20050638 Ver 1_COMPLETE FILE_20050414

Triage Check List
Date: 4/19/05 Project Name: Bridgewater Co. II for the Summit at Lake
Norman, Phase IV
DWQ#: 05-0638
County: Catawba
To: Alan Johnson, Mooresville Regional Office
60-day Processing Time: 4/12/05 to 6/10/05
From: CYndi KarolY TelePhone : [phone]
The file attached is being forwarded to your 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 Rules (Neuse, 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: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
withdraw application
Subject: withdraw application
From: Alan Johnson <[e-mail]>
Date: Mon, 08 Aug 2005 14:45:17 -0400
To: Ian McMillan <[e-mail]>
The deadline has past and have not heard from the developer. so consider this plan
withdrawn.
AJ
Alan Johnson - [e-mail]
North Carolina Dept. of Environment & Natural Resources
Div. of Water Quality
610 E. Center Ave., Suite 301
Mooresville, NC 28115
Ph: [phone] Fax: [phone]
Hold-05-0638 Summit
Content-Type: application/msword
Content-Encoding: basc64
1 of 1 8/8/2005 2:46 PM
OW A T ?RpG
r
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
July 7, 2005
Catawba County
DWQ #05-0638
Mr. Jeff Cernuto
Bridgewater Company II, LLC
P.O. Box 3608
Mooresville, NC 28115
Subject: The Summit at Lake, Phase IV
Dear Mr. Cernuto:
On April 12, 2005 the Division of Water Quality received your application for a 401 Water Quality Certification for
the subject project. On May 9, 2005, Mr. Alan Johnson of this office reviewed the application and requested the
following information:
a) A site plan (lot layout), vicinity map, and topographical map.
b) A mitigation plan for the proposed stream impacts. Total stream impacts exceed 150 linear feet of stream,
thus requiring mitigation. You may apply to the Ecosystem Enhancement Program (EEP) for acceptance,
otherwise a complete mitigation (stream restoration, enhancement, or preservation) plan must be submitted
for approval.
C) A storm water management plan. A storm water management plan must be submitted (to the Raleigh office)
for approval in accordance with condition #4 of General Certification #3402.
d) Clarification of the placement of riprap in the stream channel. Also, please provide justification for the
riprap and energy dissipaters downstream of the culverts, they appear to be excessive.
As of this date no information has been received. If we have not received the requested information by July 30"', we
will assume you no longer want to pursue the project and will remove your application for consideration. If you have any
questions, please contact Mr. Johnson at [phone] or Ms. Cyndi Karoly in Raleigh at [phone].
Sincerely,
cc: Corps of Engineers-Asheville
Cyndi Karoly - Wetlands Unit
Jeff Lundy
Central Files
D. Rex Gleason, P. E.
Surface Water Protection
Regional Supervisor
One
NhCarolina
Naturally
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 281 15 Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
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Mr. Jeff Cernuto
Bridgewater Company II, LLC
P.O. Box 3608
Mooresville, NC 28115
Subject: The Summit at Lake, Phase IV
Dear Mr. Cernuto:
Michael F. Easlcy. Governor
William G. Ross.lr., Sccrctarl
North Carolina Department of Environment and Natural Resources
Alan W. Klimek. P.F. Director
Division of Water Quality
aRc?[§odr5J
JUL 1 2 2005
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
July 7, 2005
Catawba County
DWQ #05-0638
On April 12, 2005 the Division of Water Quality received your application for a 401 Water Quality Certification for
the subject project. On May 9, 2005, Mr. Alan Johnson of this office reviewed the application and requested the
following information:
a) A site plan (lot layout), vicinity map, and topographical map.
b) A mitigation plan for the proposed stream impacts. Total stream impacts exceed 150 linear feet of stream,
thus requiring mitigation. You may apply to the Ecosystem Enhancement Program (EEP) for acceptance,
otherwise a complete mitigation (stream restoration, enhancement, or preservation) plan must be submitted
for approval.
C) A storm water management plan. A storm water management plan must be submitted (to the Raleigh office)
for approval in accordance with condition 44 of General Certification 43402.
d) Clarification of the placement of riprap in the stream channel. Also, please provide justification for the
riprap and energy dissipaters downstream of the culverts, they appear to be excessive.
As of this date no information has been received. If we have not received the requested information by July 30t1', we
will assume you no longer want to pursue the project and will remove your application for consideration. If you have any
questions, please contact Mr. Johnson at [phone] or Ms. Cyndi Karoly in Raleigh at [phone].
Sincerely,
/7,
D. Rex Gleason, P. E.
Surface Water Protection
Regional Supervisor
cc: Corps of Engineers-Asheville
Cyndi Karoly - Wetlands Unit
Jeff Lundy
Central Files
NthCarolina
or`
JVaturallil
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 281 15 Phone [phone] Customer Service
Internet h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycledl10% Post Consumer Paper
OtO? W A T ?9QG
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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
May 9, 2005
Catawba County
DWQ #05-0638
Mr. Jeff Cernuto
Bridgewater Company Il, LLC
P.O. Box 3608
Mooresville, NC 28115
Subject: The Summit at Lake, Phase IV
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LOO MD Slow Q"AL ? BRAN?M
Dear Mr. Cernuto:
The Division of Water Quality received your application for a 401 Water Quality Certification for the subject project
on April 12, 2005. Mr. Alan Johnson of this office has reviewed the application and the following information is needed
by this office to complete its review:
a) A site plan (lot layout), vicinity map, and topographical map.
b) A mitigation plan for the proposed stream impacts. Because total stream impacts exceed 150 linear feet of
stream, mitigation is required. (Be advised that total stream impacts must be kept below 300 if of stream to
be exempt from Individual Permit requirements.) You may apply to the Ecosystem Enhancement Program
(EEP) for acceptance, otherwise a complete mitigation (stream restoration, enhancement, or preservation)
plan must be submitted for approval.
C) A storm water management plan. A storm water management plan must be submitted (to the Raleigh office)
for approval in accordance with condition #4 of General Certification #3402.
d) Please provide clarification regarding the placement of riprap in the stream channel. Also, please provide
justification for the riprap and energy dissipaters downstream of the culverts, they appear to be excessive.
Until the above requested information is provided this project will be placed on hold for our processing pursuant to
15A NCAC 2H.0507(h). If you have any questions, please contact Mr. Alan Johnson at [phone] or Ms. Cyndi
Karoly in Raleigh at [phone].
Sincerely,
cc: Corps of Engineers-Asheville
Cyndi Karoly - Wetlands Unit
Carolina Wetland
Jeff Lundy
Central Files
D. Rex Gleason, P. E.
Surface Water Protection, Regional Supervisor
None Carolina
Naturally
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycledl1 0% Post Consumer Paper
o?oFWAT?9pG
r
o -c
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
May 9, 2005
Catawba County
DWQ #05-0638
Mr. Jeff Cernuto
Bridgewater Company II, LLC
P.O. Box 3608
Mooresville, NC 28115
Subject: The Summit at Lake, Phase IV
Dear Mr. Cernuto:
The Division of Water Quality received your application for a 401 Water Quality Certification for the subject project
on April 12, 2005. Mr. Alan Johnson of this office has reviewed the application and the following information is needed
by this office to complete its review:
a) A site plan (lot layout), vicinity map, and topographical map.
b) A mitigation plan for the proposed stream impacts. Because total stream impacts exceed 150 linear feet of
stream, mitigation is required. (Be advised that total stream impacts must be kept below 3001f of stream to
be exempt from Individual Permit requirements.) You may apply to the Ecosystem Enhancement Program
(EEP) for acceptance, otherwise a complete mitigation (stream restoration, enhancement, or preservation)
plan must be submitted for approval.
C) A storm water management plan. A storm water management plan must be submitted (to the Raleigh office)
for approval in accordance with condition #4 of General Certification #3402.
d) Please provide clarification regarding the placement of riprap in the stream channel. Also, please provide
justification for the riprap and energy dissipaters downstream of the culverts, they appear to be excessive.
Until the above requested information is provided this project will be placed on hold for our processing pursuant to
15A NCAC 2H .0507(h). If you have any questions, please contact Mr. Alan Johnson at [phone] or Ms.'Cyndi
Karoly in Raleigh at [phone].
Sincerely,
cc: Corps of Engineers-Asheville
Cyndi Karoly - Wetlands Unit
Carolina Wetland
Jeff Lundy
Central Files
D. Rex Gleason, P. E.
Surface Water Protection, Regional Supervisor
No One
hCarolina
,atumlly
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
WARDId
1 VV % J
APR 1 4 2005
Office Use Only: DENR-WATER QUALITY Version May 2002
WERANDS AID STORMWAT?R MV" USAGE Action ID No. DWQ No. 6b0638
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
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 ® Nation Wide Permit 33
2. Nationwide, Regional or General Permit Number(s) Requested:
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 Carolina 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: ?
5. If your project is located in any of North Carolina'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: Jeff Cernuto
Mailing Address: Bridgewater Company II, LLC
PO Box 3608
Mooresville NC 28117
Telephone Number: 704-799-9770 Fax Number: 704-799-9789
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: Jeffrey D. Lundy
Company Affiliation: Environmental Design, PA
Mailing Address: 20816 N. Main Street Suite 204
Cornelius NC 28031
Telephone Number: 704-896-8020 Fax Number: 704-892-5479
E-mail Address: j.lundykedpamet
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
boundaries 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: The Summit at Lake Norman, Phase IV
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax P
4. Location
County: Catawba Nearest Town: Troutman
Subdivision name (include phase/lot number):_ The Summit at Lake Norman, Phase IV
Directions to site (include road numbers, landmarks, etc.): head west on NC Hwy 16, cross
Over Lake Norman, take the first right onto Buffalo Shoals Rd Turn Right onto Sherrills
Ford Rd, Turn Left onto Long Island Road and the site is across from Bill Kale Road
5. Site coordinates, if available (UTM or Lat/Long): UTM 17 50009115E 3947864N (WGS84/NAD83)
_
(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 water body.)
6. Property size (acres): 139.95 ac
7. Nearest body of water (stream/river/sound/ocean/lake): Lake Norman
8. River Basin: Catawba River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/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: Vacant and 90% Wooded site.
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used:
The project will have one road connecting Long Island to Hopewell Church Road and one
Cul-de-sac road in the middle. The contractor will try to minimize as much disturbance
while constructing the roads and two stream crossing. One crossing will be 100 ft and the
other will be 200 linear feet of stream disturbance. Both will have segmental retaining walls
as headwall and a designed energy dissipater combined with rip rap aprons
11. Explain the purpose of the proposed work: Create Phase IV of the 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.
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.
Page 7 of 12
I . Provide a written description of the proposed impacts: There are two stream crossings
for the proposed road. The road has been designed to minimize the amount of stream
crossing and fall under the allowed 300 if of total stream disturbance Each pipe will be laid
one foot below grade and have an energy dissipater.
2. Individually list wetland impacts below: N/A
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet
Type of Wetland***

List each impact separately and identity temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains 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://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina 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: N/A
Total area of wetland impact proposed: N/A
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 Impact Perennial or
Intermittent?
leasespecify)
1 Piping of stream 200 ft UT #1 5 ft Perennial
2 Piping of stream 100 ft UT #2 5 ft Perennial

I-RA eacn impact separately and identity 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. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs o . Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 300 ft
Page 8 of 12
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 Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbod
(if applicable) y Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

List each impact separately and identity temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
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.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
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.
Existing topography offers no viable options to eliminate or reduce stream impact
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.
Page 9 of 12
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Pcnnits, 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
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/stringide.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.
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): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
Page 10 of 12
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 ?
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
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
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
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
cone i exrenas our iv reer perpenaicuiar rrom near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 12

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.
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.
XII. Sewage Disposal (required by DWQ)
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.
N/A
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. Other 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'
(Agent's signature is valid

if an authorization letter from the applicant is provided.)
Page 12 of 12
15 Triage Check List
Date: 4/19/05 Project Name: Bridgewater Co. II for the Summit at Lake
Norman, Phase IV
? DWQ#: 05-0638
County: Catawba
V
To: Alan Johnson, Mooresville Regional Office
?l:? P
AND k"1 F "" , .. S IP t
60-day Processing Time: 4/12/05 to 6/10/05 (- -F CF
;
From: Cyndi Karoly Telephone : [phone] APR 2 1 2001)
The file attached is being forwarded to your for your 01M%tion..:
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Mmimization/avoidance issues
? Buffer Rules (Neuse, 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? A U t
Cumulative impact concern
PR 2 R
? 6 2005
iir
nANOSf sro /, QUg4/ry
El
? A R8IP4NCM
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
r
landscape architecture
civil engineering
land planning
land surveying
?nviron ?
Date: April 13, 2005
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
RE: The Summit at Lake Norman, Phase IV
Dear Nicole Thompson,
05 d1l COPY
?o
?? p05
o? 1
Q? o?? eta
We are submitting PCN Application and Nation Wide Permit #33 for the above
mentioned project in order to construct Proposed NCDOT Maintained Road to extend
across two un-named tributary that drains into the Lake Norman. The two culvert will be
a 72" CMP pipe with inverts 1' below the existing grade. The total impact during
construction will be less than 3001f. The impact will include the energy.
Enclosed in the package is seven set of construction documents, PCN Application, NW
933 Permit application and a letter from US Army Corps of Engineers.
If you have any questions, feel free to call.
? ? 1p05
4
PPR 1
WpzER°?.?Re?"
Phone: [phone] North Main Street, Suite 204 E-mail: [e-mail]
Fax: [phone] Cornelius, North Carolina 28031
H: \09102-The5ummitatLakeWrman\_Docs\D WQ-Submital.doc
Section I:
Section 2:
Section 3:
Storm Drain
Energy Diss
Erosion Cot
Phone: [phone]
Fax: [phone]
A-4
..
Storm Drain
Energy Diss
Erosion Cot
Phone: [phone]
Fax: [phone]

Phone: [phone] ,
Fax: [phone]
H:\04021SMoln\Doco\EDPA-coW wkTOPdoc

180 10,000
168 8,000 EXAMPLE
156 6.000 Or 36 iecaos (3.0 hot) 6. 9a?
5,000 0• 66 eta (3)
144
.. 4,000 N- 4 5, 6.
132 ? 3,000 0 (t«ti 5. i.

t20 (1) t.• 6.s ,
2,000 (a 2.1 9.3 e.

108
i m 2.2 6.s 4'
J no is teat 3• 4.
- 96 F 1,000 3.
800 3.

84 a 600
500 2.

?Z'.' "r
S
o
T2
400 --
2.
2.
Y
1r t 300 r
_ /

Z 93
° 4 = 1.5
- 60
54 Z

?0 CmP
G
S1 p'
>
48 W 10 /
eon
o
.
. J Q
60
=
42 y
50
1.0

1.0

>
40 y?j 1.0
pW- 36 30 NW ENTRANCE
SCA
E W
0 L
TYPE
a
.!
33 20 (1) INed?all ? .!
30 (a Mitered to centers W
!
to slope 2
0 27 t0 (3) protecting
?
o
! .T
.7
24 .7
5

21 To use stele (2) a (3) project
4 aorizeatellt to scale (1), tbs .6
6
ese Hra49 1 nelieed line through
: •
3 o tea o %
fie$. or reverse as .6
18 illestretd.
2

15 .s
1.0
s
L
12
HEADWATER D
EPTH
FOR
C. M. PIPE CULVERTS
WITH INLET CONTROL
1luREe.. Or pu1kIC ROADS JAN. K63
Culvertl.txt
culvert #1
Manning Pipe Calculator
Given Input Data:
shape ....................... Circular
solving for ..................... Depth of Flow
Diameter ........................ 72.0000 in
Flowrate ........................ 194.0000 cfs
slope ........................ 0.0469 ft/ft
manning's n ..................... 0.0260
Computed Results:
Depth ...........................
Area ..........................
wetted Area .....................
wetted Perimeter ................
Perimeter .......................
velocity ........................
Hydraulic Radius ................
Percent Full ....................
Full flow Flowrate ..............
Full flow velocity ..............
Critical information
Critical depth ..................
Critical slope .................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ...............
specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
32.6861
=
in
d
2'S-Z7TT- 1=t 2
12.4826 ft2
106.4602 in
226.1947
15. 417- in
fps
VO
16.8842 in
45.3974 %
458.5835 cfs
16.2191 fps
46.0181 in
0.0152 ft/ft
10.1325 fps
19.1462 ft2
133.1336 in
20.7090 in
72.0000 in
6.4775 ft
5.7523 ft
1.8956
Supercritical
Page 1
Culvertl-TW.txt
Culvert #1
Channel Calculator
Given Input Data:
shape ...........................
solving for .....................
Flowrate ........................
slope ........................
Manning's n .....................
Height ...........
Bottom width ....................
Left radius .....................
Right radius ....................
Left slope ......................
Right slope .....................
Computed Results:
De th ...........................
velocity ........................
Full Flowrate ...................
Flow area .......................
Flow perimeter ..................
Hydraulic radius ................
Top width .......................
Area ............................
Perimeter ....................
Percent full ....................
Advanced
Depth of Flow
194.0000 cfs s Ot S
0.0250 ft/ft
0.0400
36.0000 in
120.0000 in
0.0000 in
0.0000 in
1.0000 ft/ft (v/H)
1.0000 ft/ft (v/H)
24.4910 in v T ti,
7.8944 fps
376.8361 cfs V'LIcC.64.zr
24.5745 ft2
189.2710 in
18.6966 in
168.9820 in
39.0000 ft2
221.8234 in
68.0306 %
Critical information
Critical depth .................. 25.2968 in
critical slope ................. 0.0224 ft/ft
critical velocity ............... 7.6005 fps
critical area ................... 25.5247 ft2
Critical perimeter .............. 191.5503 in
critical hydraulic radius ....... 19.1884 in
critical top width .............. 170.5937 in
specific energy ................. 3.0094 ft
minimum energy .................. 3.1621 ft
Froude n umber ................... 1.0535
Flow condition .................. Supercritical
1,4 6"J4
Page 1
Culvertl-calculator.txt
Culvert #1
culvert calculator
Entered Data:
Shape ... ..... ..............
Number of Barrels ...............
solving for .....................
Chart Number ....................
scale Number .................
Chart Description ...............
ENTRANCE
Scale Decsription ...............
Overtopping .....................
Flowrate ........................
Manning's n .....................
Roadway Elevation ...............
Inlet Elevation .................
Outlet Elevation ................
.Diameter ........................
Length ..........................
Entrance Loss ...................
Tailwater .......................
Circular
1
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING
SQUARE EDGE ENTRANCE WITH HEADWALL
off
194.0000 cfs = ?t5
0.0260
803.5000 ft
782.0000 ft
779.0000 ft
72.0000 in
64.0000 ft
0.0000
2.0409 ft
computed Results:
Headwater .......................
Slope ..........................
velocity ........................
Messages:
Inlet head > outlet head.
Computing inlet Control headwater.
solving Inlet Equation 26.
solving Inlet Equation 28.
Headwater: 787.7615 ft
787.7615 ft Inlet Control
0.0469 ft/ft
15.5494 fps
Page 1
Culvert2.txt
Culvert #2
Manning Pipe Calculator
Given Input Data:
Shape ....................... Circular
solving for ..................... Depth of Flow
Diameter ........................ 72.0000 in
Flowrate ........................ 103.1000 cfs z Q Z 5
slope ........................ 0.0350 ft/ft
Manning's n ..................... 0.0260
Computed Results:
Depth ............
Area ...........
wetted Area ......
wetted Perimeter .
Perimeter ........
velocity ,.
Hydraulic Radius .
Percent Full .....
Full flow Flowrate
Full flow velocity
25.0630 in
28.2743 ft2
8.7540 ft2
90.8722 in
226.1947 in
11.7775 fps Up
13.8720 in
34.8098 %
396.1558 cfs
14.0111 fps
critical Information
critical depth .................. 32.8123 in
Critical slope ................. 0.0131 ft/ft
critical velocity ............... 8.2181 fps
critical area ................... 12.5454 ft2
Critical
i
i
l perimeter .............. 106.7136 in
cr
t
ca hydraulic radius ....... 16.9289 in
critical top width .............. 71.7172 in
specific energy ................. 4.2442 ft
minimum energy .................. 4.1015 ft
Froude n umber ................... 1.6779
Flow con dition .................. supercritical
Page 1
Culp
Culvert #2
channel calculator
Given Input Data:
Shape .......................
Solving for .....................
Flowrate ........................
Slope ........................
Manning's n .....................
Height .....................
Bottom width ....................
Left radius .....................
Rigght radius ....................
Left slope ......................
Right slope .....................
rert2-TW.txt
advanced
Depth of Flow
103.1000 cfs
0.0250 ft/ft
0.0400
36.0000 in
120.0000 in
0.0000 in
0.0000 in
1.0000 ft/ft
1.0000 ft/ft
Computed Results:
De th ........................... 16.8582 in
Velocity ........................ 6.4348 fps
Full Flowrate ................... 376.8361 cfs
Flow area ....................... 16.0221 ft2
Flow perimeter .................. 167.6823 in
Hydraulic radius ................ 13.7593 in
Top width ....................... 153.7164 in
area ............................ 39.0000 ft2
Perimeter .................... 221.8234 in
Percent full .................... 46.8284 %
critical Informati
critical depth ..................
critical slope .................
critical velocity ...............
critical area ...................
critical perimeter ..............
Critical hydraulic radius .......
critical top width ..............
Specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
on
17.0116 in
0.0242 ft/ft
6.3697 fps
16.1860 ft2
168.1160 in
13.8641 in
154.0231 in
2.0483 ft
2.1264 ft
1.0144
Supercritical
Page 1
QZ- 5
(V/H)
(V/H)
-7 j
Culvert2-Calculator.txt
culvert #2
Culvert Calculator
Entered Data:
shape ... ..... .................
Number of Barrels ...............
solving for .....................
chart Number ....................
scale Number .................
Chart Description ...............
ENTRANCE
Scale Deccription ...............
overtopping .....................
Flowrate ......................
Manning's n .. .........
Roadway Elevation ...............
Inlet Elevation .................
outlet Elevation ................
Diameter ........................
Length ..........................
Entrance Loss ...................
Tailwater .......................
Circular
1
Headwater
1
1
CONCRETE PIPE CULVERT; NO BEVELED RING
SQUARE EDGE
off
103.1000 cfs
0.0260
813.5000 ft
787.5000 ft
784.0000 ft
60.0000 in
100.0000 ft
0.0000
_L.4049 ft
ENTRANCE WITH HEADWALL
QLS
computed Results:
Headwater ....................... 791.7672 ft Inlet control
slope .......................... 0.0350 ft/ft
velocity ........................ 11.8964 fps
messages:
Inlet head > outlet head.
Computing Inlet control headwater.
solving Inlet Equation 26.
solving inlet Equation 28.
Headwater: 791.7672 ft
Page 1
Phone: [phone]-North Main Street, Suite 204 E-mail: j [e-mail]
Fax: [phone] i Cornelius, North Carolina 28031
i
Job File: H:\04102-THESUMMITATLAKENORMAN\_DOCS\PONDPACK\PROJECT4102.PPW
Rain Dir: C:\HAESTAD\PPKW\RAINFALL\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
Project Name: The Summit at Lake Norman Phase IV
Project #: 04102
Project Engineer: Ellnazir Hejazir
S/N: e21301d06a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Table of Contents
Table of Contents
i
******************** NETWORK SUMMARIES *********************
Watershed....... 10yr
Executive Summary (Nodes) .......... 1.01
Watershed....... 25 yr
Executive Summary (Nodes) .......... 1.02
********************** TC CALCULATIONS *********************
DRAINAGE AREA 1 Tc Calcs 2.01
DRAINAGE AREA 2 Tc Calcs ........................... 2.04
S/N: e21301dO6a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Event: 10 yr
File.... H:\04102-THESUMMITATLAKENORMAN\_DOCS\PONDPACK\PROJECT4102.PPW
Storm... TypeII 24hr Tag: 10yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NC.RNQ 24-hour
Storm Tag Name = 10yr
Description: 10yr storm event
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID Type
Outfall CULVERT 1 JCT
Outfall CULVERT 2 JCT
DRAINAGE AREA 1 AREA
DRAINAGE AREA 2 AREA
HYG Vol Qpeak
ac-ft Trun. hrs
----------
17.299 -- ---------
12.3500
7.874 12.2500
17.299 12.3500
7.874 12.2500
Qpeak Max WSEL
cfs ft
-------- ---------
131.21
69.64
131.21
69.64
S/N: e21301dO6a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Type.... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 25 yr
File.... H:\04102-THESUMMITATLAKENORMAN\_DOCS\PONDPACK\PROJECT4102.PPW
Storm... TypeII 24hr Tag: 25 yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NC.RNQ 24-hour
Storm Tag Name =
Description: 25yr sto
---------------------
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
25 yr
rm event
---------------------------------------------
Synthetic Storm SCSTYPES.RNF TypeII 24hr
25 yr
5.7600 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID Type
Outfall CULVERT 1 JCT
Outfall CULVERT 2 JCT
DRAINAGE AREA 1 AREA
DRAINAGE AREA 2 AREA
HYG Vol Qpeak
ac-ft Trun. hrs
---------
24.760 - -- ---------
12.3000
11.270 12.2500
24.760 12.3000
11.270 12.2500
Qpeak Max WSEL
cfs ft
-------- ---------
194.90
103.10
194.90
103.10
S/N: e21301dO6a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Type.... Tc Calcs Page 2.01
Name.... DRAINAGE AREA 1
File.... H:\04102-THESUMMITATLAKENORMAN\ DOCS\PONDPACK\PROJECT4102.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.4000
300.00 ft
3.1200 in
043330 ft/ft
.13 ft/sec
Segment #1 Time: .6407 hrs
------------------------------------------------------------------------
Segment #2: Tc:
Hydraulic Length
Slope
Unpaved
Avg.Velocity
TR-55 Shallow
295.00 ft
.040306 ft/ft
3.24 ft/sec
Segment #2 Time: .0253 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Description: Channel 1
Flow Area 2457.0000 sq.ft
Wetted Perimeter 533.66 ft
Hydraulic Radius 4.60 ft
Slope .015578 ft/ft
Mannings n .0300
Hydraulic Length 1283.90 ft
Avg.Velocity 17.16 ft/sec
Segment #3 Time: .0208 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .6868 hrs
-------------------------
-------------------------
S/N: e21301dO6a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Type.... Tc Calcs
Name.... DRAINAGE AREA 1
Page 2.02
File.... H:\04102-THESUMMITATLAKENORMAN\ DOCS\PONDPACK\PROJECT4102.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: e21301d06a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Type.... Tc Calcs
Name.... DRAINAGE AREA 1
Page 2.03
File.... H:\04102-THESUMMITATLAKENORMAN\ DOCS\PONDPACK\PROJECT4102.PPW
___= SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: e21301d06a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Type.... Tc Calcs Page 2.04
Name.... DRAINAGE AREA 2
File.... H:\04102-THESUMMITATLAKENORMAN\ DOCS\PONDPACK\PROJECT4102.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 300.00 ft
2yr, 24hr P 3.1200 in
Slope .071667 ft/ft
Avg.Velocity .16 ft/sec
Segment #1 Time: .5239 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 299.00 ft
Slope .066896 ft/ft
Unpaved
Avg.Velocity 4.17 ft/sec
Segment #2 Time: .0199 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Description: Channel 1
Flow Area 4866.0000 sq.ft
Wetted Perimeter 227.85 ft
Hydraulic Radius 21.36 ft
Slope .037214 ft/ft
Mannings n .0300
Hydraulic Length 1383.90 ft
Avg.Velocity 73.75 ft/sec
Segment #3 Time: .0052 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .5490 hrs
-------------------------
-------------------------
S/N: e21301dO6a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Type.... Tc Calcs
Name.... DRAINAGE AREA 2
Page 2.05
File.... H:\04102-THESUMMITATLAKENORMAN\ DOCS\PONDPACK\PROJECT4102.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, ft/ft
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: e21301dO6a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Type.... Tc Calcs Page 2.06
Name.... DRAINAGE AREA 2
File.... H:\04102-THESUMMITATLAKENORMAN\ DOCS\PONDPACK\PROJECT4102.PPW
SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: e21301dO6a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005
Appendix A
Index of Starting Page Numbers for ID Names
----- D -----
DRAINAGE AREA 1... 2.01
DRAINAGE AREA 2... 2.04
----- W -----
Watershed 10yr... 1.01, 1.02
A-1
S/N: e21301d06a80 Envirnmental Design
PondPack Ver: 7.0 (325) Compute Time: 13:58:50 Date: 03-10-2005

Table 3-11
Runoff Curve Numbers'
Cover Description Curve Numbers for
Hydrologic Soil Groups
Cover Type and Hydrologic Average Percent A B C D
Condition Impervious Aree2
n anabUshed)
Open spaces (lawnar parks, cemgtork s, ebo.12
Poor condition (grass cover <50%)
Fair condition (press cover 50% to 75%)
Good condition (grass cover >75%)
Impervious areas;
Paved perking lots, roofs, driveways, etc.
Paved strerts and roads
Paved; open ditches (iriduding right-of-way)
Gravel (including right-of-Tray)
Dirt (including dgh"*way)
Urban diaVf=;
Cornnmrclaf and business
Industrial
Residential district by average lot sizq:
118 acre or less (town houses)
114 acre
113 acre
112 acre
1 acre
2 acres
AndgtMI Lands
Pasture, grassland, or range (continuous forage to grazing)'
Poor hydrologic condition so
Fair hydrologic condition 49
Good hydrologic condition 39
Meadow (contfrwous grass, protected from grazing and gwwrany 30
rnowed for tray)
WoodO-
Poor hydrologic condidon. 45
Fair hydr*kKOc condition 36
Good hydrologic condition 30
C*Ylonino Ebsn Areas
Newly graded areas (pervious areas
only, no vegetation)
68 79 Be 89
49 69 79 84
39 81 74 80
98 88 98 98
98 98 98 98
83 89 92 93
76 85 89 91
72 82 87 89
85 89 92 94 95
72 81 88 91 93
65 77 85 90 92
38 61 75 83 87
30 57 72 81 Be
25 54 70 80 85
70 51 58 79 84
12 46 65 77 82
79 as 89
139 79 84
61 74 80
58 71 78
66 77 83
60 73 79
55 70 77
77 86 91 94
3-30
Ji
Table 3-12
Roughness Coefficients (Manning's nl' for Sheet Flow
- Su?F?e oescriotion n
Smooth surfaces (concrete, asphalt
gravel, or bare soil) 0.011
Fallow (no residue) • 0.05
Cuttivated soils:
Residue cover < 20% 0.06
Residue cover > 20% 0.17
Grass:
Short grass prairie 0.15
Dense grasses= 0.24
Bermuda grass 0.41
RanQs Inaturaq 0.13
Woods'
tight underbrush 0.40 `
Dense underbrush 0.80
'The n values are a eomposite of lirbrnnation by Engman (1986).
2Indudes species such as weeping loveeMss, bluegrass, buffalo grass, blue
gamma grass, and native grass rrdxtum.
I
'When selecting n, consider cover to a height of about 0.1 ft. This is the only part
of the plant cover th2t will obstruct sheet flow.
Source: SCS, TR-55, Second Edition, June 1986.
Manning's n Recommended Manning's n vshies for artificial and natural channels are given in
Values Table 42 shown below.
4.5.3
Table 4-2 Recommended Mam q's n Values
Type of channel and description Minimum Normal Diaximum
B. L«asa on BVrr.T-v! CEA*.vN d
B-1. 1?letal
a. smooth steal surface
1. Unpainted 0.011 0.01= 0.014
2. Painted 0.012 0.013 0.017
b. Corrugated 0.021 0.05 0.030
3-2. Nonmetal
a. Cement
1. Neat, surface 0.010 0.011 0.013
2. Mortar 0.011 0.013 0.015
b. wood
l_ Planed, untreated 0.010 0.012 0.014
2. Placed, creosoted 0.011 0.012 0.015
3. Unplaaed 0.011 0.013 0.015
4. Plank with battens 0.012 0.018 0.018
5. Lined with roofing paper 0.010 0.014 0.017
a Concrete
1. 't'rowel Anish 0.011 0.015 0-01S
2. Float finish 0.013 0.015 0.016
3. fmisbad, Frith gravel on bottom 0.015 0.017 0.020
4. Unfinished 0.014 0.017 0.020
3. Gunite, good section 0.016 0.019 0.023
6. Gunite, army section 0.018 0.022 0.025
7, On good excavated rock 0.017 0.710
e. On irregular excavated rock 0.022 0.027
d. Concrete bottom float finished with

Met of ?
1. Dressed stone in mortar 0.015 0.017 0.020
L Random atone in mortar 0.017 0.000 0.024
3. Cement rubble masonry, plastered 0.016 0.020 0.024
4. Cement rubble masonry 0.020 0.025 0.030
5. Dry rubble or riprap 0.000 0.030 0.035
e. Gravel bottom with aides of
1. Formed concrete 0.017 0.020 0.025
2. Random stone in mortar 0.020 0.023 0.025
3. Dry rubble or riprap 0.023 0.033 0.036
f. Brick
L Glazed 0.011 0.013 0.015
2. In cement mortar 0.012 0.015 0.018
p. Masonry
L Cemented rubble 0.017 0.025 0.030
2. Dry rubble 0.028 0.032 0.035
A. Dressed ashlar 0.013 0.016 0.017
L Asphalt
1. smooth 0.013 0.013 .
2. Rough 0.016 0.016
j. Vegetal lining 0.030 ..... 0.500
411
Table 4-2 (continued) '
Type of chamwd and description Lminimum Normal Maximum
C. ExcAVATED ox Dat:ncrro
a. Earth, straight and unifor>n
1. Clean, recently completed 0.016 0.018 0.020
2. Clean, after weathering 0.018 0. on 0.026
3. Grsvci, uniform section, clean 0.= 0.025 0.080
4. 'With short grasa. row weeds 0.422 0.027 0.033
b. Earth, winding and sluggish
1. No vegetation 0.023 0.025 0.030
2. Grm, some weeds 0.025 0.030 0.033
3. Dense weeds or aquatic plants in 0.080 0.035 0.040
deep channels
4. Earth bottom sad rubble sides 0.028 0.030 0.005
5. Way bottom and weedy banks 0.42.5 0.035 0.040
6. Cobble bottom and clean sides 0.030 0.040 0.060
r-DragAw exc%-ted or dredged
1. No vegetation 0.025 0.028 0.033
2. Light brush on banks 0.035 0.050 0.060
d Rook cats
1. Smooth and uniform 0.025 0.036 0.040
2. Jagged and irregular. 0.035 0.040 0.050
e. Channels not maintained, weeds sad
brush uncut
1. Deass. weeds, high as flow depth 0.050 0.060 0.120
2. Claw bottom, brush ca sides 0.040 0.050 0.000
3. Same, highest stage at flow 0.045 0.070 0.110
4. Deals brush, high stage 0.080 0.100 0.140
D. NATua" .4TuAm
D.I. Minor streams (top width at food stage
<100 ft)
a. Str*ams oa pktiia
1. Glean, straight, full stage, no rifts or 0.025 0.050 0.033
deep pools
2. Same an above, but more stones and
d 0.030 0.026 0.040
wee
s
8. Clesn, winding, some pools and
l
h
0.093
0.040
0.035
oa
s
s
4. Same as above, but some weeds and
t
0.035
0.045
0.050
a
ones
S. Some as above, lower stages, more
0.040
0.048
0.053
inslfactive slopes and aectiom
6. Same as 4, but more stones 0.045 0.050 0.060
7. Sh>ggisb reaches, weedy, deep pools 0.050 0.070 C 080
L Very weedy reaches, deep pools, or 0.075 0.100 0.150
doodways with heavy stand of tim-
ber and underbrush

412
0

From Step 4 Cb= 0.38
N= 14 CbAfN = 5.69
Af= 1.07
Check CbAfN = 2.53 < 5.69 Correct
5 a. h 0.38 ft f. Cb= 0.38
b. L= 2.25 ft g. Af= 1.07 s
c. Wb= 20.00 ft h. Cp= 0.55
d. WI= 2.85 ft i. Lb= 19 ft
F. ue= 1.3
6 Sketch Basin and distribute roughness elements
W1/h= 2.85 / 0.38 = 7.59
7.59 between 2 and 8, correct
7 Since the design matches the downstream conditions, minimum rip rap will be required. From Figure II-C-1,
place stone with 0.7 foot mean diamter in a 1.5 foot layer for 10 feet downstream of dissipator
exit. Design required filter from reference III-4.
VII-1. Horner, S. F., Fluid Dynamic Drag, published by author,
2 King Lane, Greenbriar, Bricktown, N.J.
08723, 1965.
VII-A-1 Simons, D. B., Stevens, M. A., Wafts, F.J., Flood Protection at Culvert Outlets,
Colorado State University, Fort Collins, Colorado, CER69-70-DBS-MAS-FJW4, 1970.
VII - FORCED HYDRAULIC JUMP BASINS
..r There are a number of energy dissipator designs which utilize
blocks, sills, or other roughness elements to impose exaggerated
resistance to flow. Roughness elements provide the designer
with a versatile tool in that they may be utilized in forcing
and stabilizing the hydraulic jump and shortening the hydraulic
jump basin. They may also be employed inside the culvert
barrel, at the culvert exit or in open channels.
This section contains information which enables the designer
to evaluate the effect of roughness elements and, within
limits, "tailor-make" an energy dissipator. A number of
"formal or fixed" designs are also presented. Each design
section discusses limitations, provides design guidance
and sample problem solutions.
DRAG FORCE ON ROUGHNESS ELEMENTS
Roughness elements must be anchored sufficiently to withstand
the drag forces on the elements. The fluid dynamic drag
equation is:
FD=CDAFpVa2/2
Horner's (VII-1) maximum coefficient of drag, CD, for a
structural angle or a rectangular block is 1.98. Using 1.93
slugs/ft.' for the density of water, the drag force becomes:
FD=1.9 4AFVa z . . . . . . . . . . . . VII-1
In the CSU rigid boundary basin, the USBR basins, and the
SAF basin, design all of the roughness elements for the worst
case using the approach velocity at the first row for Va.
In cases of tumbling flow or increased resistance on steep
slopes, use the normal velocity of the culvert without roughness
elements for Va.
The force may be assumed to act at the center of the rough-
ness element as shown in figure VII-1.
FIGURE VII-1. FORCES ACTING ON A ROUGHNESS ELEMENT
VII-A-1
The anchor forces necessary to resist overturning can be
computed as follows:
FA=hFD/2Lc=0.97(h/Lc)AFVa2 . . . . . . . . .VII-2
where: FA = total force on anchors
FD = drag force on roughness element
h = height of roughness element
Lc = distance from downstream edge of roughness
element to the centroid of the anchors
AF = frontal area of roughness element
Va = approach velocity acting on roughness element
VII-A. C.S.U. RIGID BOUNDARY BASIN
The Colorado State University rigid boundary basin (VII-A-1)
which uses staggered rows of roughness elements is illustrated
in figure VII-A-1. J

FIGURE VII-A-1. SKETCH OF C.S.U. RIGID BOUNDARY BASIN
CSU tested anumber of basins with different roughness
configurations to determine the average drag coefficient
over the roughened portion of the basins. The effects of
the roughness elements are reflected in a drag coefficient
which was derived empirically for each roughness configuration.
The experimental procedure was to measure depths and velocities
at each end of the control volume. illustrated in figure VII-A-2,
and compute the drag coefficient from the momentum equation
by balancing the forces acting on the volume of fluid.
VII-A-2
/ CULVERT OUTLET Yb
f Y' V b
V L ?a•
.? Yo V,
n n A A A
Z wo?
LB
FIGURE VII-A-2. DEFINITIVE SKETCH FOR THE MOMENTUM EQUATION
The CSU test indicate several design limitations. The
height, h, of the roughness elements must be between 0,31
and 0.91 of the approach flow average depth (yA); and, the
relative spacing, L/h, between rows of elements, must be
either 6 or 12. The latter is not a severe restriction since
relative spacing is normally a fixed parameter in a design
procedure and other tests (VII-A-2) have shown that the best
range for energy dissipation is from 6 to 12.
Although the tests were made with abrupt expansions, the
configurations recommended for use are the combination
flared-abrupt expansion basins shown in figure VII-A-5.
These basins contain the same number of roughness elements
as the abrupt expansion basin.
The flare divergence, ue, is a function of the longitudinal
spacing between rows of elements, L, and the culvert barrel
width, WO:
ue = 4/7 + (10/7)L/Wo
The values of the basin drag, CB, for each basin configuration
are given in figure VII-A-5. The Cg values listed are for
expansion ratios (WB/Wo) from 4 to 8. They are also valid
for lower ratios (2 to 4) if the same number of roughness
elements, N, are placed in the basin. This requires
additional rows of elements for basins with expansion ratios
loss than 4. The arrangements of the elements for all basins
is symmetrical about the basin centerline. All basins are
flared to the width WB of the corresponding abrupt expansion
basin.
The basic design equation is:
PVoQ+CpY(yo2/2)Wo-CBAFNPVA2/'2+PVBQ+YQ2/2VB2WB. . .VII-A-1
VII-A-3
Where: Cp is the momentum correction coefficient for the
pressure at the culvert outlet (figure VII-A-4).
Y & p are unit weight 62.4 lb/ft and density
(1.94)lb-sec /ft of water, respectively
yo, Vo, and Wo are depth, velocity and culvert width,
respectively, at the culvert outlet.
Va = the approach velocity at two culvert widths
downstream of the culvert outlet.
VB & WB - exit Velocity and basin width just downstream
of the last row of roughness elements.
N = total number of roughness elements in the basin
.Af = frontal area of one full roughness element.
CB = basin drag coefficient.
This equation is applicable for basins on less than 10
percent slopes. For basins with greater slopes, the weight
of the water within the hydraulic jump must be considered
in the expression. Equation VII-A-2 includes the weight
component by assuming a straight-line water surface profile
across the jumps
C YY02Wo/2+pVoQ+w(sine)°CBAfNpVA2/2+yQ2/2VB2WB+pVBQ. . .VII-A-2 ,•--.?
P
where: w = weight of water within the basin.
Approximate volume = (y Wo+yAW )Wo+(.75LQ/VB)[(Nr-l)
-NB/Wo- 3) (1-WA/WB) /2 l
Weight = (Volume)Y
e = arc tan of the channel slope, So.
Nr= Number of rows of roughness elements
L = longitudinal spacing between rows of elements.
The velocity VA and depth yA at the beginning of the rough-
ness elements can be determined from figures IV-A-2 through
5. These figures are also based on slopes less than 10
percent. Where slopes are greater than 10 percent, VA and
yA can be computed using the energy equation written between
the end of the culvert (section o) and two culvert widths
downstream (section A).
2WoSo+yA+(0.25) (Q/WAyA) 2/2g=yo+0.25 (Vo2/2g) . .VII-A-3
where WA-Wo(4%3Fr+1)
(Equation VII-A-3 adapted from Equation IV-A-5)
VII-A-4
There will be substantial splashing over the first row of
roughness elements if the elements are large and if the
approach velocity is high. This problem can be handled
by providing sufficient freeboard or by providing some type
of splash plate. If feasible from the standpoint of culvert
design, both structural and hydraulic, one solution to
potential splash problems is to locate the dissipator
partially or totally within the culvert barrel. Such a
design might also result in economic, safety, and aesthetic
advantages.
The necessary freeboard (F.B.) can be obtained-from:
F.B. F h+y1+0.5(VAsin?)2/32.2 . . . . . . . . . VII-A-4
The value of 0 is a.function of y /h and the Froude number,
VA/ - It is suggested that 0-4t° be used in design, since
no relationship has been derived.
Another solution is a splash shield, which has been investigated
in the laboratory (VII-A-3). This involves suspending a
plate with a stiffener between the first two rows of roughness
elements as shown in figure VII-A-3. The height to the plate
was selected rather arbitrarily as a function of the critical
depth since flow usually passed through critical in the
vicinity of the large roughness elements.
ULVERT VIEW ¦
A L
PLAN !?
STEEL SPLASH SHIELD PLATE
STIFFENER
h?
I Y1
L L_
Lh Lt,,m LS Y?.h?h,
WHERE: Vc • CRITICAL DEPTH
SECTION A • A
FIGURE VII-A-3. SPLASH SHIELD
VII-A-5
DESIGN DISCUSSION
The i.nital design step is to compute the flow parameters
at the culvert outlet or, if the basin is partially or
totally located within the culvert barrel, at the beginning
of the flared portion of the barrel. Compute the velocity,
Vo, depth, yo, and Froude number, Fr.
Select a trial basin from figure VII-A-5 based on the WB/Wo
expansion ratio which best matches the site geometry or
satisfies other constraints.
Determine the flow condition VA and yA at the approach to
the roughness element field--two culvert widths downstream.
For basins on slopes less than 10 percent with expansion
ratios, WB/W , between 4 and 8, use figure IV-A-2 or 3 to
find VA and ?igure IV-A-4 or 5 to find yA. For basins with
expansion ratios between 2 and 4, use figures IV-A-2 or
3 to determine VA and compute yA based on the actual width
of the basin two culvert widths downstream.
For basins with slopes greater than about 10 percent, use
equation VII-A-3 to determine both VA and yA.
Select the trial roughness height to depth ratio h/yA from
figure V11-A-5 and determine: roughness element height,
of
longitudinal spacings between rows oelements,ts, N; element
basin, WB; number of rows, Nr; number B; . frontal area element
width, Wl; divergence, u ; basin drag, B
element, A£=Wlh; and CProm figure
Total basin length is LI-2W0+LNr. This provides a length
downstream of the last row of elements equal to the length
between rows, L.
Solve equation VII-A-1 or 2 and if the width of the basin
matches the downstream channel and the normal flow conditions,
Vn and yn for the channel are known, solve equation VII-A-1
or 2 for CBAfN.
Using the Cg, Af, and N values found in figure VII-A-5 also
compute CBAfN. This last value should be equal to or larger
than the CBAfN value obtained from equation VII-A-1 or 2.
If the value is less, select a new roughness configuration. --ti
VII-A-6
If the basin width is less than the downstream channel width--
widths larger than the natural channel are not recommended--solve
equation VII-A-1 or 2 for VB. This is a trial and error
process and.will result in three solutions. The negative
root may be discarded and the correct positive root determined
from the downstream condition. If the downstream depth
is subcritical, the smaller root (VB) is the solution providing
the tailwater depth is less than yB. If yis smaller
than the tailwater--tailwater controls the-outlet flow.
If the downstream flow is supercritical, the larger root
(VB) is the proper choice; however, when the tailwater
depth is larger than yB, tailwater may again control.
The basin layout is indicated on figure VII-A-5. The elements
are symmetrical about the basin centerline and the spacing
between elements is approximately equal to the element width.
In no case should this spacing be made less than 75 percent
of the element width.
The wl/h ratio must be between 2 and 8 and at least half
the rows of elements should have an element near the wall
to prevent high velocity jets from traversing the entire basin
length. Alternate rows are staggered.
Riprap may be needed for a short distance downstream of the
•r.. dissipator. Chapter II contains a section on "Riprap
Protection" and figure II-C-1 may be used to size the required
riprap.
DESIGN PROCEDURE
1. Compute
a. Vo
b. yo
c. Er
2. Select a basin from figure VII-A-5 that fits site
geometry. Choose WB/Wo, number of rows, Nr, N, L/yA and
L/h.
3. Determine:
a. VA.
b. YA
Use figures IV-A-2, 3, 4, and 5 for 4<WB/Wo< 8
VII •A-7
For WB/Wo44 use figures IV-A-2 or 3 for VA and compute
YA by equation VII-A-3.
For slopes > 10 percent use equation VII-A-3 to find
both VA and yA
4. Determine dissipator parameters
a. h--element height
b. L--length between rows
c. WB--basin width
d. Wl--element width=element spacing
e. ue--divergence
f. CB--basin drag
g. AF=Wlh--element frontal area
h. Cp--from figure VII-A-4
i. LB-2 (WO) +LNr
5. a. If the downstream channel width is approximately equal
to WB, compute from equation VII-A-1 or 2,
CBAf N
Also compute CBAfN from values in step 4. If latter
value is equal to or greater than value from VII-A-1
or 21 design is satisfactory. If less, return to
step 2 and select new design.
b. If channel width is greater than WB, compute VB from
equation VII-A-1 or 2 and compare with downstream
£low to determine controlling VB• Compute yB and
compare with TW. If TW>yB TW COntrolls,
6. Sketch the basin:
a. Elements are symmetrical about centerline
b. Lateral spacing approximately equal to element width
c. 111/h ratio between 2 and 8
d. Minimum of half of the rows with elements near walls
e. Stagger rows
VII-A-8
1"'`..,
7. Determine riprap protection requirement downstream
of basin. Chapter II provides guidance and figure II-C-1
design information.
Example Problem
Given: 8x8' Box culvert: length = 2351,,slope =
0.02, Q Design = 1400 cfs. Assumed n = 0.013,
computed critical depth, yc = 9.8' normal
depth, Yn = 6.01.
Natural channel: width = 41', Q = 1400 cfs.
slopes and cross sections vary but all slopes
are subcritical for the channel discharge
so channel water surface profiles must be
computed from downstream controls. In this
case normal depth several hundred feet downstream
of the basin could be assumed. Using the
standard step method, a backwater profile
was plotted and the tailwater depth determined
as TW = 3.3 feet.
Find: Design a CSU basin to provide a transition
from the 8-foot wide culvert to the 41-foot
wide natural channel and reduce velocities
to approximately the downstream level.
1. Culvert outlet flow conditions
a. yo=Yn=6.0 feet Reference III-1.
b. Vo=Vn=29.1 fps
c. Fr=Vo/ q o=29.1/ =2.1
2. Select basin configuration figure VII-A-5.
Channel Width/Culvert Width=41/8=5.14
Try expansion ratio, WB/Wo=5,
Nr=4, N-15
.63,
A=0.71
%W0=0
L/h- 6
3. Flow conditions at beginning of roughness field; 2Wo
or 2x8=16 feet from culvert exit.
a. VA/Vo=1.05 from Figure IV-A-2
.? VII-A-9
b. yA/y =0.33 Figure IV-A-4
VA=2$.1(1.05)=30.6 fps.
yA=6.0(0.33)=1.98 feet
4. Determine dissipator parameters,
a. h/yA=0.71; h=0.71(1.98)=1.4 feet
b. L/h=6; L=6(1.4)=8.4 feet
c. WB/Wo=5; WB=5(8)=40 feet
d. Wl/Wo=0.63; W1=0.63(8)=5.04 feet; use 5 feet
e. ue=4/7+10L/7Wo=4/7+10(8.4)/(8)7=2.07 use 2
f. CB=0.42
g. Af=(5)(1.4)=7 sq. ft.
h. Cp=0.7
i. LB=2(8)+4(8.4)=49.6 feet
5. Since channel and dissipator are approximately equal
in width, 41 versus 40 feet, the CBAfN value will.be
computed directly from Equation VII-A-1.
yn Downstream=3.3 feet
VB=1400/40(3.3)=1400/136=10.6 fps
PVoQ+ClYyo2Wo/2=CBAfNPVA2/2+PVBQ+yQ2/2VB2WB
p=Y/g=62.4/32.2=1.94
Terms with Vo and yo:
(1.94)(29.1)(1400)+0.7(62.4)(6)28/2=85,325.5
Terms with VB:
(1.94)(10.6)(1400)+62.4(1400)2/2(10.6)240=42,395.9
CBAf N(I.94)(30.6)2/2=908.3CBAfN
85,325.5-42,395.9=908.3CBAfN
CBAfN=47.3
VII-A-10

6.
'7 .
From step 4
CB=0.42
N =15
A f=7
so CBNAf=44.1<47.3
try 5-rows same h/yA and return to step 4.
4.a. h=1.4 feet
b. L=8.4 feet
c. WB=40 feet
d. W1=5 feet
e. ue-2
f. CB-0.38
g. Af=7 sq. feet
h. Cp=0.7
i. LB-58 feet
CBAfN -7(19)(0.38)=50.5>47.7 o.k.
Sketch basin and distribute roughness elements.
Wl/h=5/1.4=3.57 between 2 and 8 o.k.
Since the design matches the downstream conditions,
minimum riprap will be required. From figure II-C-1,
place stone with 0.7 foot mean diameter in a 1.5
foot layer for 10 feet downstream of dissipator
exit. Design required filter from reference III-4.
VII-1. Horner, S. F., FLUID DYNAMIC DRAG, published by
author, 2 King Lane, Greenbriar, Bricktown, N.J.
08723, 1965.
VII-A-1. Simons, D. B., Stevens, M. A., Watts, F. J. , FLOOD
PROTECTION AT CULVERT OUTLETS, Colorado State
University, Fort Collins, Colorado, CFR69-70-DBS-
MAS-FJW4, 1970.
VII-A-11

•
VII-A-2. Morris, H. M., HYDRAULICS OF ENERGY DISSIPATION
IN STEEP ROUGH CHANNELS, VPI Bulletin 19, VPI
and SU, Blacksburg, Virginia, November 1968.
.VII-A-3. Jones, J. S., FHWA IN-HOUSE RESEARCH

o ?
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C)C70 00 O
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Phone: [phone] 120816 North Main 'Street, Suite 204 Email; Ja thin vCedpa:net
Fax: [phone] Cornelius, North Coolina 28031
H:\040213#4M%bm\EOPA-odeboakTOBdoe
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20816 N. Main Street, Suite 204 ii
Cornelius, INC 28031 _ onvi ron 1
Phone: [phone]
Fax: [phone] - - -
C.S.U. Rigid Boundary Basin
for Culvert #1
Project name: The Summit at Lake Norman
Date: 3/23/2005
EDPA Project #: 4102
By: ]DL
Revised:
Find: The Dimensions of a Forced Hydraulic Jump Structure
Reference Material: Hydraulic Design of Energy Dissipators for Culverts and Channels
(Hydraulic Engineering Circular No. 14, Sept. 1983)
Given: n= 0.026
Vo= 15.54 fps From Section 1 Culvert Calculator
yo= 2.72 ft From Section 1 Culvert Calculator
Tw= 2.04 ft From Section 1 Culvert Calculator
1. Select Basin Configuration Figure VII-A-5
Channel Width/Culvert Width = Wb/Wo = 24 / 6 = 4"
Try Expansion Ratio, Wb/Wo= 4
L/h= 6 `Q=
W1/Wo= 0.57 Nr= 4 ;N= 14
h/ya= 0.31
Dia.=
Fr=Vo/(g'yo)^.5=
194 cfs
72 CMP
1.66
2. Flow Conditions at Beginning of Roughness field; 2Wo or 2x 6 = 12 feet
from culvert exit
a. Va/Vo= 1.48 from Figure IV-A-3 (for a Circular Outlet)
b. ya/yo= 0.58 from Figure IV-A-4 (for a Circular Outlet, L=2.OD)
Va= 15.54 x 1.48 = 22.93 fps
ya= 2.72 x 0.58 = 1.58 ft
3. Determine dissipater parameters,
a. h/ya= 0.31 h= 0.31 x 1.58 = 0.49 ft use 0.49 ft
b. L/h= 6.0 L= 6.0 x 0.49 = 2.94 ft
c. Wb/Wo= 4.00 Wb= 4.0 x 6.00 = 24.00 ft
d. W1/WO= 0.57 W1= 0.57 x 6.00 = 3.42 ft
e. Ue= 4/7+10L/7Wo= = 1.271 use 1.3
f. Cb= From Figure VII-A-4 = 0,38
g. Af=W1xh Af= 3.42 x 0.49 = 1.675 sf
h. Cp= From Figure VII-A-4 = 0.55 Q/(Do)1(2.5)
L Lb= 2(Wo)+LxNr Lb= 12 + 11.8 = 23.75 ft
4. Since the channel will be constructed with the same width as the dissipator
the CbAfN value will be computed directly from Equation VII-A-1
yn Downstream = = 2.04 ft (See Sheet 3)
Vb= Q/(Wbyn) Vb= 194/ 49 = 3.962 fps
Equation VII-A-2 Cpyyo2Wo/2+pVoQ+W(sin6)=CbAfNpVa2/2+yQ 2/2Vb2Wb+pVbQ
p= 1.94 lb-sec/ft y= 62.4 lb/ft
Terms with Vo and Vb: = 6612.53
Terms with Vb: = 4607.50
CbAfN(p)(Va2)/2= = 510.00 CbAfN
6612.53 - 4607.5 = 510.00 CbAfN
CbAfN = 3.93
2.20
From Step 4 Cb= 0.38
N= 14 CbAfN = 8.91
Af= 1.67
Check CbAfN = 3.93 < 8.91 Correct
5 a. h= 0.49 ft f. Cb= 0.38
b. L= 2.94 ft g. Af= 1.67 s
c. Wb= 24.00-ft h. Cps 0.55
d. W1= 3.42 ft i. Lb= 2 3.8, ft
e. ue 1.3
6 Sketch Basin and distribute roughness elements
W1/h= 3.42 / 0.49 = 6.98
6.98 between 2 and 8, correct
7 Since the design matches the downstream conditions, minimum rip rap will be required. From Figure II-C-1,
place stone with 0.7 foot mean diamter in a 1.5 foot layer for 10 feet downstream of dissipator
exit. Design required filter from reference III-4.
VII-1. Horner, S. F., Fluid Dynamic Drag, published by author,
2 King Lane, Greenbriar, Bricktown, N.J.
08723, 1965.
VII-A-1 Simons, D. B., Stevens, M. A., Watts, F.J., Flood Protection at Culvert Outlets,
Colorado State University, Fort Collins, Colorado, CER69-70-DBS-MAS-FJW4, 1970.
20816 N. Main Street, Suite 204
Cornelius, NC 28031 onvi ronr -i t I
Phone: [phone] E?
Fax: [phone]
C.S.U. Rigid Boundary Basin
for Culvert #1
Find: The Dimensions of a Forced Hydraulic Jump Structure
Reference Material: Hydraulic Design of Energy Dissipators for Culverts and Channels
(Hydraulic Engineering Circular No. 14, Sept. 1983)
Given: n= 0.026
Vo= 15.54 fps From Section 1 Culvert Calculator
yo= 2.72 ft From Section 1 Culvert Calculator
Tw= 2.04 ft From Section 1 Culvert Calculator
1. Select Basin Configuration Figure VII-A-5
Channel Width/Culvert Width = Wb/Wo = 24/ 6 = 4
Try Expansion Ratio, Wb/Wo= 4
W1/Wo= 0.57 Nr= 4' N= 14
h/ya='0.31
L/h= 6
Project name: 'rhe Summit at Lake Norman
Date: 3/2312005
EDPA Project #: 4102
By: JDL
Revised:
Q= 194 cfs
Dia.= 72 CMP
Fr=Vo/(g*yo)A.5= 1.66
2. Flow Conditions at Beginning of Roughness field; 2Wo or 2x 6 = 12 feet
from culvert exit
a. Va/Vo= 1.48 from Figure IV-A-3 (for a Circular Outlet)
b. ya/yo= 0.58 from Figure IV-A-4 (for a Circular Outlet, L=2.OD)
Va= 15.54 x 1.48 = 22.93 fps
ya= 2.72 x 0.58 = 1.58 ft
3. Determine dissipator parameters,
a. h/ya= 0.31 h= 0.31 x 1.58 = 0.49 ft use 0.49 ft
b. L/h= 6.0 L= 6.0 x 0.49 = 2.94 ft
c. Wb/Wo= 4.00 Wb= 4.0 x 6.00 = 24.00 ft
d. W1/WO= 0.57 W1= 0.57 x 6.00 = 3.42 ft
e. Ue= 4/7+10L/7Wo= = 1.271 use 1.3
f. Cb= From Figure VII-A-4 = 0.38`
g. Af=W 1 xh Af= 3.42 x 0.49 = 1.675 sf
h. Cp= From Figure VII-A-4 = 0.55 Q/(Do)A(2.5) 2.20
L Lb= 2(Wo)+LxNr Lb= 12 + 11.8 = 23.75 ft
4. Since the channel will be constructed with the same width as the dissipator
the CbAfN value will be computed directly from Equation VII-A-1
yn Downstream = = 2.04 ft (See Sheet 3)
Vb= Q/(Wbyn) Vb= 194/ 49 = 3.962 fps
Equation VII-A-2 Cpyyo2Wo/2+pVoQ+W(sine)=CbAfNpVa2/2+yQ2/2VbMb+pVbQ
p= 1.94 lb-sec/ft y= 62.4 lb/ft
Terms with Vo and Vb: = 6612.53
Terms with Vb: = 4607.50
CbAfN(p)(Va2)/2= = 510.00 CbAfN
6612.53 - 4607.5 = 510.00 CbAfN
CbAfN = 3.93
From Step 4 Cb= 0.38
N= 14 CbAfN = 8.91
Af= 1.67
Check CbAfN = 3.93 < 8.91 Correct
5 a. h= 0.49 ft f. Cb= 0:38
b. L= 2.94 ft g. Af= 1.67 s
c. Wb 24.00 ft h. Cp= 0.55
d. W1= 3.42 ft i. Lb= 23.8 ft
e. ue 1.3
6 Sketch Basin and distribute roughness elements
W1/h= 3.42 / 0.49 = 6.98
6.98 between 2 and 8, correct
7 Since the design matches the downstream conditions, minimum rip rap will be required. From Figure II-C-1,
place stone with 0.7 foot mean diamter in a 1.5 foot layer for 10 feet downstream of dissipator
exit. Design required filter from reference III-4.
VII-1. Horner, S. F., Fluid Dynamic Drag, published by author,
2 King Lane, Greenbriar, Bricktown, N.J.
08723, 1965.
VII-A-1 Simons, D. B., Stevens, M. A., Watts, F.J., Flood Protection at Culvert Outlets,
Colorado State University, Fort Collins, Colorado, CER69-70-DBS-MAS-FJW4, 1970.
20816 N. Main Street, Suite 204
Cornelius, NC 28031 envi C'tDt'"tt"1 exit 11
\j
l
Phone: [phone]
Fax: [phone] C.S.U. Rigid Boundary Basin
for Culvert #2
Project name: The Summit at Lake Norman
Date: 3123/2005
EDPA Project #: 4,02
By: JDL
Revised:
Find: The Dimensions of a Forced Hydraulic Jump Structure
Reference Material: Hydraulic Design of Energy Dissipators for Culverts and Channels
(Hydraulic Engineering Circular No. 14, Sept. 1983)
Given: n= 0.026
Vo= 11.78 fps From Section 1 Culvert Calculator
yo= 2.088 ft From Section 1 Culvert Calculator
Tw= 1.4 ft From Section 1 Culvert Calculator
1. Select Basin Configuration Figure VII-A-5
Channel Width/Culvert Width = Wb/Wo = 20/ 5 = 4
Try Expansion Ratio, Wb/Wo= 4
W1/Wo= 0.57 Nr= 4 N= 14`
h/ya= 0.31
L/h= 6
Q=
Dia.=
Fr=Vo/(g'yo)^.5=
103.1 cfs
60 CMP
1.44
2. Flow Conditions at Beginning of Roughness field; 2Wo or 2x 5 = 10 feet
from culvert exit
a. Va/Vo= 1.50 from Figure IV-A-3 (for a Circular Outlet)
b. ya/yo= 0.58 from Figure IV-A-4 (for a Circular Outlet, L=2.OD)
Va= 11.78 x 1.50 = 17.71 fps
ya= 2.09 x 0.58 = 1.21 ft
3. Determine dissipator parameters,
a. h/ya= 0.31 h= 0.31 x 1.21 = 0.38 ft use 0.38 ft
b. L/h= 6.0 L= 6.0 x 0.38 = 2.25 ft
c. Wb/Wo= 4.00 Wb= 4.0 x 5.00 = 20.00 ft
d. W1/W0= 0.57 W1= 0.57 x 5.00 = 2.85 ft
e. Ue= 4/7+10L/7Wo= = 1.215 use 1.3
f. Cb= From Figure VII-A-4 = 0.38
g. Af=W 1 xh Af= 2.85 x 0.38 = 1.07 sf
h. Cp= From Figure VII-A-4 = 0.55 Q/(Do)^(2.5)
i. Lb= 2(Wo)+LxNr Lb= 10 + 9.01 = 19.01 ft
4. Since the channel will be constructed with the same width as the dissipator
the CbAfN value will be computed directly from Equation VII-A-1
yn Downstream = = 1.4 ft (See Sheet 3)
Vb= Q/(Wbyn) Vb= 103/ 28 = 3.682 fps
Equation VII-A-2 Cpyyo2Wo/2+pVoQ+W(sing)=CbAfNpVa2/2+yQ2/2Vb2Wb+pVbQ
p= 1.94 lb-sec/ft y= 62.4 lb/ft
Terms with Vo and Vb: = 2730.35
Terms with Vb: = 1959.52
CbAfN(p)(Va2)/2= = 304.38 CbAfN
2730.35 - 1959.5 = 304.38 CbAfN
CbAfN = 2.53
1.84

Table 4-2 (continued)
Type of channel and description 4llnimum Normal Maximum
b. Mountain streams, no vegetation in
channel, banIx usually steep, trees
and brush along banks submerged at
high stages
2. Bottom: gravels, cobbles, and few 0.030 0.040 0.050
boulders
2. Bottom: cobbles frith large boulders 0.030 0.050 0.070
D-2. Flood plains
a. Pasture, no brush
1. Short grave 0.025 0.030 0.035
2. Mgh grx .0.030 O.03S 0.050
b. Cultivated areas
1. No crop 0.020 0.030 0.010
2. Mature row crops 0.025 0.033 0.045
3. Mature Bell crops 0.030 01040 0.050
c. Brush
1. Scattered brush, heavy weeds 0.035 0.030 0.070
2 Light brush and trees, in winter O.OS5 0.050 0.060
3. Light brush and trees, in summer 0.040 0.060 0.080
4. ]Medium to dente brash, in winter 0.045 0.070 0.110
S. Medal to donee brush, in summer 0:070 0.100 0.160
CL Trees
I. Dense willows, summer, straight 0.110 0.150 0.200
2. Cleared land with tree stumps, no 0.030 0.040 0.050
sprouts
3. Base as above, but with heavy 0.050 0.060 OtOBO
graw-th of sprouts
4. Heavy stand of timber. s few down 0.080 0.100 0.120
trees, little undorgrowth, flood stage
below branches
S. Same as above, but with food stage 0.100 0.190 0.100
reaching branches
D4. bWor streams 0op width at Acod stage
> 100 ft). The a value is leas than that
for minor streams of similar description,
because banks offer less effective resistance.
a. Regular section with no boulders or 0.025 ..... 0.060
brush
b. Irregular and rongb aeration 0.035 .... 0.100
Reference: Chow, V.T., ed. 1959, Oven-Channel ftraulf
4-13
a
I
M
i
20816 N. Main Street, Suite 204
Comelius, NC 28031
Phone: [phone]
Fax: [phone]
Project name: The Summit at Lake Norman, Phase V
Date: 3/28/2005
EDPA Project #: 4102
By. )DL
Revised:
Sediment Trap Design Calculations
Design Criteria:
Design Storm
Rational Runoff.
Coeff.
Intensity
Weir Coefficient
Height Over Weir
10 yr
0.5
7.03 in/hr (Tc= 5 min.)
1.1
1 ft
Settling Efficiency Criteria:
Design Storm 2 yr
Rational Runoff Coeff. 0.4
Intensity 5.58 in/hr (Tc= 5 min.)
Drainage Area Denuded Area Sediment Basin
10-year Peak
Surface Area (Sq. ft.)
Bottom of
Bottom
Bottom
Depth (ft) Indication
Basin Type and Number
(Acres
(Acres) Volume
Inflow (cEs) Sediment
Basin(Elev)
Width (Et)
Length (ft) Marker (Elev)
Required Pro vided Re aired Provided Z ZJ2
TSB Phase 1 1 1.22 1.22 2,196 7,632 7.70 3,3541 _
3,360
828.00
16.00
108
3
829.50

B
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b Top of Weir Weir Length
ft Top of

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S Side Slope Top of Top of Top of Dam Head Above Head Above
as
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er (ft) torage torage (ft) Dam (Elev) Dam Width Length (ft) of Weir (10 of Weir (100
Width (ft) Length (ft) (ft) Yr Storm, ft) Yr Storm, ft)
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TSB Phase 1 1 831 10 28 120 2 83230 33.30 125.20 0.23 0.67
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