total storage
sgft tuft cult
2,28$ 0 0
3,529 2,909 2,909
4,584 4,057 6,965
8,005 6,295 13,260
9,391 8,698 21,958
10,679 10,035 31,993
11,875 11,277 43,270
12,000 11,938 55,207
Culvert /Orifice Structures
Ia-] LB] [CI
Rise in = 12.0 2.0 0.0
Span in = 12.0 2.0 0.0
No. Barrels = 1 1 0
Invert EI. ft = 265.70 269.00 0.00
Length ft = 100.0 0.5 0.0
Slope % = 0.50 1.00 0.00
N-Value = .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60
Multi-Stage = ----- Yes Yes
Weir Structures
ID] IA] IB] [C] ID]
0.0 Crest Len ft = 3.0 0.0 0.0 0.0
0.0 Crest EI. ft = 271.00 0.00 0.00 0.00
0 Weir Coeff. = 3.00 0.00 0.00 0.00
0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00
0.0 Multi-Stage =Yes No No No
0.00
.000
0.00
No Tailwater Elevation = 0.00 ft
Stage /Storage /Discharge Table
Note: All outflows have teen analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 266.00 0.38 0.00 --- --- 0.00 --- -- --- 0.00
1.00 2,909 267.00 2.63 0.00 --- -- 0.00 --- -- --- 0.00
2.00 6, 965 268.00 3.94 0.00 --- --- 0.00 -- --- -- 0.00
3.00 13,260 269.00 4.92 0.00 --- --- 0.00 -- --- -- 0.00
4.00 21, 958 270.00 5.73 0.10 --- --- 0.00 --- --- --- 0.10
5.00 31, 993 271.00 6.44 0.15 -- --- 0.00 --- --- --- 0.15
6.00 43,270 272.00 7.0$ 0.00 --- --- 9.00 -- --- --- 7.08
7.00 55,207 273.00 7.67 0.00 --- --- 25.46 -- --- --- 7.67

WETBASIN
8 - -- ~~
/Total
~ 6 _ _ _ / Culv A
~ ~ f Culy B
`. i
a, 4 ---- - ----~ / Culv C
~ ! / Culy D
2 ~ ~ Weir A
.~ Weir B '
'~ ~ /Weir C
~0 2 4 6 8 / Weir D ~
Discharge (cfs)

Hydrograph Report
Page 1
English
Hyd. No. 1
TUPPER EX
Hydrograph type
Storm frequency
Drainage area
Intensity
I-D-F Curve
= Rational
= 2 yrs
= 11.1 ac
= 5.49 in
= Carlton RDU.IDF
Peak discharge = 12.16 cfs
Time interval = 1 min
Runoff coeff. = 0.2
Time of conc. (Tc) = 6 min
Reced. limb factor = 1
Total Volume = 4,378 cuff
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
0.02 2.03
0.18 2.03
End

Hydrograph Report
Page 1
English
Hyd. No. 2
TUPPER POST 2yr
Hydrograph type
Storm frequency
Drainage area
Intensity
I-D-F Curve
= Rational
= 2 yrs
= 11.1 ac
= 5.49 in
= Carlton RDU.IDF
Peak discharge = 36.48 cfs
Time interval = 1 min
Runoff coeff. = 0.6
Time of conc. (Tc) = 6 min
Reced. limb factor = 1
Total Volume = 13,133 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
0.02 6.08
0.18 6.08
End

Hydrograph Report
Page 1
English
Hyd. No. 3
TOPPER EX 10
Hydrograph type
Storm frequency
Drainage area
Intensity
I-D-F Curve
= Rational
= 10 yrs
= 11.1 ac
= 7.18 in
= Carlton RDU.IDF
Peak discharge = 15.89 cfs
Time interval = 1 min
Runoff coeff. = 0.2
Time of conc. (Tc) = 6 min
Reced. limb factor = 1
Total Volume = 5,721 tuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)

Hydrograph Report
Page 1
English
Hyd. No. 4
TUPPER POST 10yr
Hydrograph type
Storm frequency
Drainage area
Intensity
I-D-F Curve
= Rational
= 10 yrs
= 11.1 ac
= 7.18 in
= Carlton RDU.IDF
Peak discharge = 47.67 cfs
Time interval = 1 min
Runoff coeff. = 0.6
Time of conc. (Tc) = 6 min
Reced. limb factor = 1
Total Volume = 17,162 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.02 7.95
0.18 7.95
End

Hydrograph Report
Page 1
English
Hyd. No. 7
100yr Post
Hydrograph type
Storm frequency
Drainage area
Intensity
I-D-F Curve
= Rational
= 100 yrs
= 11.1 ac
= 9.38 in
= Carlton RDU.IDF
Peak discharge = 62.32 cfs
Time interval = 1 min
Runoff coeff. = 0.6
Time of conc. (Tc) = 6 min
Reced. limb factor = 1
Total Volume = 22,434 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.02 10.39
0.18 10.39
.End

Hydrograph Report
Page 1
English
Hyd. No. 5
10 YR POST ROUTE
Hydrograph type =Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 4
Max. Elevation = 270.84 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 0.14 cfs
= 1 min
= WETBASIN
= 30, 361 cult
Storage Indication method used.
Hydrograph Discharge Table
Total Volume = 9,953 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.17 15.89 270.74 6.27 0.14 -- ---- --- ----- --- -- ----- 0.14
0.33 0.00 270.83 6.33 0.14 ---- ---- --- ----- - - -- 0.14
0.50 0.00 270.82 6.32 0.14 ----- ----- ----- ----- -- -- ----- 0.14
0.67 0.00 270.81 6.31 0.14 ----- ____ ____ ____ _- _ _-_ 0.14
0.83 0.00 270.81 6.31 0.14 ----- ----- ----- ----- -- -- --- 0.14
1.00 0.00 270.80 6.30 0.14 ----- ----- ----- ----- -- -- ---- 0.14
1.17 0.00 270.79 6.30 0.14 --- --- --- --- --- -- ---- 0.14
1.33 0.00 270.78 6.29 0.14 ---- ---- ----- ----- --- -- ----- 0.14
1.50 0.00 270.77 6.29 0.14 -- ---- ----- --- --- -- ----- 0.14
1.67 0.00 270.77 6.28 0.14 ----- ----- ----- ----- --- -- ---- 0.14
1.83 0.00 270.76 6.28 0.14 ---- ---_ ___- -__ - __ _____ 0.14
2.00 0.00 270.75 6.27 0.14 ---- __-_ _-_ __- ___ __ ____ 0.14
2.17 0.00 270.74 6.26 0.14 --- ----- --- ----- -- -- ---- 0.14
2.33 0.00 270.73 6.26 0.13 ----- --- --- ---- --- -- ----- 0.13
2.50 0.00 270.72 6.25 0.13 ----- ----- ----- --- --- -- ---- 0.13
2.67 0.00 270.72 6.25 0.13 -- ----- -- ----- --- -- ---- 0.13
2.83 0.00 270.71 6.24 0.13 ---- --- ---- ---- --- - ---- 0.13
3.00 0.00 270.70 6.24 0.13 ---- ----- ----- ---- -- - ---- 0.13
3.17 0.00 270.69 6.23 0.13 ----- ---- ---- ----- --- -- ---- 0.13
3.33 0.00 270.68 6.23 0.13 ---- -- -__ -- _ __ ____ 0.13
3.50 0.00 270.68 6.22 0.13 ----- ---- --- ----- -- -- --- 0.13
3.67 0.00 270.67 6.21 0.13 ----- ----- -- --- -- -- ----- 0.13
3.83 0.00 270.66 6.21 0.13 ----- ----- ----- ____ __ __ -_- 0.13
4.00 0.00 270.65 6.20 0.13 ----- ----- ----- --_- ___ __ ____ 0.13
4.17 0.00 270.65 6.20 0.13 ----- ----- ----- ----- --- -- ---- 0.13
4.33 0.00 270.64 6.19 0.13 ----- ----- ---- ----- -- - ---- 0.13
4.50 0.00 270.63 6.19 0.13 ---- --- ---- --- --- - -- 0.13
4.67 0.00 270.62 6.18 0.13 ---- ---- ---- --- --- -- ---- 0.13
4.83 0.00 270.61 6.18 0.13 --__ ___ ____ _-_ ___ _ ____ 0.13
5.00 0.00 270.61 6.17 0.13 ----- ----- ----- -__ __ __ ____ 0.13
5.17 0.00 270.60 6.17 0.13 ----- ----- ---- ----- --- -- ----- 0.13
5.33 0.00 270.59 6.16 0.13 ----- -- ----- --- -- - ---- 0.13
5.50 0.00 270.58 6.15 0.13 ----- ----- ----- ----- --- -- ---- 0.13
5.67 0.00 270.58 6.15 0.13 ---- ---- ---- ----- --- -- ----- 0.13
5.83 0.00 270.57 6.14 0.13 ---- ---- ---_ ____ __ __ _____ 0.13
6.00 0.00 270.56 6.14 0.13 --- ----- ----- -- --- -- ----- 0.13
Continues on next page...

10 YR POST ROUTE
Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.17 0.00 270.55 6.13 0.13 ---- ----- ---- -- --- -- ----- 0.13
6.33 0.00 270.54 6.13 0.13 --__ _____ ____ __ ___ -___ _~ 0.13
6.50 0.00 270.54 6.12 0.13 ---- --- ---- -- -- ---- ---- 0.13
6.67 0.00 270.53 6.12 0.13 ---_ _-__ ____ __ __ ____ ____ 0.13
6.83 0.00 270.52 6.11 0.13 -- ---- ----- -- --- ----- --- 0.13
7.00 0.00 270.51 6.11 0.13 ----- -__ _____ __ ___ _-_ _~_ 0.13
7.17 0.00 270.51 6.10 0.13 ----- ----- --- -- - ---- ---- 0.13
7.33 0.00 270.50 6.10 0.12 ---- ----- ----- -- --- --- ----- 0.12
7.50 0.00 270.49 6.09 0.12 --- ----- ----- -- --- ---- ----- 0.12
7.67 0.00 270.48 6.08 0.12 ----- ---- ---- -- - ---- ----- 0.12
7.83 0.00 270.48 6.08 0.12 ---- ----- ---- -- -- --- ----- 0.12
8.00 0.00 270.47 6.07 0.12 ---- ----- ---- -- --- ---- ----- 0.12
8.17 0.00 270.46 6.07 0.12 --- _w_ ____ __ w _~ -___ 0.12
8.33 0.00 270.46 6.06 0.12 ----- ---- ----- -- -- ---- ---- 0.12
8.50 0.00 270.45 6.06 0.12 ---- __~ ____ __ w ___ -__ 0.12
8.67 0.00 270.44 6.05 0.12 ---_ ____ _____ __ ___ ~_ _____ 0.12
8.83 0.00 270.43 6.05 0.12 ----- ----- ---- -- -- ---- ----- 0.12
9.00 0.00 270.43 6.04 0.12 ---- ----- -- -- -- ----- ---- 0.12
9.17 0.00 270.42 6.04 0.12 --___ _____ ____ __ ___ ____ -_- 0.12
9.33 0.00 270.41 6.03 0.12 --__ ____ _~_ __ _ _~_ _____ 0.12
9.50 0.00 270.40 6.03 0.12 ----- ---- ----- -- --- ----- ----- 0.12
9.67 0.00 270.40 6.02 0.12 ----- ---- ____ _ __ ___ _~_ 0.12
9.83 0.00 270.39 6.02 0.12 ----- ----- ----- -- -- ----- ---- 0.12
10.00 0.00 270.38 6.01 0.12 ----- -- ---- -- -- ----- ----- 0.12
10.17 0.00 270.38 6.01 0.12 ----- ----- ----- -- --- ---- ----- 0.12
10.33 0.00 270.37 6.00 0.12 ----- ----- --- -- --- ----- ----- 0.12
10.50 0.00 270.36 6.00 0.12 ---- ____ ____ __ __ ~__ _~ 0.12
10.67 0.00 270.35 5.99 0.12 ---- ----- ---- -- - ---- ----- 0.12
10.83 0.00 270.35 5.99 0.12 ----- ---- ----- -- -- ----- ----- 0.12
11.00 0.00 270.34 5.98 0.12 ----- ----- ----- -- --- ---- ---- 0.12
11.17 0.00 270.33 5.98 0.12 ----- --- -___ _ __ ____ ____ 0.12
11.33 0.00 270.33 5.97 0.12 ----- ---- ----- -- --_ ____ ____ 0.12
11.50 0.00 270.32 5.97 0.12 --- --- --- - - ----- ----- 0.12
11.67 0.00 270.31 5.96 0.12 ----- --__ ____ __ __ ___- -___ 0.12
11.83 0.00 270.30 5.96 0.12 ---- ---- --- -- -- ---- ----- 0.12
12.00 0.00 270.30 5.95 0.12 ----- ----- ----- - --- ----- ----- 0.12
12.17 0.00 270.29 5.95 0.12 ----- ----- ----- - -- ---- ----- 0.12
12.33 0.00 270.28 5.94 0.12 ---- ---- -- -- --- - ---- 0.12
12.50 0.00 270.28 5.94 0.11 ---- _____ ____ __ ___ ____ __-_ 0.11
12.67 0.00 270.27 5.93 0.11 ----- ----- --- -- --- -- --- 0.11
12.83 0.00 270.26 5.93 0.11 ----- ---- ----- - --- ----- ---- 0.11
13.00 0.00 270.26 5.92 0.11 ----- ---- ---- - -- -- ----- 0.11
13.17 0.00 270.25 5.92 0.11 --- ---- ----- -- -- ----- ---- 0.11
13.33 0.00 270.24 5.91 0.11 ----- ----- ----- -- --- ----- ----- 0.11
13.50 0.00 270.24 5.91 0.11 ----- ----- ---- -- -- ---- ----- 0.11
13.67 0.00 270.23 5.90 0.11 ---- ----- ----- - -- ---- ----- 0.11
13.83 0.00 270.22 5.90 0.11 ----- ---- ---- -- --- ---- ----- 0.11
14.00 0.00 270.22 5.89 0.11 ----- --- ---- -- --- ----- ---- 0.11
14.17 0.00 270.21 5.89 0.11 ----- ----- __- __ ___ _~_ ____ 0.11
Continues on next page...

10 YR POST ROUTE Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.33 0.00 270.20 5.88 0.11 ----- ---- ---- ---- ----- ---- 0.11
14.50 0.00 270.20 5.88 0.11 ---- --- --- ----- ----- --- 0.11
14.67 0.00 270.19 5.87 0.11 - -- ----- ----- ---- ----- 0.11
14.83 0.00 270.18 5.87 0.11 ----- ---- ____ __~ ____ ____ 0.11
15.00 0.00 270.18 5.86 0.11 --- ----- ---- ---- --- ----- 0.11
15.17 0.00 270.17 5.86 0.11 ----- ----- ---- --- --- ---- 0.11
15.33 0.00 270.16 5.85 0.11 --- ____ _w ___ ~_ __-_ 0.11
15.50 0.00 270.16 5.85 0.11 ----- ----- ---- ----- ----- ---- 0.11
15.67 0.00 270.15 5.84 0.11 ----- ---- ----- ---- ----- ---- 0.11
15.83 0.00 270.14 5.84 0.11 ---- ----- ----- ---- -- --- 0.11
16.00 0.00 270.14 5.83 0.11 ---_ ____ ____ ____ _____ _____ 0.11
16.17 0.00 270.13 5.83 0.11 -- ----- ____ M__ ____ ~__ 0.11
16.33 0.00 270.12 5.82 0.11 ---- _____ ____ ___ _____ ___ 0.11
16.50 0.00 270.12 5.82 0.11 ----- ----- ----- ----- ----- ---- 0.11
16.67 0.00 270.11 5.81 0.11 ----- ----- ----- --- ----- ----- 0.11
16.83 0.00 270.11 5.81 0.11 ----- ---- --- ----- ---- ----- 0.11
17.00 0.00 270.10 5.80 0.11 ---- -___ ____ _____ _____ _-__ 0.11
17.17 0.00 270.09 5.80 0.11 ---_ _____ ___ ____ ____ ____ 0.11
17.33 0.00 270.09 5.80 0.11 ----- ----- ----- ----- ---- ---- 0.11
17.50 0.00 270.08 5.79 0.10 ---- ----- --__ _~_ ____ ___ 0.10
17.67 0.00 270.07 5.79 0.10 ----- ----- ----- --- ---- ---- 0.10
17.83 0.00 270.07 5.78 0.10 ----- --_ ____ ____ ~_ ____ 0.10
18.00 0.00 270.06 5.78 0.10 -- --- --- ----- ----- ----- 0.10
18.17 0.00 270.06 5.77 0.10 -___ __M ____ _____ ____ ___- 0.10
18.33 0.00 270.05 5.77 0.10 -- ---- ----- ----- -- ----- 0.10
18.50 0.00 270.04 5.76 0.10 ----- ____ _- ____ ___ ___ 0.10
18.67 0.00 270.04 5.76 0.10 ----- ----- --- ---- ----- -- 0.10
18.83 0.00 270.03 5.75 0.10 ---- ---- --- -- -- ---- 0.10
19.00 0.00 270.02 5.75 0.10 ---- --- ----- ----- ----- ----- 0.10
19.17 0.00 270.02 5.74 0.10 ---- ----- --- ----- --- ----- 0.10
19.33 0.00 270.01 5.74 0.10 ---- ---- -- ---- --- ---- 0.10
19.50 0.00 270.01 5.74 0.10 ---- ----- ---- --- ---- --- 0.10
19.67 0.00 270.00 5.73 0.10 ---__ ____ __~ ___ ___ ____ 0.10
19.83 0.00 269.99 5.73 0.10 ---- ----- ----- ----- ----- ----- 0.10
20.00 0.00 269.99 5.72 0.10 ----- ----- ---- ----- ---- ---- 0.10
20.17 0.00 269.98 5.72 0.10 ----- ---- ---- ----- ----- ----- 0.10
20.33 0.00 269.97 5.71 0.10 -- ----- ---- ----- ---- ---- 0.10
20.50 0.00 269.97 5.70 0.10 ----- --- ---- ---- ---- ----- 0.10
20.67 0.00 269.96 5.70 0.10 ----- ----- ---- ----- ---- ---- 0.10
20.83 0.00 269.95 5.69 0.10 ----- ---- ---- --- ---- --- 0.10
21.00 0.00 269.95 5.69 0.10 ----_ _____ ____ ___ _____ _____ 0.10
21.17 0.00 269.94 5.68 0.10 ---- _____ M__ __w _____ _____ 0.10
21.33 0.00 269.93 5.68 0.10 ---- ----- ---- ----- ----- --_ 0.10
21.50 0.00 269.93 5.67 0.10 ----- ----- ----- --- ____ ____ 0.10
21.67 0.00 269.92 5.67 0.10 ---- ----- ----- ----- ----- ----- 0.10
21.83 0.00 269.91 5.66 0.10 ---- ---- ----- ----- ---- ---- 0.10
22.00 0.00 269.91 5.66 0.10 ----- ----- ----- ----- ----- ----- 0.10
22.17 0.00 269.90 5.65 0.09 --- ---- ---- - -- ----- 0.09
22.33 0.00 269.89 5.65 0.09 ----- --- ---- ----- --- --- 0.09
Continues on next page...

10 YR POST ROUTE Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrsi cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.50 0.00 269.89 5.64 0.09 ----- ----- ----- ---- ----- ---- 0.09
22.67 0.00 269.88 5.64 0.09 ----- ----- ----- ---- ----- --- 0.09
22.83 0.00 269.87 5.63 0.09 ----- --- ---- --- ----- ----- 0.09
23.00 0.00 269.87 5.63 0.09 ---- ----_ _____ __-_ __- ____ 0.09
23.17 0.00 269.86 5.62 0.09 ----- -- ----- ---- ---- ----- 0.09
23.33 0.00 269.85 5.62 0.09 ----- ____ ____ __~ ____ _____ 0.09
23.50 0.00 269.85 5.61 0.09 ----- ---- ----- --- ---- --_ 0.09
23.67 0.00 269.84 5.61 0.09 ----- _-_ ____ ___ _____ _____ 0.09
23.83 0.00 269.84 5.60 0.09 ----- ---- ----- ---- ---- ----- 0.09
24.00 0.00 269.83 5.60 0.09 ----- ---- ----- ---- ---- ----- 0.09
...End

' S -Reserv oir -10 Y r -Max. EI. = 270. 84 ft
271.0
i
~ 270.6
~ 270.2
V ~

w 269.8
269.4 ~
269
0
.
0 5 10 15 20 25
Time (hrs)
- ~ ~ ~
II ~
i

i
-._- .
~~ j Y____,__..___ _.-._ - -_. _._ _ i __-_-1
i
--i
---

I ~
5-Res~rv~ir-1•Yr-~N=0.14cfs
50 T-~
i
40 /Hyd. 4
~ ~ 30
20
10
j /Hyd. 5
0
~ 0 5 10 15 20 25
Time (hrs)
---I -

j ~~
- r---- - r--- ~ -~
j ~

------------ -----
~_
-

-
-,-- ~ -rt
i
----
j ~

Hydrograph Report
Page 1
English
Hyd. No. 6
2yr route
Hydrograph type =Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 2
Max. Elevation = 270.44 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 0.12 cfs
= 1 min
= WETBASIN
= 26,341 tuft
Storage Indication method used.
Hydrograph Discharge Table
Total Volume = 8,413 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.17 12.16 270.37 6.00 0.12 ---- ____ ____ ____ _____ ~ 0.12
0.33 0.00 270.43 6.05 0.12 ----- ----- ---- ----- ----- ---- 0.12
0.50 0.00 270.42 6.04 0.12 ---_ ____ ____ __-_ ____ _____ 0.12
0.67 0.00 270.42 6.04 0.12 ----- ----- ----- ----- ----- ---- 0.12
0.83 0.00 270.41 6.03 0.12 ---- ----- ----- ---- ----- ---- 0.12
1.00 0.00 270.40 6.03 0.12 ----- ----- ----- ----- ----- ---- 0.12
1.17 0.00 270.39 6.02 0.12 ----- ---- ----- ----- ----- --- 0.12
1.33 0.00 270.39 6.02 0.12 ----- ----- ----- ----- ----- ----- 0.12
1.50 0.00 270.38 6.01 0.12 ----- ----- ----- ----- ----- ----- 0.12
1.67 0.00 270.37 6.01 0.12 ----- ----- ----- ---- ----- ----- 0.12
1.83 0.00 270.37 6.00 0.12 ----- ---_ ____ _____ ___ _____ 0.12
2.00 0.00 270.36 5.99 0.12 ---_ _w ~_ _____ ___ ___ 0.12
2.17 0.00 270.35 5.99 0.12 ----- ---- ---- ---- ---- -- 0.12
2.33 0.00 270.34 5.98 0.12 ---- - ---- ---- ----- ----- 0.12
2.50 0.00 270.34 5.98 0.12 ---- -___ _~_ _w_ _-__ ____ 0.12
2.67 0.00 270.33 5.97 0.12 ---_ ___ _____ ~__ _- ____ 0.12
2.83 0.00 270.32 5.97 0.12 --- ----- -- --- --- ----- 0.12
3.00 0.00 270.32 5.96 0.12 ----- ----- ----- ----- ---- ----- 0.12
3.17 0.00 270.31 5.96 0.12 ----- ----- ---- ----- ----- ----- 0.12
3.33 0.00 270.30 5.95 0.12 ----- ----- ----- ----- ----- ----- 0.12
3.50 0.00 270.30 5.95 0.12 ----- ----- --- ---- ---- ----- 0.12
3.67 0.00 270.29 5.94 0.12 --- ----- ---- ---- -- ---- 0.12
3.83 0.00 270.28 5.94 0.11 -- ----- ----- ----- ---- ----- 0.11
4.00 0.00 270.28 5.93 0.11 --- -- ---- ----- ---- - 0.11
4.17 0.00 270.27 5.93 0.11 ----- ----- ----- ----- ----- ----- 0.11
4.33 0.00 270.26 5.92 0.11 ----- ----- ----- ----- ---- ----- 0.11
4.50 0.00 270.25 5.92 0.11 ----- _-__ __~ _-__ _____ _~_ 0.11
4.67 0.00 270.25 5.91 0.11 ----- ----- ----- ----- ---- ---- 0.11
4.83 0.00 270.24 5.91 0.11 ---- ----- ----- ----- ----- ---- 0.11
5.00 0.00 270.23 5.90 0.11 ---- __- ____ _____ ____ ___- 0.11
5.17 0.00 270.23 5.90 0.11 ----- ____ ____ ____ _____ ____ 0.11
5.33 0.00 270.22 5.89 0.11 --- ---- --- --- -- ----- 0.11
5.50 0.00 270.21 5.89 0.11 ----- --- ----- ----- ----- ----- 0.11
5.67 0.00 270.21 5.88 0.11 ----- ---- ---- ----- ----- ----- 0.11
5.83 0.00 270.20 5.88 0.11 ---- ----- ----- ---- ----- ---- 0.11
6.00 0.00 270.19 5.88 0.11 ---- ----- ----- ----- ----- ----- 0.11
Continues on next page...

2yr route
Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.17 0.00 270.19 5.87 0.11 ---- ---- ---- ----- ---- ----- 0.11
6.33 0.00 270.18 5.87 0.11 ---- _~ _____ ____ _____ ____ 0.11
6.50 0.00 270.17 5.86 0.11 ---- ---- --__ ____ _____ ___ 0.11
6.67 0.00 270.17 5.86 0.11 ---_ _____ __-_ -__ _____ ____ 0.11
6.83 0.00 270.16 5.85 0.11 ----- ----- ---- -- ----- ----- 0.11
7.00 0.00 270.16 5.85 0.11 ----- ---- _____ _-_ _____ _-_ 0.11
7.17 0.00 270.15 5.84 0.11 -- ----- ---- --_ _____ ____ 0.11
7.33 0.00 270.14 5.84 0.11 -___ _~ _M ___ _- ___ 0.11
7.50 0.00 270.14 5.83 0.11 ----- ----- ----- ---- ---- ---- 0.11
7.67 0.00 270.13 5.83 0.11 ----- ---- ---- ----- ---- ----- 0.11
7.83 0.00 270.12 5.82 0.11 ----- --- ____ -__ _____ -_ 0.11
8.00 0.00 270.12 5.82 0.11 --- --- ____ __- _-_ _____ 0.11
8.17 0.00 270.11 5.81 0.11 ---- -- ----- --- ---- --- 0.11
8.33 0.00 270.10 5.81 0.11 --___ _____ ____ _____ ____ _~_ 0.11
8.50 0.00 270.10 5.80 0.11 ----- ----- ----- ----- ----- ----- 0.11
8.67 0.00 270.09 5.80 0.11 ----- ---- ----- ----- ---- ----- 0.11
8.83 0.00 270.08 5.79 0.11 ----- ---- ---- ---- ----- ----- 0.11
9.00 0.00 270.08 5.79 0.10 ----- ----- ----- ---- ----- ----- 0.10
9.17 0.00 270.07 5.78 0.10 ----- ----- ----- ----- --- ----- 0.10
9.33 0.00 270.07 5.78 0.10 ----- ----- ----- ---- ----- ----- 0.10
9.50 0.00 270.06 5.78 0.10 ----- ----- ----- ---- ---- ----- 0.10
9.67 0.00 270.05 5.77 0.10 ----- ----- ---- --- ----- ----- 0.10
9.83 0.00 270.05 5.77 0.10 --__ ____ _____ -_ -__ -__ 0.10
10.00 0.00 270.04 5.76 0.10 ---- ---- ---- ----- ---- ---- 0.10
10.17 0.00 270.04 5.76 0.10 -- ---- --- --__ ___ --_ 0.10
10.33 0.00 270.03 5.75 0.10 ----- ----- ---- ----- ----- ----- 0.10
10.50 0.00 270.02 5.75 0.10 ---- ---- - --- ----- ---- 0.10
10.67 0.00 270.02 5.74 0.10 ---- ---- --- ---- ---- -- 0.10
10.83 0.00 270.01 5.74 0.10 ----- ----- ---- ----- ----- ----- 0.10
11.00 0.00 270.00 5.73 0.10 ----- ----- ---- --- --- ---- 0.10
11.17 0.00 270.00 5.73 0.10 ---- ----- ----- ----- --- ----- 0.10
11.33 0.00 269.99 5.72 0.10 --__ ___ _____ ____ -__ _____ 0.10
11.50 0.00 269.98 5.72 0.10 ---_ ____ ____ _____ ____ _____ 0.10
11.67 0.00 269.98 5.71 0.10 ----- ---- ---- ----- ----- ----- 0.10
11.83 0.00 269.97 5.71 0.10 - ---- -- ---- --- -- 0.10
12.00 0.00 269.96 5.70 0.10 --- -__ ____ _____ __- ____ 0.10
12.17 0.00 269.96 5.70 0.10 ----- ---- ---- ----- ----- ----- 0.10
12.33 0.00 269.95 5.69 0.10 ----- -- ----- ---- ---- -- 0.10
12.50 0.00 269.94 5.69 0.10 ---- ---- ----- ----- ----- ---- 0.10
12.67 0.00 269.94 5.68 0.10 ----- --- ----- ----- --- --- 0.10
12.83 0.00 269.93 5.68 0.10 -- --- --- ----- --- - 0.10
13.00 0.00 269.92 5.67 0.10 ----- ---- ----- ----- ----- ----- 0.10
13.17 0.00 269.92 5.67 0.10 ----- ----- ____ ____ _-_ _____ 0.10
13.33 0.00 269.91 5.66 0.10 ----- ----- ----- ----- --- ----- 0.10
13.50 0.00 269.90 5.66 0.10 ---- ----- ----- ----- ---- ----- 0.10
13.67 0.00 269.90 5.65 0.09 -- --- ----- ----- ---- ----- 0.09
13.83 0.00 269.89 5.65 0.09 ----- -_- ____ ____ ____ _____ 0.09
14.00 0.00 269.88 5.64 0.09 ----- ---_ _____ _____ __- -__ 0.09
14.17 0.00 269.88 5.64 0.09 --- ----- ----- ---- ----- --- 0.09
Continues on next page...

2yr route
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.33 0.00 269.87 5.63 0.09 -__ ___- __-_ __ _- -__ _w_ 0.09
14.50 0.00 269.87 5.63 0.09 --- ----- ----- -- --- ----- ----- 0.09
14.67 0.00 269.86 5.62 0.09 --- ---- ----- _ ___ ___ ____ 0.09
14.83 0.00 269.85 5.62 0.09 ----- ----- ____ __ __ ___ ____ 0.09
15.00 0.00 269.85 5.61 0.09 ---_ ____ _____ _- _ __-_ _-- 0.09
15.17 0.00 269.84 5.61 0.09 -___ ___ ____ __ __ ____ _____ 0.09
15.33 0.00 269.83 5.60 0.09 ---- ----- ----_ __ ___ _____ ___ 0.09
15.50 0.00 269.83 5.60 0.09 ---- ---- __W _ ___ _W_ _____ 0.09
15.67 0.00 269.82 5.59 0.09 ---- ----- ----- -- -- ----- ----- 0.09
15.83 0.00 269.81 5.59 0.09 ---- ----- ----- -- --- ----- ----- 0.09
16.00 0.00 269.81 5.58 0.09 ----_ ~__ ____ _ ___ _____ ____ 0.09
16.17 0.00 269.80 5.58 0.09 ---- ---- ---- -- --- ---- ----- 0.09
16.33 0.00 269.80 5.57 0.09 ---- --- ---- - -- ---- ----- 0.09
16.50 0.00 269.79 5.57 0.09 ----- ----- ----- -- -- ----- ----- 0.09
16.67 0.00 269.78 5.57 0.09 ---- ----- ----- -- --- ----- ----- 0.09
16.83 0.00 269.78 5.56 0.09 ----_ __~ ____ __ __ _____ ____ 0.09
17.00 0.00 269.77 5.56 0.09 ----- ---- ---- -- --- ----- ----- 0.09
17.17 0.00 269.77 5.55 0.09 ----- ----- -__ __ _ __~ ~_ 0.09
17.33 0.00 269.76 5.55 0.09 ----- ---- ----- -- -- ----- ----- 0.09
17.50 0.00 269.75 5.54 0.09 ---- ---- ----- -- --- ----- --- 0.09
17.67 0.00 269.75 5.54 0.09 --__ ____ ____ __ __ _____ __w 0.09
17.83 0.00 269.74 5.53 0.09 ----- --- ---- -- - ----- ----- 0.09
18.00 0.00 269.74 5.53 0.08 ---- ____ _~_ __ ___ ____ _-__ 0.08
18.17 0.00 269.73 5.52 0.08 ----- ----- ----- -- --- ----- ---- 0.08
18.33 0.00 269.72 5.52 0.08 --__ ____ _-__ __ -_ ____ _-_ 0.08
18.50 0.00 269.72 5.51 0.08 ----- ----- ---- - --- ---- ----- 0.08
18.67 0.00 269.71 5.51 0.08 ----- ----- -- -- --- ----- -- 0.08
18.83 0.00 269.71 5.51 0.08 ----- --- -- -- - ----- ----- 0.08
19.00 0.00 269.70 5.50 0.08 ---- ----- ----- -- --- ----- ---- 0.08
19.17 0.00 269.70 5.50 0.08 -- ---- --- -- --- --- ---- 0.08
19.33 0.00 269.69 5.49 0.08 ---- ----- ----- - --- ---- ----- 0.08
19.50 0.00 269.68 5.49 0.08 ----- ----- ----- -- --- ---- ----- 0.08
19.67 0.00 269.68 5.48 0.08 ----- --- ---- -- --- ----- ----- 0.08
19.83 0.00 269.67 5.48 0.08 ----- ---- ---- -- --- ---- ----- 0.08
20.00 0.00 269.67 5.47 0.08 ----- ----- ---- -- --- ---- ---- 0.08
20.17 0.00 269.66 5.47 0.08 ----- ---- ----- -- --- ----- ----- 0.08
20.33 0.00 269.66 5.47 0.08 ----- ----- ----- -- -- ---- ---- 0.08
20.50 0.00 269.65 5.46 0.08 --- --- -__ __ ___ __~ ____ 0.08
20.67 0.00 269.65 5.46 0.08 ----- _____ ____ __ ___ ___ _____ 0.08
20.83 0.00 269.64 5.45 0.08 ---_ _____ __~ __ ___ _~_ ___ 0.08
21.00 0.00 269.64 5.45 0.08 ---- ----- ---- -- --- ----- ---- 0.08
21.17 0.00 269.63 5.44 0.08 ----- ----- ----- -- -- ---- ----- 0.08
21.33 0.00 269.62 5.44 0.08 --- -- ---- - - -- ---- 0.08
21.50 0.00 269.62 5.44 0.08 --- ----- ----- - --- ---- ----- 0.08
21.67 0.00 269.61 5.43 0.08 ---- ----- ---- -- -- ---- ---- 0.08
21.83 0.00 269.61 5.43 0.08 ----- ---- -- - --- ----- ---- 0.08
22.00 0.00 269.60 5.42 0.08 ---- ----- ---- -- --- ----- ----- 0.08
22.17 0.00 269.60 5.42 0.08 ----- ----- ---_ - --- ---- ----- 0.08
22.33 0.00 269.59 5.41 0.07 ---- ----- ---- --- -- ---- --- 0.07
Continues on next page...

2yr route
Hydrograph Discharge Table
Page 4
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.50 0.00 269.59 5.41 0.07 ---- ----- ----- ----- ----- ----- 0.07
22.67 0.00 269.58 5.41 0.07 ----- ---_ ____ ____ ___ ___ 0.07
22.83 0.00 269.58 5.40 0.07 --- ---- --- ---- ----- --- 0.07
23.00 0.00 269.57 5.40 0.07 ----- ----- ----- ---- ----- --- 0.07
23.17 0.00 269.57 5.39 0.07 -__ ____ ____ ____ ____ ___ 0.07
23.33 0.00 269.56 5.39 0.07 ----- ---- ____ _____ ~_ ___ 0.07
23.50 0.00 269.56 5.39 0.07 --- _____ _____ ___ _____ -_-- 0.07
23.67 0.00 269.55 5.38 0.07 --- --- --- ___ _____ ____ 0.07
23.83 0.00 269.55 5.38 0.07 ----- ----- ---- ----- ----- ----- 0.07
24.00 0.00 269.54 5.37 0.07 ----- ----- ---- ----- ---- --- 0.07
...End

6 -Reserv oir - 2 Y r -Max. E I. = 270.4 4 ft
271.0
270.
j
270
~
.
a~
w 269.
269.
i
269
.
0 5 10 15 20 25
Time (hrs)

6
- - i
-

2 ~ j
I
- ---------- ;--- -------
g - ~ -- ~- --~ ---

4 i
-
- ~
7

--,
-
0

6 -Reservoir - 2 Yr - = 0.12 cfs
Qp
40
/Hyd. 2
3
~ 2
I,
1
/Hyd. 6
i
0 5 10 15 20 25
Time (hrs)
- - -- ~
--~

-~
~~ !
!
-----
~ ~
~
1 -~
~ - ----
~ ~

---
,
-
I,~
_-;~

i -
0
0
0
0

t~ydrograph Report
Page 1
English
Hyd. No. 8
100 YR POST ROUTE
Hydrograph type =Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 7
Max. Elevation = 271.30 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 1.67 cfs
= 1 min
= WETBASIN
= 35,431 tuft
Storage Indication method used.
Hydrograph Discharge Table
Total Volume = 13,453 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.17 20.77 271.21 6.58 0.15 ----- ----- 0.87 ----- ----- ---- 1.02
0.33 0.00 271.24 6.60 0.15 ---- ----- 1.10 -- ---- --- 1.25
0.50 0.00 271.19 6.56 0.15 ----- ---- 0.74 ---- ----- -- 0.89
0.67 0.00 271.15 6.54 0.15 ----- --- 0.52 ---- ----- --- 0.67
0.83 0.00 271.11 6.52 0.15 -- ----- 0.36 ----- ---- ---- 0.51
1.00 0.00 271.09 6.50 0.15 ----- --- 0.26 ---- ----- ---- 0.41
1.17 0.00 271.07 6.49 0.15 ---- ----- 0.20 ---- ---- -- 0.35
1.33 0.00 271.05 6.48 0.15 ----- ----- 0.15 --- ----- ---- 0.30
1.50 0.00 271.04 6.47 0.15 ----- ----- 0.11 ----- ----- ----- 0.26
1.67 0.00 271.03 6.46 0.15 ----- ----- 0.07 ----- ---- ----- 0.22
1.83 0.00 271.02 6.45 0.15 ----- ---- 0.04 -__ ____ _____ 0.19
2.00 0.00 271.01 6.44 0.15 -- -- 0.02 ---- ----- ---- 0.16
2.17 0.00 271.00 6.44 0.15 ---- ---- ----- ---- - ----- 0.15
2.33 0.00 270.99 6.43 0.14 ----- ---_ ~- ____ _~ ___ 0.14
2.50 0.00 270.98 6.43 0.14 ----- ____ ____ _____ ___ ____ 0.14
2.67 0.00 270.97 6.42 0.14 ----- ----- ---- ----- ---- ---- 0.14
2.83 0.00 270.96 6.42 0.14 ---- --- -- ---- -- ----- 0.14
3.00 0.00 270.95 6.41 0.14 --- ----- ----- --- ----- ---- 0.14
3.17 0.00 270.95 6.40 0.14 ----- ---- __w _____ _____ __M 0.14
3.33 0.00 270.94 6.40 0.14 --- ----- ---- --- --- ---- 0.14
3.50 0.00 270.93 6.39 0.14 ----- ----- ---_ -~ ____ _____ 0.14
3.67 0.00 270.92 6.39 0.14 ----- ---- --- ---- -- ---- 0.14
3.83 0.00 270.91 6.38 0.14 ----- ---- ---- ----- ---- ---- 0.14
4.00 0.00 270.90 6.37 0.14 ---- _- ----- --- _~_ _____ 0.14
4.17 0.00 270.89 6.37 0.14 ---- ---- ----- ---- ----- ----- 0.14
4.33 0.00 270.89 6.36 0.14 ----- ---- ----- ----- ----- ---- 0.14
4.50 0.00 270.88 6.36 0.14 ----- ---- --- ----- ----- ----- 0.14
4.67 0.00 270.87 6.35 0.14 ----- --- ----- ----- ----- - 0.14
4.83 0.00 270.86 6.35 0.14 --- -- ----- ----- ---- ----- 0.14
5.00 0.00 270.85 6.34 0.14 -___ _____ ___ _____ ___ _~_ 0.14
5.17 0.00 270.84 6.33 0.14 ----- ----- ---- -- ----- ----- 0.14
5.33 0.00 270.84 6.33 0.14 ---- ----- ----- ----- ----- ---- 0.14
5.50 0.00 270.83 6.32 0.14 ---- ----- ----- --- ---- ----- 0.14
5.67 0.00 270.82 6.32 0.14 --- ----- ---- ----- ---- ----- 0.14
5.83 0.00 270.81 6.31 0.14 ---- ----- ----- -- ---- --- 0.14
6.00 0.00 270.80 6.31 0.14 ---- ----- ---- --- ----- ----- 0.14
Continues on next page...

100 YR POST ROUTE
Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.17 0.00 270.79 6.30 0.14 ----- ----- -- ----- ---- --- 0.14
6.33 0.00 270.79 6.30 0.14 ----- --- ----- ---- ----- ----- 0.14
6.50 0.00 270.78 6.29 0.14 ---- ----- ---- --- -- ----- 0.14
6.67 0.00 270.77 6.28 0.14 ----- ---- ----- --- --- ----- 0.14
6.83 0.00 270.76 6.28 0.14 ----- ---- ---- -- -- --_ 0.14
7.00 0.00 270.75 6.27 0.14 ----- ----- ---- -- ---- --- 0.14
7.17 0.00 270.75 6.27 0.14 ---- ----- ---- ---- ---- ----- 0.14
7.33 0.00 270.74 6.26 0.14 ---- ____ ____ ___ _____ _____ 0.14
7.50 0.00 270.73 6.26 0.13 ----- ----- ----- -___ _____ -__ 0.13
7.67 0.00 270.72 6.25 0.13 ---- -:-- ---- -- -- ----- 0.13
7.83 0.00 270.71 6.25 0.13 -- ____ _____ ___ ___- ___ 0.13
8.00 0.00 270.71 6.24 0.13 ---- ---- ___ ____ ____ W_ 0.13
8.17 0.00 270.70 6.23 0.13 ---- ---- ---- ---- -- ----- 0.13
8.33 0.00 270.69 6.23 0.13 ---- ----- ---- ----- ----- ----- 0.13
8.50 0.00 270.68 6.22 0.13 -___ ~__ _-__ _~_ ~_ _w 0.13
8.67 0.00 270.67 6.22 0.13 ----- -- -- ----- ____ w__ 0.13
8.83 0.00 270.67 6.21 0.13 ----- ---- ----- ---- ----- ---- 0.13
9.00 0.00 270.66 6.21 0.13 ----- ----- ____ __~ -_- _w 0.13
9.17 0.00 270.65 6.20 0.13 ---__ ___- _____ ____ ____ ____ 0.13
9.33 0.00 270.64 6.20 0.13 ----- ---- ----- ----- ----- ----- 0.13
9.50 0.00 270.63 6.19 0.13 ---- ----- ----- -- ----- ----- 0.13
9.67 0.00 270.63 6.18 0.13 ----- ----- ----- ----- ----- ----- 0.13
9.83 0.00 270.62 6.18 0.13 -- -- ----- --_ - -- 0.13
10.00 0.00 270.61 6.17 0.13 --__ _____ ____ ____ ____ -~ 0.13
10.17 0.00 270.60 6.17 0.13 ---- ___ ___ ____ __- _____ 0.13
10.33 0.00 270.60 6.16 0.13 ----- ----- ----- ----- ----- ---- 0.13
10.50 0.00 270.59 6.16 0.13 --_ -___ __-_ _____ ____ w__ 0.13
10.67 0.00 270.58 6.15 0.13 ---- -- --- ---- ---- ----- 0.13
10.83 0.00 270.57 6.15 0.13 ----- ----- ---- ----- ----- ---- 0.13
11.00 0.00 270.56 6.14 0.13 ---- ---- ____ _~_ _-_ ~__ 0.13
11.17 0.00 270.56 6.14 0.13 ----- ----- ----- ---- ---- ----- 0.13
11.33 0.00 270.55 6.13 0.13 ----- ----- ----- ----- ----- ----- 0.13
11.50 0.00 270.54 6.13 0.13 ----- ---- ---- ----- ----- ---- 0.13
11.67 0.00 270.53 6.12 0.13 --- --- ----- ---- ----- ----- 0.13
11.83 0.00 270.53 6.11 0.13 -- ----- ---- ----- ---- --- 0.13
12.00 0.00 270.52 6.11 0.13 ----- ---_ ___ -___ _____ ___ 0.13
12.17 0.00 270.51 6.10 0.13 ---- ____ _____ _____ ___ _____ 0.13
12.33 0.00 270.50 6.10 0.13 ---- ___ ___- ___ __- -___ 0.13
12.50 0.00 270.50 6.09 0.12 ----- ----- ----- ----- ----- ----- 0.12
12.67 0.00 270.49 6.09 0.12 ---- ---- ---- ---- ----- ---- 0.12
12.83 0.00 270.48 6.08 0.12 ---- ____ _____ ____ _-_ ____ 0.12
13.00 0.00 270.47 6.08 0.12 ---- ----- ---- ----- --- ---- 0.12
13.17 0.00 270.47 6.07 0.12 --- __~ ____ _____ _-__ __-_ 0.12
13.33 0.00 270.46 6.07 0.12 ----- __M ____ ___- __-_ ____ 0.12
13.50 0.00 270.45 6.06 0.12 ---- ---- ----- ----- ----- ----- 0.12
13.67 0.00 270.44 6.06 0.12 ----- ----- -- ---- ----- ---- 0.12
13.83 0.00 270.44 6.05 0.12 ---- ---- ---- ----- -- -- 0.12
14.00 0.00 270.43 6.05 0.12 ----- ----- -_- ____ __W ____ 0.12
14.17 0.00 270.42 6.04 0.12 ----- ---- ---- ----- ----- ---- 0.12
Continues on next page...

100 YR POST ROUTE
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.33 0.00 270.42 6.04 0.12 --- ----- --- ____ ____ -__ 0.12
14.50 0.00 270.41 6.03 0.12 ---- ---- --- ---- ----- --- 0.12
14.67 0.00 270.40 6.03 0.12 ---- ---- -- ---- - -- 0.12
14.83 0.00 270.39 6.02 0.12 ----- ----- ----- ----- ---- ---- 0.12
15.00 0.00 270.39 6.01 0.12 ---- --- --- ----- ---- ---- 0.12
15.17 0.00 270.38 6.01 0.12 ----- --- ---_ _____ _-- ___ 0.12
15.33 0.00 270.37 6.00 0.12 --_ ____ ____ _____ _____ __- 0.12
15.50 0.00 270.37 6.00 0.12 -- ----- ----- -- ---- ---- 0.12
15.67 0.00 270.36 5.99 0.12 ----- ----- ----- ----- ----- ----- 0.12
15.83 0.00 270.35 5.99 0.12 ----- ----- ---- _____ _- _____ 0.12
16.00 0.00 270.34 5.98 0.12 --- --- ----- ---- ----- --- 0.12
16.17 0.00 270.34 5.98 0.12 --- --- ----- -- ---- ---- 0.12
16.33 0.00 270.33 5.97 0.12 ---- ---- ---- ----- -- ----- 0.12
16.50 0.00 270.32 5.97 0.12 ----- _-__ ___- ___ ____ ____ 0.12
16.67 0.00 270.32 5.96 0.12 --- _____ ____ _____ __- ___ 0.12
16.83 0.00 270.31 5.96 0.12 --__ __- _____ _____ _-_ _-__ 0.12
17.00 0.00 270.30 5.95 0.12 ----- ---- --__ __- -_ _____ 0.12
17.17 0.00 270.30 5.95 0.12 ----- ---- ---_ ____ _____ -___ 0.12
17.33 0.00 270.29 5.94 0.12 ---- ---- ----- ---- ---- ---- 0.12
17.50 0.00 270.28 5.94 0.11 ----- ----- ---- ----- ---- ----- 0.11
17.67 0.00 270.27 5.93 0.11 ---- ---- ---- --- ---- ----- 0.11
17.83 0.00 270.27 5.93 0.11 --- ---- ---- ---- ---- --- 0.11
18.00 0.00 270.26 5.92 0.11 --__ _- ____ _~_ _____ -__ 0.11
18.17 0.00 270.25 5.92 0.11 ---- ---- ----- ---- ---- ---- 0.11
18.33 0.00 270.25 5.91 0.11 ---- ____ __- _____ ____ _-_ 0.11
18.50 0.00 270.24 5.91 0.11 ----- ----- --- ---- ---- ----- 0.11
18.67 0.00 270.23 5.90 0.11 --- ----- --- ---- ---- ----- 0.11
18.83 0.00 270.23 5.90 0.11 -- ----- -- ---- --- --- 0.11
19.00 0.00 270.22 5.89 0.11 ---_ -__ -_ ____ ____ _-_ 0.11
19.17 0.00 270.21 5.89 0.11 -- ----- --- --- --_ ---_ 0.11
19.33 0.00 270.21 5.88 0.11 ---- ----- ----- ----- ----- ----- 0.11
19.50 0.00 270.20 5.88 0.11 ----- ----- ----- ---- ----- --- 0.11
19.67 0.00 270.19 5.87 0.11 ---- ---- ----- --- ---- ----- 0.11
19.83 0.00 270.19 5.87 0.11 ----- ----- --- ---_ ____ ____ 0.11
20.00 0.00 270.18 5.86 0.11 --_ ___ ____ _- __- _____ 0.11
20.17 0.00 270.17 5.86 0.11 ----- ---- ----- ----- _-__ ____ 0.11
20.33 0.00 270.17 5.86 0.11 ---- ----- ----- ----- ---- ----- 0.11
20.50 0.00 270.16 5.85 0.11 ----- --- ----- ----- ---- ---- 0.11
20.67 0.00 270.15 5.85 0.11 ----- ----- ----- ----- -- ---- 0.11
20.83 0.00 270.15 5.84 0.11 ---- --- ---- ----- -- --- 0.11
21.00 0.00 270.14 5.84 0.11 ---- ----- ---- ---- ----- ---- 0.11
21.17 0.00 270.14 5.83 0.11 ----- ----- ----- ---- ----- ---- 0.11
21.33 0.00 270.13 5.83 0.11 -__ ____ _-__ ____ ____ _____ 0.11
21.50 0.00 270.12 5.82 0.11 ----- ----- ---- ---- -- ---- 0.11
21.67 0.00 270.12 5.82 0.11 ----- -- ____ ____ -_ _____ 0.11
21.83 0.00 270.11 5.81 0.11 ----- ----- ----- ----- ----- ----- 0.11
22.00 0.00 270.10 5.81 0.11 ----- ----- --- ---- ----- ----- 0.11
22.17 0.00 270.10 5.80 0.11 -- _____ ____ ____ __- ___- 0.11
22.33 0.00 270.09 5.80 0.11 --_ ____ -- _____ ___- -__ 0.11
Continues on next page...

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100 YR POST ROUTE Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.50 0.00 270.08 5.79 0.11 -- ----- --- ---- -- ---- 0.11
22.67 0.00 270.08 5.79 0.10 ----- ---- ----- ---- ----- --- 0.10
22.83 0.00 270.07 5.78 0.10 ----- ----- --- -- ----- -- 0.10
23.00 0.00 270.07 5.78 0.10 ----- ----- ----- ----- ----- ----- 0.10
23.17 0.00 270.06 5.77 0.10 ---- ----- ---- ---- ----- ---- 0.10
23.33 0.00 270.05 5.77 0.10 --- ---_ w_ _____ w- ___ 0.10
23.50 0.00 270.05 5.77 0.10 ---- ----- ----- ----- ----- --- 0.10
23.67 0.00 270.04 5.76 0.10 --- ---- --- ---- ----- ----- 0.10
23.83 0.00 270.03 5.76 0.10 ---- ----- ----- ----- ----- ----- 0.10
24.00 0.00 270.03 5.75 0.10 --- ----- ---- ----- ---- ---- 0.10
...End

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