20021131 Ver 1_Complete File_20020711 (2)

W arFRQc
o -c
DWQ Project No.:
Applicant: _
Project Name:
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
nZ?\31
)T
County: cJ A
.2 Scr? /R-2
Date of Issuance of 401 Water Quality Certification: ?81 71 o Z
Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules, and
any subsequent modifications, the applicant is required to return this certificate to the 401/Wetlands Unit, North
Carolina Division of Water Quality, 1621 Mail Service Center, Raleigh, NC, 27699-1621. This form may be
returned to DWQ by the applicant, the applicant's authorized agent, or the project engineer. It is not necessary to
send certificates from all of these.
Applicant's Certification
I, J. &- N ,^c e , hereby state that, to the best of my abilities, due care and diligence
was used in the observation of the construction such that the construction was observed to be built within substantial
compliance and intent of t Water Quality Certification and Buffer Rules, the approved plans and
specifications, and oth support' aterials. JJ((
Signature: Date: Z l/?
Agent's Certification
I, , hereby state that, to the best of my abilities, due care and diligence
was used in the observation of the construction such that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans and
specifications, and other supporting materials.
Signature:
Engineer's Certification
Partial Final
Date:
I, , as a duly registered Professional Engineer in the State of North
Carolina, having been authorized to observe (periodically, weekly, full time) the construction of the project, for the
Permittee hereby state that, to the best of my abilities, due care and diligence was used in the observation of the
construction such that the construction was observed to be built within substantial compliance and intent of the 401
Water Quality Certification and Buffer Rules, the approved plans and specifications, and other supporting materials.
Signature Registration No.
Date
Transportation Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htti)://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer-50% Recycled/10°k Post Consumer Paper

STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
JAMES B. HUNT JR.
GOVERNOR
September 20, 1999
Mr. John Hennessey
DWQ-DENR
1621 Mail Service Center
Raleigh, North Carolina 27699-1621
Dear Ms. Bell:
3
i?
SEP 2 31921°
WETLANDS GROUP
TER URLITY SECT'"",
DAVID MCCOY
SECRETARY
SUBJECT: Record of Decision for US 64 Bypass from I-440 to US 64 west of Wendell and
Eastern Wake Expressway from existing US 64 to US 64 Bypass, approximately
13 miles, in Wake County, North Carolina, Federal Aid Project DPI-0199(004),
State Project No. 8.1402202, Wake County, TIP No. R-2547/R-2641
Attached for your information is a copy of the approved Record of Decision for the
subject highway project. If you have any questions or comments, please contact the Project
Planning Engineer, Tom Kendig, at 733-7844 x 263.
Sincerely,

William D. Gilmore, P. E., Manager
,-CC07 Project Development and Environmental
Analysis Branch
WDG/plr
Attachments
0
RECORD OF DECISION
Federal Highway Administration
North Carolina Department of Transportation
US 64 Bypass from I-440 to US 64 west of Wendell
and Eastern Wake Expressway from
Existing US 64 to US 64 Bypass
Wake County, North Carolina
Federal Aid Project No. DPI-0199 (004)
State Project No. 8.1402202
TIP No. R-2547 & R-2641
A. Decision
The proposed action for this EIS is the construction of the US 64 Bypass, a multi-lane freeway,
from I-440 in Raleigh to US 64 west of Wendell. The project is approximately 11 miles in
length. In addition, the project includes a 2.4-mile segment of the Eastern Wake Expressway
from the terminus of the Northern Wake Expressway at existing US 64 to the proposed bypass.
The selected alternative is the S3-B corridor. This alternative and its anticipated impacts are
fully discussed in the EIS, and it is identified as the Environmentally Preferred Alternative.
The main purposes of the proposed US 64 Bypass are to complete an important freeway link in
North Carolina's Intrastate Highway System. Completing this link is consistent with the adopted
thoroughfare plan, with locally adopted land use plans, and with the Raleigh to Norfolk freeway
link specified in the Intermodal Surface Transportation Efficiency Act of 1991 (ISTEA). This
link will reduce the considerable congestion on existing US 64 and will provide safer operating
conditions.
B. Alternatives Considered
Several new location alternatives, a no-build alternative, transportation system management, and
multi-modal alternatives were considered.
The No-Build Alternative assumes the US 64 Bypass is not in place, but that existing and
committed elements of the current Capital Area Metropolitan Planning Organization (CAMPO)
and Wake County Thoroughfare Plans have been implemented (including the Outer Loop).
Transportation System Management (TSM) alternatives consist of improvements to existing
highways to allow traffic to flow smoothly and efficiently. TSM consists of improving signals
and signal progression, installing a computerized signal system, adding high occupancy vehicle
lanes, adding turn lanes, and making other similar improvements.
Multi-Modal System Alternatives consist of expanding transit service and ride-sharing to serve
transportation demand in the study area.
Construction Alternatives investigated include widening existing US 64 and Poole Road, as well
as several preliminary corridors on new location. These were subsequently refined to the three
most reasonable and feasible freeway alternatives. In addition, two potential routes were retained
in the vicinity of the Neuse River. These three alternatives and sub-alternatives are described
briefly below :
Alternative S1 begins at I-440 at an interchange located midway between existing
US 64 and Poole Road. It extends to the southeast on new location, crossing New
Hope Road just south of Crabtree Creek. It continues to the southeast and follows
one of two options (Sub-alternative B or C) across the Neuse River. East of the
Neuse River, Alternative S l crosses Hodge Road near its intersection with Old
Faison Road, proceeds across Old Faison Road, and then crosses the proposed
Eastern Wake Expressway south of Old Faison Road. It then crosses Clifton
Road between Old Faison Road and K-Held Road, before turning to the northeast
and crossing Bethlehem Road north of Old Ferrel Road. Continuing to the
northeast, it crosses Smithfield Road north of Old Ferrel Road, Fayetteville Road
between Mailman Road and First Avenue, and Knightdale-Eagle Rock Road just
west of Mailman Road. Alternative S l then crosses the Norfolk Southern
Railroad tracks north of Knightdale-Eagle Rock Road and turns toward the east,
crossing Marks Creek Road and joining existing US 64 west of Keiths Road and
the Raleigh East Airport. It then continues along the alignment of existing US 64
to the freeway section east of Rolesville Road. Alternative S1 is approximately
9.6 miles in length.
Alternative S2 follows the same alignment as Alternative S1 from I-440 to east of
Smithfield Road. From that point, it shifts to the east and crosses Mailman Road
south of Fayetteville Road. Alternative S2 then turns to the northeast south of the
Raleigh East Airport, crosses Knightdale-Eagle Rock Road and the Norfolk
Southern Railroad, and joins existing US 64 at US 64 Business to Wendell. It
then continues along the alignment of existing US 64 to the freeway section east
of Rolesville Road. Alternative S2 is approximately 9.7 miles in length.
Alternative S3 follows the same alignment as Alternative S 1 and S2 from 1-440 to
east of Clifton Road. From that point, it continues to the east and crosses
Bethlehem Road north of Old Ferrel Road, proceeds across Old Ferrel Road, and
crosses Smithfield Road south of Mailman Road. Alternative S3 then swings
gradually to the northeast, crosses Knightdale-Eagle Rock Road and the Norfolk
Southern Railroad, and joins existing US 64 at US 64 Business to Wendell. It
then continues along the alignment of existing US 64 to the freeway section east
of Rolesville Road. Alternative S3 is approximately 9.8 miles in length.
Two sub-alternatives remain under study from just east of New Hope Road to just
west of Hodge Road. Sub-alternative B crosses Crabtree Creek just south of the
Norfolk Southern Railroad tracks, remains south of and parallel to the railroad,
then crosses the Neuse River before joining the primary alternatives alignment
west of Hodge Road. Sub-alternative C parallels Crabtree Creek to the southeast,
crosses the Neuse River south of the creek's convergence with the river, then turns
back to the northeast before joining the primary alternatives alignment also to the
west of Hodge Road.
C. Description of the Preferred Alternative
The Preferred Alternative is Alternative S3 with sub-alternative B. It begins at I-440 at an
interchange located midway between existing US 64 and Poole Road. It extends to the
southeast on new location, crossing New Hope Road just south of Crabtree Creek. It continues
to the southeast and crosses Crabtree Creek just south of the Norfolk Southern Railroad tracks,
remains south of and parallel to the railroad, then crosses the Neuse River. East of the Neuse
River, the Preferred Alternative crosses Hodge Road near its intersection with Old Faison Road,
proceeds across Old Faison Road, and then crosses the proposed Eastern Wake Expressway
south of Old Faison Road. It then crosses Clifton Road between Old Faison Road and K-Held
Road. From that point, it continues to the east and crosses Bethlehem Road north of Old Ferrel
Road, proceeds across Old Ferrel Road, and crosses Smithfield Road south of Mailman Road.
The Preferred Alternative then swings gradually to the northeast, crosses Knightdale-Eagle
Rock Road and the Norfolk Southern Railroad, and joins existing US 64 at US 64 Business to
Wendell. It then continues along the alignment of existing US 64 to the freeway section east of
Rolesville Road. The Preferred Alternative is approximately 9.8 miles in length. The portion of
the Eastern Wake Expressway included in the Preferred Alternative extends from the end of the
approved Northern Wake Expressway at US 64 just east of Hodge Road to the US 64 Bypass
south of Old Faison Road and west of Clifton Road. Interchanges are proposed on the US 64
Bypass at I-440, Hodge Road, the Eastern Wake Expressway, Smithfield Road, Knightdale-
Eagle Rock Road Connector to Taylor Road, and existing US 64. The existing interchange of
US 64 with Rolesville Road will be modified. The Eastern Wake Expressway section would
have only two interchanges: at existing US 64 and at US 64 Bypass.
D. Section 4(f)
The proposed action will not take land from a publicly owned park, historic site, wildlife or
waterfowl refuge, or recreation area of local, state or federal importance as determined by the
officials having jurisdiction. Therefore, provisions of 49 USC 1653(f) are fulfilled. The
applicable provisions of 36 CFR 800 have been fulfilled.
E. Air Quality
The project is located in Wake County, which is within the Raleigh-Durham nonattainment area
for ozone (03) and carbon monoxide (CO) as defined by the EPA. The 1990 Clean Air Act
Amendments (CAAA) designated these areas as "moderate" nonattainment area for 03 and CO.
However, due to improved monitoring data, these areas were redesignated as "maintenance" for
03 on June 17, 1994, and "maintenance" for CO on September 18, 1995. Section 176(c) of the
CAAA requires that transportation plans, programs, and projects conform to the intent of the
state air quality implementation plan (SIP). The current SIP does not contain any transportation
control measures for Wake County. The Capital Area 2025 Long Range Transportation Plan
(LRTP) and the 2000-2006 Metropolitan Transportation Improvement Program (MTIP) has been
determined to conform to the intent of the SIP. The USDOT air quality conformity approval of
the LRTP was August 20, 1999 and the USDOT air quality conformity approval for the MTIP
was August 20, 1999. The current conformity determination is consistent with the final
conformity rule found in 40 CFR Parts 51 and 93. There has been no significant changes in the
project's design concept or scope, as used in the conformity analyses.
F. Measures to Minimize Harm
Based on the 2018 traffic noise analysis for the Preferred Alternative, noise abatement measures
including nine barrier locations were considered for the residential units impacted by traffic
noises. None of these sites was determined to be cost-feasible for the 2018 conditions. During
final roadway design, a final noise evaluation will be conducted and a determination will be
made as to the reasonableness, economic feasibility, and acceptability to the public for noise
abatement measures.
Mitigation of wetlands will be provided for this project as coordinated with the NC Dept. of
Environment and Natural Resources (NCDENR), Division of Water Quality (DWQ) and the US
Army Corps of Engineers (COE). Preliminary investigation has identified the most suitable site
for mitigation as the Marks Creek area near the proposed alignment.
An archaeological background study considering the probability for discovery of archaeological
sites within any corridor proposed surveying the preferred alternative. The SHPO, in a letter of
July 1, 1995, concurred with this proposal.
Archaeological field investigations included approximately 48% (320 acres) of the preferred
corridor. These areas exhibited the least soil erosion, where archaeological site integrity was
anticipated to be high, high probability areas (e.g. drainage heads and stream confluences), and
locations selected based upon historical research.
Forty-five archaeological resources were recorded during the archaeological survey. Thirty-nine
of the forty-five archaeological sites were assessed as not eligible for inclusion on the National
Register of Historic Places (NRHP). No further work is recommended for these sites, with the
exception of site 31 WA1392**, the Scarborough Family Cemetery, for which avoidance or
compliance with North Carolina General Statute (NCGS) 65 (relating to grave relocations) is
recommended. In a letter of December 1, 1997, the Deputy NCSHPO concurred with
recommendations for the 39 sites. Five archaeological sites (31 WA1338, 31 WA1352,
31WA1359, 31WA1360,** and 31WA1391**) were assessed as requiring additional attention.
The last site, archaeological components of the Oak View Plantation, was outside of the area of
potential effects and was not assessed as part of this project.
If the five sites listed above cannot be avoided, the NCDOT and FHWA in consultation with the
SHPO will develop an intensive testing plan to be forwarded to the Advisory Council on Historic
Preservation (ACHP). If the sites are evaluated as eligible, the SHPO has concurred these sites
are important for the information they will provide and a detailed data recovery program will be
transmitted to the ACHP in compliance with Section 36CFR800. Preservation in place is not
anticipated for any of these sites. A finding of "no adverse effect" on archaeological sites is
anticipated, subject to further field work and coordination with the SHPO. The ACHP
concurred with this course of action in its letter dated January 29, 1998.
The Preferred Alternative will encroach longitudinally onto Crabtree Creek, Marks Creek, and
the Neuse River floodplains. However, the encroachments occur in the floodway fringe and not
the regulatory floodway, therefore, floodway modifications will not be required. If additional
coordination is required, the appropriate state, local, and federal officials will be contacted.
Construction related impacts associated with the proposed action will be minimized through the
use of High Quality Waters erosion and sediment control measures. All practical measures have
been taken to minimize environmental harm.
G. Monitoring and Enforcement Program
The construction staff of NCDOT will enforce all pertinent specifications and contract provisions
which are in accordance with the intent of this final EIS and the welfare of the public.
H. Environmental Commitments
Environmental commitments for the proposed action include the following:
Noise abatement measures will continue to be considered throughout the design process.
The date of public knowledge is the Design Public Hearing. After this date, the
Federal/State governments are no longer responsible for providing noise abatement
measures for new development for which building permits are issued within the noise
impact area of the proposed highway project. The local governing bodies are responsible
for insuring that noise compatible designs are utilized for development occurring after the
public knowledge date of this project.
2. The FHWA and NCDOT will coordinate with the NC SHPO to develop a data recovery
program for archaeological sites 31WA1360** and 31WA1391** and comply with 36
CFR 800.9(c)(1), by providing the Advisory Council the opportunity to comment. In
addition, if sites 31 WA1338 and 31 WA1352 cannot be avoided, the FHWA, NCDOT,
and SHPO will work cooperatively to develop an assessment plan. If any site is
determined eligible and cannot be avoided, a data recovery program will be developed in
compliance with 36 CFR 800, and implemented prior to construction. The NCSHPO has
specifically expressed concerns that 31WA1359**, assessed as eligible, and
31WA1394**, currently listed on the National Register (both are just outside the impact
area) may be subject to slight alignment shifts within the corridor or construction impacts
by vehicles. Construction plans in these locations will be reviewed with the NCSHPO
and the NCDOT will fence the site boundaries for protection during the construction
process. The NCDOT will comply with NCGS 65 and/or 70 for 31 WA1392** (assessed
as not eligible), 31 WA1391 **, and 31 WA1360**, if those sites impacted.
3. The design of any necessary drainage structures at greenways will be coordinated with
the City of Raleigh Parks and Recreation Department.
4. NCDOT's "Best Management Practices for Protection of Surface Waters" will be
implemented where applicable.. Since the project is in the Neuse River Basin, High
Quality Storm Erosion Control Measures and Design Standards in Sensitive Watersheds
will be used.
5. Bridges at major waterway and floodplain crossings will be evaluated during the design
phase.
I. Comments on the Final EIS
The final statement is in conformance with the applicable provisions of 23 CFR 771 and it
satisfactorily covers the anticipated environmental impacts, including physiographic and cultural
effects.
Comments. on the FEIS have been received from Federal, state, and local agencies. Copies of the
comments are included in the Appendix. The comments, with responses in italics, are
summarized below.
United States Environmental Protection Agency (EPA), Region 4
Letter dated: July 23, 1998
It is important for this highway project to fully protect the desired functions of the greenways
specifically those riparian areas of Crabtree Creek and the Neuse River and Anderson Point Park,
that are planned.
The bridges over the Neuse River and Crabtree Creek will provide for greenway crossings in the
vicinity of Anderson Point Park.
Regional mass transit alternatives apparently are being considered in a separate venue from
highway planning. We believe that it is time for those presently separate planning activities [to]
become one effort for major urban areas such as Raleigh.
Much of the transit planning in the Triangle region took place prior to this study. The pertinent
results of the transit studies have been included in this study. NCDOT has recently been
restructured so that transportation planning can be better integrated among modes.
Traversing aquatic and wetland habitat with bridge structure is an important and effective impact
minimization measure. ... EPA believes this decision [bridging wetlands] needs to be presented
in Final EISs.
NCDOT is committed to evaluate the wetland protection function and economics of bridging
during design. This issue has been discussed in meetings with COE and DWQ staff, who agreed
that bridging is to be addressed during final design and permitting.
EPA is aware that the presence of bald cypress (Taxodium distichum) in this vicinity of the
Neuse River basin is a notable inland range extension from its normal occurrence in coastal plain
environments. This may warrant special avoidance/protection provisions.
Coordination will be maintained with the resource agencies during design of the section of the
project in the Buffalo Creek wetlands area, where the bald cypress trees.are located. Every
effort will be made to minimize impacts. We note that bald cypress is not a protected species.
The proposed change in alignment to avoid Marks Creek wetlands is justified. The area is
dominated by swamp forest and bottomland forest, and the avoidance greatly minimizes the
impact to these assemblages.
Noted.
N. C. Dept. of Environment and Natural Resources (NCDENR), Wildlife Resources Commission
Letter dated: June 17, 1998
Based on the information contained in the FEIS and in light of the alignment shifts in Alternative
3, we concur with the preferred alternative for this project.
Noted.
...we recommend that NCDOT continue to minimize wetland and stream impacts and document
these minimization efforts for inclusion in the 404 permit application. NCDOT should also
begin efforts to identify wetland and stream mitigation for this project.... NCDOT should not
wait until the permit application has been circulated to look for mitigation.
NCDOT will continue to work to minimize wetland and stream impacts, and will document this
effort. Policies regarding mitigation planning are currently being reviewed within NCDOT.
NCDENR, Division of Water Quality
Letter dated: July 13, 1998
Based upon DOT's efforts to develop this alternative in cooperation with the review agencies,
DWQ endorses the revised version of S-3B (Preferred Design Alternative)
Noted
As this project corridor is located in the Neuse River Basin, it is crucial that DOT demonstrate
avoidance and minimization of wetland and stream impacts (i.e., bridging of riparian wetlands).
NCDOT is committed to incorporating all reasonable and practicable design features during
final design to avoid and minimize wetland and stream impacts and to provide compensatory
mitigation for all remaining impacts. The bridging of "high quality " wetlands will be
coordinated with the resource agencies
We recommend implementation of High Quality Storm Erosion Control Measures and Design
Standards in Sensitive Watersheds for the entire project corridor. We also ask DOT to determine
if any long-term stormwater measures can be implemented in the roadside environmental design
to reduce nutrient runoff into the streams.
NCDOT recognizes the importance of using the highest standards for the protection of the Neuse
River Basin. The Department is committed to incorporating all reasonable and practicable
measures and design features that will further that cause, including the use of High Quality
Erosion Control Measures and Design Standards for Sensitive Watersheds. Long-term
stormwater mitigation measures will be investigated as part of the final design of the project.
...we strongly encourage DOT to develop the wetland mitigation plan in the immediate future.
A wetland mitigation plan will be developed for COE approval, in coordination with USFWS,
WRC, and DWQ..
...we advise DOT to pursue development of a stream mitigation plan during the design process.
A stream mitigation plan will be developed during final design.
We encourage NCDOT to investigate whether or not temporary fill will be required during
construction to build haul roads and place culverts. We suggest that NCDOT include this
information with the permit application, rather than applying for a permit modification after the
project has been let to contract.
Information regarding temporaryfill will be included in the permit application, to the extent that
such needs are known or can be anticipated.
NCDENR, Division of Air Quality
Letter dated: July 15, 1998
The Division of Air Quality has reviewed the above Final Environmental Impact Statement. The
Division has no further comments...
Noted.
Town of Kniahtdale
Letter dated: August 21, 1998
A grade separation is planned at the intersection of Lynnwood Road and the Eastern Wake
Expressway... Evaluation of bridge options should include the elevation of Lynnwood Road
above the outer loop. The Town would support the option with the least significant negative
impacts.
In our preliminary design studies, we evaluated two alternative grade separation schemes in this
area: one with Lynnwood Road over the Expressway, and the other with the Expressway over
Lynnwood Road. Our preferred plan has the Expressway over Lynnwood Road. The
Expressway must cross over the Norfolk Southern Railroad approximately 1, 000 feet south of
Lynnwood Road and thus has a relatively high grade relative to the surrounding low
topography, which includes wetlands. In order for Lynnwood Road to cross over the
Expressway, it would have to be raised considerably above the existing grade, with the resultant
fill slopes taking significant amounts of private property, including developed lots with homes.
The FEIS indicates that the project will initially be constructed as a four-lane freeway to be
widened to six lanes when traffic warrants. The Town supports increasing the scope of this
project to six lanes.
NCDOT traffic projections indicate the future need for a six-lane facility. Sufficient right-of-way
will be acquired to implement the proposed six-lane freeway. However, because of a general
lack of funding relative to needs, it is necessary to use phase construction on many of our
planned projects. A four-lane freeway in the US 64 Bypass will substantially add to capacity in
the corridor and should provide adequate capacityfor a number of years.
The Town strongly supports efforts to fully fund and expedite the construction of the US 64
Bypass and Eastern Wake Expressway.
NCDOT is currently working with CAMPO to identify funding sources to accelerate construction
of the US 64 Bypass and Eastern Wake Expressway, as well as other needed projects in the
region.
This documents the Record of Decision (ROD) (as required by 40 CFR 1505.2) for this project.
This record incorporates the Federal and State project files. Based upon the Environmental
Impact Statement and public input, the Federal Highway Administration (FHWA) and the North
Carolina Department of Transportation (NCDOT) have selected the Alternative S3-13 corridor.
FHWA has determined that this is the environmentally preferable alternative. This ROD
contains the description of the alternatives considered and the measures to minimize harm.
All correspondence received between the FEIS and the ROD has been reviewed.
Correspondence was received from the United States Environmental Protection Agency; the
North Carolina Department of Environment, Health, and Natural Resources, Divisions of Water
Quality and Air Quality, and the Wildlife Resources Commission; and Town of Knightdale.
Based on the review of the correspondence received, FHWA finds that there have been no new
substantive issues or impacts identified. Therefore, the FEIS and ROD remain valid.
G J, &'
Nicholas L7 Graf, E.
l?n Division Administrator
8 Y o Ff
Da e
Federal Highway Administration

Z0160 SZ4,
W
z c
?ps
UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
REGION 4
ATLANTA FEDERAL CENTER
61 FORSYTH STREET
ATLANTA, GEORGIA 30303-8960
July 23, 1998
4EAD/OEA
Mr. William D. Gilmore
Manager, Planning and Environmental Branch
North Carolina Department of Transportation
P.O. Box 25201
Raleigh, NC 27611
,fu?1VF4
i
Subject: US 64 Bypass; I-440 to US 64 West of Wendell; and Eastern Wake
Expressway at US 64 Final EIS; TIP Nos. R-2547/R-2641
(F-F'Iiv1-E40761-NC)
Dear Mr. Gilmore:
In accordance with Section 102(2)(C) of the National Environmental
Policy Act and Section 309 of the Clean Air Act, EPA would like to
provide comments on the subject document. Alternative S3B has been
identified as he preferred alternative, for eleven mile bypass segment
and 2.4 mile segment of the Eastern Wake Expressway, east of the City of
Raleigh.
We have reviewed the responses to our comments on the Draft EIS
and found them to be generally acceptable. The following additional
comments on the Final EIS are appropriate.
1. Metropolitan Raleigh is growing rapidly and the project area is no
exception. We understand that the Raleigh/Wake County parks and Green
way Plan are integral components for provision of recreational open
space and also for wildlife. It is important for this highway project
to fully protect the desired functions of the greenways specifically
those riparian areas of Crabtree creek and the Neuse River and Anderson
Point Park, that are planned.
2. Regional mass transit alternatives apparently are being considered
in a separate venue fror. highway plane-i g Wp bAl..ieve that it is time
for those presently separate planning activities become one effort for
major urban areas such as Raleigh. Every time a new transportation
corridor is carved out, a new opportunity is presented for multi-modal
transportation. This document and other environmental documents on
highways mention long-range plans for connection of the Raleigh-Durham-
Chapel Hill area with Norfolk. It is time to implement mass transit
prior to or in conjunction with major interstate-type highway
improvements.
3. Traversing aquatic and wetland habitat with bridge structure is an
important and effective impact minimization measure. EPA notes the
commitment in the document to evaluate the need and economics of
bridging during the project design phase. This is not much of an
environmental commitment for a major minimization measure that is the
focus of a regulatory permit needed for the project. For EISs like this
one that address relatively small segments of highway corridors in
detail, EPA believes this decision needs to be presented in Final EISs.
Internet Address (URL) • http://www.spa.gov
RecycledlRecyclable • Printed with Vegetable Oil Based Info: on Recycled Paper (Minimum 25% Postconsumer)
2
4. EPA is aware that the presence of bald cypress (Taxodium
distichum) in this vicinity of the Neuse River basin is a notable inland
range extension from its normal occurrence in coastal plain
environments. This may warrant special avoidance/protection provisions.
5. The proposed change in alignment to avoid Marks Creek wetlands is
justified. This area is dominated by swamp forest and bottomland
forest, and the avoidance greatly minimiz2s the impact to these
assemblages.
In summary, EPA believes the changes to the project and
environmental commitments to minimize impacts improve the project.
Therefore, we have no further substantive concerns at this time and we
believe the EIS fully addresses the environmental issues.
Thank you for providing the Final EIS for review. Please contact
Ted Bisterfeld (404/562-9621) if your staff wishes to discuss our
comments.
Sincerely,
Heinz J. Mueller
Chief, Office of Environmental Assessment
cc: John Heffner, USFWS Raleigh
Roy Shelton, FHWA Raleigh
Melba McGee, ONCDENR
l
, - M
E U_
JUL 3 1 1998
PROJECT
1
]North Carolina
.rtment of Administration
James B. Hunt, Jr., Governor
July 28, 1998
Ms. Whit Webb
N.C. Department of Transportation
Program Development Branch
Transportation Building
Raleigh, NC 27611
Dear Ms. Webb:
Re
PROJFCT FILF
() GENERAL CORRESRON'L*NCE
() PUBLIC HEARIW-
() FILE W-711 E0-T1M- k. "EE
()
- 6?'
SCH File # 98-E-4220-0853; Final nvironmen a m a ernent P, sed US 64 Bypass
from I-440 to US 64 West of Wendell and Eastern Wake Expressway from Existing US 64 to US
64 Bypass; TIP #R-2641
The above referenced project has been reviewed through the State Clearinghouse Intergovernmental
Review Process. Attached to this letter are comments made by agencies reviewing this document.
Should you have any questions, please do not hesitate to call me at [phone].
Sincerely,
Mrs. Chs BaggetT, Director
N. C. State Clearinghouse
Attachments
cc: Region J

1998
` t V ..' z
.? .,. rr.
41
A-A
116 West Jones Street Raleigh, North Carolina 27603-8003 Telephone [phone]
An Equal Opportunity / Affirmative Action Employer
-------- (' a ?? is T'
JUL 2 9 1993
Katie G. Dorsett, Secretary

NORTH CAROLINA DEPARTMENT OF
""`LLB
•'; `w t:_ 'til : ?:_,?... ENVIRONMENT AND NATURAL RESOURCES
5
M
. -?
_
7NCDENR
_ _
.. JAMES S. HUNTJR. ?
.:GOVERNOR 4t

_'
MEMORANDUM

TO: Chrys Baggett
-' w"""'E ""°E""'` State Clearinghouse

+ .. ?;
SECRETARY
FROM: Melba McGee
Environmental Review Coordinator
RE: 98-0853 FEIS Eastern Wake Expressway, Wake County
DATE: July 27,1998
We appreciate the thorough and responsible work the Department of
Transportation has presented in the FEIS. This is a substantial project and
has the possibility of impacting a number of sensitive resources. The
department has made every effort to analyze the issues and through
continued coordination and planning we feel considerable efforts have been
made to address our issues.
Although the Department of Environment and Natural Resources
concurs with the FEIS, our agencies have identified some additional
comments that need further clarification as this project proceeds into the
permit review process. The department encourages the Department of
Transportation to continue to work with our agencies in regards to
avoidance and minimization as this project moves forward.
_ Thank you for the opportunity to respond.
Attachments

hrs. aE
JUL 2 719961
N.C. STATE CLEAR(NGN
r.i^r

P.O. BOX 27687, RALEIGH NC 2761 1 -7687 / 512 NORTH SALISBURY STREET, RALEIGH NC 27604
PHONE [phone] FAX [phone] WWW.EHNR.STATE.Nc.us/EHNR/
AN EQUAL OPPORTUNITY /AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED/10% POST-CONSUMER PAPER
N?_Wr 1, , HCF , FhLLS Lt__ii.E

TEL 9 1`:,+-52_-9 1U1 _U N?.UIJ,-:, F.l
® North Carolina W ldlife Rmurces Commission L
512 N. Salisbury Street, Raleigh, North Carolina 27604-1188, 919-733-3391
Charles R. Fullwood, Executive Director
1II:MUhANDt iM
TO: Melba McGoc
Office of Legislative and Intergovernmental Affairs, DENR
PROM: David Cox, Highway Proje oordin or
Habitat Conservation Pro am 4?/
DATE: July 17, 1998
SUBJECT. Firml Fravironmental Impact Statement (FEIS) for the US 64 Bypais, from 1-440
to US 64 west of Wendell and the Eastern Wake Expressway from existing t)S
64 to SR 1007 (Poole Road), Wake County, North Carolina. I'l1' No. R-2547/R-
2641, SCH Project No. 98-E-0853.
Staff biologists with the N. C. Wildlife Resources Commission (NCWRt_) have
reviewed the subject FEIS and are familiar with habitat values in the.project area. The purpose
of this review was to assess project impacts to fish and wildlife resources. Our comments are
provided in accordance with certain provisions of the National Environmental Policy Act (42
U.S.C. 43 2(2)(c)) and the Fish and Wildlife Coordination Act (48 Stat. 401, a :irncnded; 16
U.S.C:. 661-667d).
The proposed project involves the construction of a multi-lane freewav c'n new location
from 1-440 to the existing US 64 freeway section near Wendell. A three mil; w,:lion (jr the
Eastern Wake Expressway between existing US 64 and Poole Road will also be constructed as
part of this project. Three Build alternatives were studied as well as the No-build and the
Transportation Management System alternatives. All build alternatives originate at a common
point ors I-440, share R and C alternate alignments in the vicinity of the proposed Anderson Point
Park, and have common Eastern Wake Expressway segments. The build alternatives differ in the
locations of the eastern terminal along existing US 64 near Wendell,
Based on the information contained in the FEIS and in light of the alignment Shifts in
Alternative S3, we concur with the preferred alternative for this project, Hnwevi:r, we
recommend that * C DO'I* continue to minimize wetland and stream impacts and document these
minimization efforts for inclusion in the `404' permit application. NCDOT should also begin
efforts to identify wetland and stream mitigation for this project. In light of the difficulty
NCDOT has experienced finding suitable mitigation for the impacts on other projects in the
vicinity. NC:DOT hould not wait until the permit application has been circulated to look for
mitigation.
I
't'hank you fb the opportunity to review and comment on this DEIS. if •.%,c Cara further
assist your off ice, please contact me at [phone].
NC DWQ WQ ENUSCI Fax:[phone] Jul 14 '93 10:52 P.05i11
State of North Carolina
Department of Environment
and Natural Resources 4 • •
Division of Water Quality
James S. Hunt, Jr., Governor D E N R
Wayne McDevitt, Secretary A. Preston Howard, Jr., P.E., Director
July 13, 1998
MEMORANDUM
To: Mary Kiesau
Through: John Donne
From: Cyndi Boll C,
Subject: Final Environmental Impact Statement for US 64 Bypass from I440 to US 64
west of Wendell and Eastern Wake Expressway from existing US 64 to US 64
Bypass in Wake County
State Project No. 8.1402202, T.I.P. Nos. R-2547/R-2641,
DENR # 98-0853, DWQ # 12133
The referenced document has been reviewed by this office. The Division of Water
Quality (DWQ) is responsible for the issuance of the Section 401 Water Quality Certification for
activities which impact waters of the state including wetlands. Construction of the Preferred
Alternative (3-3B Revised) will involve fill in up to 25.9 acres of jurisdictional wetlands and
7.12 acres of fill in waters. DWQ, offers the following comments based upon review of the FF_IS:
A) DWQ appreciates the efforts made by DOT to reduce wetland and stream impacts
associated with Alternative S-3B. Based upon DOT's efforts to develop this alternative
in cooperation with the review agencies, DWQ endorses the revised version of S-313
(Preferred Design Alternative).
B) As this project corridor is located in the Neuse River Basin, it is crucial that DOT
demonstrate avoidance and minimization of wetland and stream impacts (i.e., bridging of
riparian wetlands). Section 15A NCAC 02B .0200(t) of T15A: 02B .0233, Neuse River
Basin: Nutrient Sensitive Waters Management Strategy: Protection and Mai:nte once of
Existing Riparian Areas states:
Roads, bridges, stormwater management facilities, ponds, and utilities may be
allowed where no practical alternative exists. These structures shall be located.
designed, constructed, and maintained to have minimal disturbance, to provide
maximum nutrient removal and erosion protection, to have the least adverse effects
on aquatic life and habitat, and to protect water quality to the maximum extent
practical through the ime of best management practices.
P.O. 19ox 29535, Paleigh, North Cmulina 27626.0535 Telephone [phone] PAX 919.733-9919
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
NC DWQ WQ ENVSCI Fax:[phone] Jul 14 '98 10:52 P.06i11
Ms. Mary Kiesau memo
July 13, 1998
Page 2 of 3
In accordance with 15A NCAC 28.0233, DOT is required to maintain a 54-foot
vegetated buffer to each side (100 feet total) of Intermittent and perennial streams, to
the maximum extent practical. This project does not require stream relocations. but
DOT should take note of this buffer requirement at crossings or where streams are
within 50 feet of the right-of-way. Where the required buffer width cannot be
provided, design and right-of-way constraints should be thoroughly described and
illustrated Also, DOT is required to ensure that stormwater runoff will not be
directed into surface waters prior to some form of treatment (i.e. diversion through
vegetated swales). This means that weep holes will not be permitted on bridge decks
over open water.
C) Since this project is located within the Neuse River B a" we recommend
implementation of High Quality Storm Erosion Control Measures and Design Standards
in Sensitive Watersheds (15A NCAC 04B .0024) for the entire project corridor. We. also
ask DOT to determine if any long-term stormwater measures can be implemented in the
roadside environmental design to reduce nutrient runoff into streams. For example, is it
possible to incorporate landscaping with native vegetation to provide a buffer near stream
crossings? We discourage implementation of any landscaping requjring intensive
chemical treatment or fertilization, particularly near stream crossings. For example,
placement of "wildflower" beds (especially non-native wildflowers) as part of NCDOT's
Wildflower Program is discouraged.
D) DOT has pursued location of a wetland mitigation site(s) concurrent to development of
the preferred alternative, and intends to develop the mitigation plan during the permitting
phase of this project. No site has thus far been spccMcd by DOT or approved by DWQ.
DOT is reminded that a complete wetland mitigation plan will be necessary to complete
the application for a 401 Water Quality Certification. In accordance with 15A NCAC
2H.0506(h)(6), a minimum of 1:1 restoration or creation of wetlands is required. Given
the magnitude of wetland impacts, we strongly encourage DOT to develop the wetland
mitigation plan in the immediate future. The mitigation plan should address how DOT
intends to replace the functions and values lost for riparian and non-riparian impacts.
DOT is advised that issuance of the 401 Water Quality Certification will be contingent
upon DOT's commitment to implement wetland mitigation prior to or during
construction of the highway project. NCDOT is also advised that, in accordance with
DWQ Wetland Rules (15A NCAC 2H.0506(h)(3) ), the Wetland Restoration Program
will be available to use for wetland mitigation.
E) DOT has; provided adequate descriptions of the streams to be impacted by this project,
however, linear distances of these impacts were not included. DOT is reminded that new
crossings and/or channel changes requiring losses in excess of 150 feet linear distance of
any single perennial stream will require mitigation in accordance with DWQ Wetland
Rules { 15A NCAC 2H.0506(b)(6)). DOT has not addressed stream mitigation in the
FEIS. DOT should be aware that a stream mitigation plan suitable to replace the
tunctioas and values of the existing streams will also be required with the permit
application. Therefore, we advise DOT to pursue development of a stream mitigation
plan during the design process. DOT is also reminded that the Wetland Restoration
Program will be available to use for stream mitigation.
NC DWQ WQ ENVSCI Fax : [phone] Jul 14 '96 10:53 P.07/11
Ms. Mary Mesau memo
July 13, 1993
Page 3 of 3
F) We encourage XCDOT to investigate whether or not temporary fill will be required
during construction to build haul roads and place culverts. We suggest that NCDC7r
include this information with the permit application, rather than applying for a permit
modification after the project has been let to contract NCDOT is advised that full
restoration (including removal or nu material and planting(monitoring of vegetation) of
temporary fill areas exceeding one acre will be required in accordance with Condition #4
of General Certification 3114 (Nationwide Permit 33). All temporary fill material must
be removed from construction access areas. On May 27, 1997, DWQ submitted a draft
restoration policy far temporary impact areas to NCDOT. We anticipate finalization of
this policy prior to the construction of this project.
Based upon the, description providers in the FW, an Individual 401 Water Quality
Certification will be required for this project. Final permit authorization will require formal
application by NCDOT and written concurrence from DWQ. Please be aware that this approval
will be contingent upon evidence of avoidance and minimization of wetland and stream impacts
to the extent practical, and provision of wetland and stream mitigation where necessary.
DWQ appreciates the opportunity to provide comments on the FEIS, DOT ss mWndcd
that issuance of a 401 Water Quality Certification requires satisfaction of water quality concerns,
to ensure that water quality standards are met and no wetland or stream uses are lost. Questions
regarding the 401 Certification Program should be directed to Cyndi Bell at [phone] or
Qd_i Boll @h2g.enr_ctate.n_s nc in DWQ's Water Quality Environmental Sciences Branch.
Cc: Eric Alsmeyer, COE, Wilmington
Tom McCartney, FWS
David Cox, WRC
Danny Smith, WRO
R2547FEIS

Division of Air Quality
July 15, 1998
MEMORANDUM
To: Melba McGee, Office of Intergovernmental and Legislative Affairs
From: Alan Klimek, Director -?
Subject: Project No. 98E-0853
Final Environmental Impact Statement
US 64 Bypass from I-440 to US 64 West of Wendell and the Eastern Wake
Expressway
Wake County
The Division of Air Quality has reviewed the above Final Environmental Impact
Statement. The Division has no further comments other than what has been previously stated in
response to Project 96E0117 (Draft Environmental Impact Statement).
Should you require further information in this regard, please advise.
M. Holly Groce
wake7.spp
NORTH CAROLINA STATE CLEARINGHOUSE
DEPARTMENT OF ADMINISTRATION
INTERGOVERNMENTAL REVIEW
STATE NUMBER: 98-E-4220-0853 F02
DATE RECEIVED: 06/24/1998
AGENCY RESPONSE: 07/20/1998
REVIEW CLOSED: 07/24/1998
Ms. Renee Gledhill-Earley
Clearinghouse Coordinator
Dept. of Cultural Resources
Archives-History Bldg.
Raleigh NC
REVIEW DISTRIBUTION
Dept. of Agriculture
Dept. of Crime Cont./ Public Safety
Dept. of Cultural Resources
Dept. of Environment & Natural Res
Triangle J Council of Governments
D)ag
Uiy
.93
?1jSTOFr,-. 19
PROJECT INFORMATION
APPLICANT: N.C. Department of Transportation
TYPE: National Environmental Policy Act ?, ???
ERD: Final Environmental Impact Statement
DESC: Proposed US 64 Bypass from I-440 to US 64 West of Wendell and Eastern Wake
Expressway from Existing US 64 to US 64 Bypass; TIP #R-2641
CROSS-REFERENCE NUMBER: 96-E-4220-0117
The attached project has been submitted to the N. C. State Clearinghouse for
intergovernmental review. Please review and submit your response by the above
indicated date. If additional review time is needed, please contact this office
at [phone].

,
AS A RESULT OF THIS REVIEW THE FOLLOWING IS SUBMITTED:
NO COMMENT
F-1 COMMENTS ATTACHED
SIGNED BY:
DATE : ?I I 0
"JUL 0 6 1^08

RECO EU
.11 ! i_ 2 0 1998
N.C. STATE CLEARINGHOUSE
'JUN 2 91998

HTD?
?l?34J
moo. ???
\ CA
August 21, 1998
TOWN OF KNIGHTDALE
950 Steeple Square Court • PO Box 640 0 Knightdale, NC 27545
Office [phone] 0 Fax [phone]
Mr. William D. Gilmore, P. E., Manager
Planning and Environmental Branch
North Carolina Department of Transportation
P. O. Box 25201
Raleigh, NC 27611-5201
Dear Mr. Gilmore:
. r?
M;;S 2 7 1998
The Town of Knightdale has reviewed the final Environmental Impact Statement (FEIS) for the
U.S. 64 Bypass and the Eastern Wake Expressway from the existing U.S. 64 to the proposed U.S.
64 Bypass. The preferred alternative identified in the FEIS, S3, is also the one preferred by the
Town. We understand that the SB3 alternative follows approximately 90% of the protected
corridor. The realignment between Smithfield Road and Knightdale-Eagle Rock Road to avoid
valuable wetlands was expected.
In September of 1995, the Town of Knightdale provided comments on the Draft Environmental
Impact Statement (DEIS). The Town of Knightdale agrees with the Department of
Transportation's response to our concerns as given on page 55 of the FEIS.
At their August 18, 1998 meeting Town Council identified several concerns to be addressed
during the design phase. Specifically, they requested consideration of the following:
A grade separation is planned at the intersection of Lynnwood Road and the Eastern
Wake Expressway. The Town is naturally concerned.about the noise, pollution,
visual and other environmental impacts on adjoining neighborhoods. Evaluation of
the bridge options should include the elevation of Lynnwood Road above the outer
loop. The Town would support the option with the least significant negative
impacts.
The HIS indicates that the project will initially be constructed as a four-lane
freeway to be widened to six lanes when traffic warrants. The Town supports
increasing the scope of this project to six lanes.
• The Town strongly supports efforts to fully fund and expedite the construction of the
US 64 Bypass and Eastern Wake Expressway.
The importance of this project to the entire metropolitan planning area cannot be over
emphasized. Last year, as part of the Transportation Improvement Plan (TIP) request,
both the Technical Coordinating Committee and the Technical Advisory Committee of
pass as one of this region's three most critical projects.
CAMPO identified the US 64 By
The Town of Knightdale looks forward to working with DOT during the design phase on
the concerns listed above, as well as noise abatement. The Town's Planning staff is
available to assist in any way possible to facilitate this project. If you have any questions
or need any information, please contact the Town's Planning Director, Melinda Clark, at
217-2240. Thank you for your consideration
Sincerely,
Cc: Melinda Clark, Planning Director
NOTICE OF A PRE-HEARING OPEN HOUSE
? ?4 D FORMAL DESIGN PUBLIC HEARING
n?'n FOR US 64 BYPASS AND
THE EASTERN WAKE EXPRESSWAY
4.0 X
.1402202 R-2547/R-2641 Wake County
The North Carolina Department of Transportation will hold the fo wing public meetings on
August 31, 1999, for the proposed US 64 Bypass from the interchange with 1-440 to
existing US 64 west of Wendell, including a portion of the Eastern Wake Expressway from
existing US 64 to the US 64 Bypass:
A Pre-hearing Open House will be held between the hours of 4:00 PM and 6:00 PM in
the auditorium of East Wake High School located at 5101 Rolesville Road in
Wendell.
Interested individuals may attend this open house at their convenience during the above-
stated hours. DOT representatives will be present in an informal setting to provide
information and answer questions about the proposed projects. There will be no formal
presentations at the open house. An opportunity to register to speak at the formal design
hearing will be provided at the open house and prior to the hearing.
The Formal Design Public Hearing will convene at 7:00 PM at the same location and
will be open for statements, questions, or comments.
The formal design hearing will consist of an explanation of the proposed design of the
project. In addition, right of way requirements and procedures, relocation advisory
assistance, and the Federal-State relationship will be explained. Additional materials may
be submitted for a period of 30 days following the date of the hearing to:
C. B. Goode, Jr., P.E., P. O. Box 25201, Raleigh, NC 27611.
Under this project, DOT proposes to construct a few-lane divided facility with control of
access on new location. Additional right of way and the relocation of homes and
businesses will be required for construction. Anyone desiring additional information may
contact Mr. Goode at the above address or call 919-250-4092.
A copy of the Final Environmental Impact Statement and a map are available for public
review in the Citizens Participation Unit located at DOT's Century Center Complex near
the intersection of 1-440 and Poole Road and at the Town Hall in Knightdale located at 950
Steeple Square Court.
In compliance with the Americans with Disabilities Act, auxiliary aids and services will be
provided, upon request. To receive special services, please contact Mr. Goode at the
above address or send a fax to 919-250-4208 one week prior to the date of the hearing.

NOVEMBER 8, 2000
CONCURRENCE MEETING UPDATE
US 64 BYPASS AND
EASTERN WAKE EXPRESSWAY
WAKE COUNTY
FROM I-440 TO US 64 WEST OF WENDELL AND FROM
EXISTING US 64 TO SR 1007 (POOLE ROAD)
(TIP No. R-2547/2641)
State Project No. 8.1402202
Federal-Aid Project No. MAF-36-1(33)
November 7, 2000
TIP Project No. R-2547/2641
US 64 BYPASS FROM I-440 TO US 64 WEST OF WENDELL AND EASTERN WAKE
EXPRESSWAY FROM EXISTING US 64 TO SR 1007 (POOLE ROAD)
Table of Contents
ITEM Page
Project History 1
Purpose of Meeting
Environmental Issues
Attachments
ITEM Page
Project Location Map A-1
Project Breakdown Map A-2
FEIS Signature Cover A-3
Purpose and Need A-4
ROD Cover A-11
Agency Responses A-12
Project History
The US 64 Bypass was let to a Consulting Engineering Firm to prepare an Environment Impact
Statement (EIS) in 1992. The project Scoping Letter was sent out in October 1992. A Draft EIS
was prepared and published in the Federal Register for comment. On May 4, 1998 the Final EIS
was approved by the Federal Highway Administration (FHWA) with a Record of Decision
(ROD) issued on August 30, 1999.
Based on several meeting NCDOT received concurrence on avoidance and minimization of
jurisdictional impacts for US 64 Bypass, and for the Eastern Wake Expressway from existing US
64 to the interchange with proposed US 64 Bypass from the US Army Corps of Engineers,
Regulatory Branch on September 17, 1997.
The Final EIS stated "It is anticipated that this project will impact a total of 25.91 acres of
wetlands."
Based on several meeting NCDOT received concurrence on the preferred alternative for the
Eastern Wake Expressway from its planned interchange with US 64 Bypass to south of Poole
Road and the support for the selection of Alternative W from the US Army Corps of Engineers,
Regulatory Branch on June 2, 1999.
Purpose of Meeting
The following are NCDOT's goals for this meeting:
¦ Being the Merger Team up to date regarding the status of R-2547 and R-2641;
¦ Provide a refined estimate of environmental impacts and mitigation, see Estimated of
Jurisdictional Impacts and Mitigation Costs;
¦ Concurrence Checklist Approval from the Merger Team regarding the planning and
design process that NCDOT followed regarding the project.
Environmental Issues
R-2547 BA, BB, C & CC and R-2641 are currently under design in both Roadway and
Hydraulics. The attached ESTIMATE OF JURISDICTIONAL IMPACTS AND
MITIGATION COSTS AS OF 11/3/00 detail the estimated impacts for each section. The
NCDOT Project Development and Environmental Analysis Branch, Natural Systems staff is,
currently, finalizing mitigation issues with NC - DENR, Wetland Restoration Program staff.
Upon the resolve of the mitigation issues the NCDOT Project Development and Environmental
Analysis Branch will be submitting for permits on both project; this submission is anticipated
prior to January 2001.
AGENCY RESPONSES
Agency
Scoping Comments DEIS Comments
In DEIS In FEIS
USDOT
US - EPA
US Army Corps of Engineers -
Planning Division
US Army Corps of Engineers -
Special Studies and Flood
Plain Services Section
US Army Corps of Engineers -
Regulatory Branch
US Department of Interior -
Bureau of Mines
US Fish and Wildlife Service
US Department of Agriculture -
Natural Resources
Conservation Service
USDOT - FHWA, Region 4
USDOT - FTA, Region 4
NC-DEHNR, Legislative and
Intergovernmental Affairs
NC-DEHNR, Division of
Environmental Management
NC-DEHNR, Division of
Forest Resources
NC-DEHNR, DEM
Air Quality
NC-DEHNR,
Planning and Assessment
NC-DEHNR, Division of Soil
and Water Conservation
NC-DEHNR, Division of
Parks and Recreation
NC-DEHNR, Division of
Land Resources
NC-Wildlife Resources
Commission
NC-Department of Cultural
Resources, Division of
Archives and History
County of Wake
City of Raleigh
Town of Knightdale
December 3, 1992
January 6, 1994
December 2, 1992
December 10, 1993
September 8, 1995
October 5, 1995
October 5, 1995
September 17, 1997
June 2, 1999
December 16, 1995
August 1, 1995
January 11, 1995
July 7, 1995
December 4, 1992
December 13, 1993
September 29, 1995
September 29, 1995
November 5, 1992
December 8, 1992
December 4, 1992
November 16, 1992
October 26, 1992
November 23, 1992
December 22, 1993
November 18, 1994
August 9, 1995
September 18, 1995
August 14, 1995
September 29, 1995
September 6, 1995
December 1, 1997
October 26, 1995
November 3, 1995
September 21, 1995
R-2547 & R-2641
11/07/00
ESTIMATE OF JURISDICTIONAL IMPACTS AND MITIGATION COSTS AS OF 11/3/00
Wake County. Knightdale Bypass. US 64 from I-440 (Raleigh Beldine) to existing US 64 near SR 1003,
I-440 from 0.83 mile south of US 64 to Poole Road, and a portion of the East Wake Expressway from
Existing US 64 to the Proposed US 64 Bypass. State Project No 81402202. Federal Aid Project No. NHF-
DPI-0199(004). TIP Nos. R-2547 and R-2641.
Table 1: Jurisdictional (Clean Water Act) and Neuse Buffer Impacts
Section Wetland
Impact
(ac) Stream
Impact (ft) On-Site
Stream
Relocation(l) Neuse Buffer Impacts (2) Cost of
Project
M $
Zone 1 Zone 2
R-2547BA 1.84 1061 0 3.53 2.39 41.15
R-2547BB 2.58 731 0 1.44 1.03 47.8
R-2547C 6.31 3211 535 8.63 5.66 33.6
R-2547CC 2.75 3496 787.2 4.22 3.01 2.5
R-2641 1.54 2330 0 3.19 1.08 57.0
TOTAL 14.79 10829 1322.2 21.01 13.17 182.05
1. Natural Stream Channel Design procedures used.
2. Allowable and Allowable with Mitigation
Table 2: Mitigation

Section Wetland Mitigation
Needed At 2:1 Ratio
(ac) Stream Mitigation Needed
Off-Site at 2:lratio (ft)
Neuse Buffer Mitigation
Zone 1 (ac)1 Zone 2 (ac)2
R-2547BA 3.84 2122 10.59 3.59
R-2547BB 5.16 1462 4.32 1.55
R-2547C 12.62 5352 25.89 8.49
R-2547CC 5.5 5418 12.66 4.52
R-2641 3.08 4660 9.57 1.62
TOTAL 32.73 19014 63.03 19.77
1. Zone 1=acreage(3)
2. Zone 2=acreage(1.5)
Table 3: Mitigation Costs ($)
Section Wetland
Mitigation
Costs (2:1
Ratio WRP)1 Stream
Mitigation
Costs (2:1
Ratio WRP) Neuse Buffer Mitigation
Costs (at $41625/acre) Total
Payment to
WRP
Zone 1 Zone 2
R-2547BA 92,160 265,250
R-2547BB 123,840 182,750
R-2547C 302,880 669,000
R-2547CC 726000 677,200
R-2641 73,920 582,500
TOTAL 1,318,800 2,376,700 2,623,624 822,302 7,141,426
1. Assume $24,000 per acre (Riverine wetlands)
2. Acreage (3)($41,625). Acreage rounded up to nearest quarter acre.
3. Acreage(1.5)($41,625). Acreage rounded up to nearest quarter acre.
WATF
F Michael F. Easley, Governor
Q
9
OC? QG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
\
Crj 7
- Alan W. Klimek, P.E. Director
] Division of Water Quality
o ?
August 7, 2002
Wake County
DWQ Project No. 021131
TIP R-2547 & R-264 1
APPROVAL OF 401Water Quality Certification and ADDITIONAL CONDITIONS and Neuse River Buffer
Rules
Mr. William D. Gilmore, P.E., Manager
Planning and Environmental Branch
North Carolina Department of Transportation
1548 Mail Service Center
Raleigh, North Carolina, 27699-1548
Dear Mr. Gilmore:
You have our approval, as described in your application dated June 28, 2002, and in accordance with the attached
conditions and those listed below, to place fill material in 0.95 acres of wetlands for the purpose of constructing the
Marks Creek Mitigation Site. The project shall be constructed in accordance with your application dated June 28,
2002. After reviewing your application, we have decided that this fill is covered by General Water Quality
Certification Number 3353. This certification corresponds to the Nationwide Permit 27 issued by the Corps of
Engineers. This approval is also valid for the Neuse River buffer rules (15A NCAC 2B .233). In addition, you
should acquire any other federal, state or local permits before you proceed with your project including (but not
limited to) Sediment and Erosion Control, Non-Discharge and Water Supply Watershed regulations. This approval
will expire when the accompanying 404 permit expires unless otherwise specified in the General Certification.
This approval is valid solely for the purpose and design described in your application (unless modified below).
Should your project change, you must notify the DWQ and submit a new application. If the property is sold, the
new owner must be given a copy of this Certification and approval letter, and is thereby responsible for complying
with all the conditions. If total wetland fills for this project (now or in the future) exceed one acre, or of total
impacts to streams (now or in the future) exceed 150 linear feet, compensatory mitigation may be required as
described in 15A NCAC 2H.0506 (h) (6) and (7). ). This approval shall expire with the corresponding Nationwide
Permit expires or as otherwise provided in the General Certification. For this approval to be valid, you must follow
the conditions listed in the attached certification and any additional conditions listed below.
1. Stormwater shall be directed to sheetflow at nonerosive velocities through the protected stream buffers.
2. Upon completion of the project, the NCDOT shall complete and return the enclosed "Certification of
Completion Form" to notify DWQ when all work included in the 401 Certification has been completed. The
responsible party shall complete the attached form and return it to the 401/Wetlands Unit of the Division of
Water Quality upon completion of the project.
3. Issuance of this certification does not guarantee that the NC Division of Water Quality will approve any of the
proposed wetland or stream mitigation for use. The applicability and quantification of mitigation from this site
will be decided on a case-by-case basis as requests for use of the site for mitigation occurs.
T
RMEW
N. C. Division of Water Quality 1650 Mail Service Center Raleigh, NC 27699-1650 [phone]
Customer Service: 1 800 623-7748

F W A TF Michael F. Easley, Governor
`O?0 9pG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
? 7 Alan W. Klimek, P.E. Director
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must
act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition, which
conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O.
Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final and binding unless you ask for
a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you
have any questions, please contact John Hennessy at 919-733-5694.
Sincerely,

Alan W. Klimek, P.E.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
DWQ Raleigh Regional Office
File Copy
Central Files
c:\ncdot\TIP R-2547\wgc\021131wgc.doc
021131

STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
MICHAEL F. EASLEY
GOVERNOR
?s
F >'..._
Do TIPPETT
SECRETARY
June 28, 2002
U. S. Army Corps of Engineers
6508 Falls of the Neuse Road, Suite 120
Raleigh, North Carolina 27615
N.C. Division of Water Quality
Wetlands/401 WQC Unit
1621 Mail Service Center
Raleigh, North Carolina 27699
ATTN.: Mr. Eric C. Alsmeyer
Regulatory Permit Manager
Dear Sir:
Mr. John Dorney
Unit Supervisor
Subject: Application for Nationwide Permit #27, Section 404 and 401 authorization
for the Marks Creek, Phase II Stream and Wetland Mitigation Site.
The North Carolina Department of Transportation (NCDOT) proposes to convert a 10
acre man-made pond adjacent to the proposed Knightdale Bypass (R-2547) southeast of
Knightdale to a stream and wetland mitigation site. The Marks Creek, Phase II stream and
wetland mitigation project will restore 3,200 linear feet of stream channel (unnamed tributary
to Marks Creek) and 8.5 acres of bottomland hardwood forest wetlands, which had been
previously flooded by a pond. Another 1.6 acres of wetland will be created in the non-hydric
soil around the edge of the pond. Due to further refinement of the design process, the wetland
mitigation acreages differ slightly from those reported in the attached Marks Creek, Phase II
Stream and Wetland Mitigation Plan (i.e. 8.4 acres and 2.3 acres).
Purpose and Need: The Marks Creek mitigation site will restore stream and wetland habitat
and water quality functions to mitigate for wetland and stream impacts from roadway projects
in the Marks Creek watershed.
Summary of Impacts:
The construction of the Marks Creek Phase II mitigation project will temporarily impact up to
0.95 acres of shrub-herbaceous wetlands along the three tributaries entering the pond. These
wetlands will be impacted during the stream restoration process, but should reform along with
the bottomland hardwood wetland community created along the streams.
RESOURCE STATUS
Marks Creek Phase II Mitigation Site:
The project is located on an unnamed tributary to Marks Creek just south of the proposed
Knightdale Bypass. The watershed is approximately 426 acres in size. At present, about one
third of the watershed has been impacted by development including agriculture, residential
development, power line right-of ways, and a power substation. The remainder of the basin is
in a fairly natural state.
A maintained/disturbed community is located along the southern shore of the drained pond.
Two houses and a number of outbuildings had occupied a significant portion of this area. The
buildings were demolished in May 2002 leaving scattered large oaks and disturbed areas. A
mesic-mixed hardwood community lies north of the pond. Past land use activities, most
notably logging, have greatly impacted this community. The dominant canopy species include
yellow popular, (Lirodendron tulipifera), red oak (Quercus rubra), sweetgum (Liquidambar
styraciflua), and loblolly pine (Pinus taeda). The understory is composed of alder (Alnus
serrulata), oak species (Quercus sp.), and saplings of the canopy species. This community
extends north to the right-of-way for the bypass.
Along the unnamed tributaries just above the old pond elevation are three shrub-herbaceous
wetland communities totaling 0.95 acres in size (see Exhibit 2.2.1 of the attached Stream and
Wetland Mitigation Plan). This community is composed of alder, black willow (Salix nigra),
elderberry (Sambucus canadensis), softrush (Juncus effusus), nut-rush (Scirpus sp.), jewelweed
(Impatiens capensis), and scattered saplings of sweetgum, water oak (Quercus nigra), and red
maple (Acer rubrum). These areas have been impacted by the creation of the pond, unstable
hydrology, and other past land use activities, including timbering.
A 10-acre drained pond exists on the site. The soil survey for Wake County documents the
pond as a recent addition to the landscape (USDA, 1970). The pond was created by the
construction of an earth dam at a natural narrowing of the valley approximately 600-feet
upstream of the confluence with Marks Creek. A 15-inch vertical riser with an open top
located in the pond maintained a maximum water depth of approximately 15 feet at the dam.
The pond was drained in July 2001 by siphoning the water over the dam. The existing pond
bottom consists of hydric soils through the deeper areas. The small streams are downcutting
through the old pond sediments and invasive herbaceous species are beginning to grow. The
higher edges on the pond bottom consist of non-hydric soils.
Below the pond dam is a wetland area, approximately 25 acres in size, which is heavily
influenced by beaver activity. This wetland area and surrounding upland buffer is the focus of
Phase I of the Marks Creek Mitigation Plan and is the subject of a separate report.
PROTECTED SPECIES
Plants and animals with Federal classification of Endangered (E) or Threatened (T) are
protected under provisions of Section 7 and Section 9 of the Endangered Species Act of 1973,
as amended. As of March 23, 2001, the U.S. Fish and Wildlife Service (FWS) lists four
federally protected species for Wake County (Table 2).
Table 2. Federally Protected Species for Wake County
SCIENTIFIC NAME COMMON NAME STATUS
Alasmidonta heterodon dwarf wedge mussel E
Haliaeetus leucocephalus bald eagle T
Rhus michauxii Michaux's sumac E
Picoides borealis red-cockaded woodpecker E
"E" denotes Endangered (a species that is in danger of extinction throughout all or a
significant portion of its range).
"T" denotes Threatened "likely to become endangered within the foreseeable future
throughout all or a significant portion of its range."
A biological conclusion of "No Effect" was reached for all species based on on-site surveys.
The results of the surveys indicate that there will be no effect on the species.
Marks Creek Mitigation Site
The NCDOT (North Carolina Department of Transportation) purchased a 228-acre parcel from
Mr. Temple Sloan in June 2000. Approximately 162 acres of the parcel will be impacted by
the proposed Knightdale Bypass, leaving 66 acres of land available for on-site mitigation. The
mitigation will be developed in two Phases. Phase I focuses on the preservation and
enhancement of wetland areas located along the eastern edge of the property and preservation
of adjacent upland buffer.
Phase II focuses on the existing pond also located adjacent to the proposed right-of-way.
Phase II will provide stream restoration and wetland restoration and creation. The project site
is located approximately two miles southeast of Knightdale off Knightdale-Eagle Rock Road
(SR 2501). The site is immediately adjacent to the right-of-way for the proposed Knightdale
Bypass.
Project Description: Phase II focuses on a 10-acre pond located on the Sloan Property. The
pond is located on an unnamed eastward-flowing tributary to Marks Creek, which is a tributary
to the Neuse River. Three tributaries feed the pond. The project involves restoring the
unnamed tributary to a natural state. Following the draining of the pond and removal of the
dam, a new stable channel for the stream will be created. By reconnecting the stream to its
original floodplain, this Priority I restoration will yield approximately 3,200 linear feet of
stream restoration (see Exhibit 5. 1.1 of the attached Marks Creek, Phase II Stream and Wetland
Mitigation Plan).
The wetland mitigation plan includes restoration (8.5 acres) and creation (1.6 acres) within the
area delineated by the former pond footprint (see Exhibit 5.2.5 of the attached Marks Creek,
Phase II Stream and Wetland Mitigation Plan). The target vegetative community is a
bottomland hardwood forest. Wetland restoration will be based on the hydric soils while
creation will be based on non-hydric soils. Grading will be minimized in the area delineated as
having hydric soils (USDA, 1970). Site modifications will attempt to provide adequate
hydrology for those vegetative species proposed for planting.
Phase II of the Marks Creek Mitigation Site will yield approximately 3,200 linear feet of
stream restoration and approximately 8.5 acres of wetland restoration and 1.6 acres of wetland
creation. A full description of the stream and wetland mitigation plans can be found in the
attached Marks Creek, Phase II Stream and Wetland Mitigation Plan.
REGULATORY APPROVALS
Application is hereby made for a Department of the Army Nationwide Permit #27 and a
401 Water Quality Certification from the Division of Water Quality. In compliance with
Section 143-215.31)(e) of the NCAC we have enclosed a check for $475.00 to act as payment
for processing the Section 401 permit application. We are providing seven copies of this
application to the North Carolina Department of Environment and Natural Resources, Division
of Water Quality, for their review.
If you have any questions or need additional information please call Ms. Lei Lani
Paugh at [phone].
Sincerely,
??•- V. Ch es Bruton, Ph.D., Manager
Office of the Natural Environment
Pre-Construction Notification (PCN) Application Form
Office Use Only: Form Version
February 2002
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather
than leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
X Section 404 Permit
? Section 10 Permit
X 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
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 (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: North Carolina Department of Transportation
Mailing Address: 1548 Mail Service Center
Raleigh, NC 27699-1548
Telephone Number:-919-733-3141 Fax Number:
E-mail Address:
2. Agent 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:
Company Affiliation:
Mailing Address:_
Telephone Number: Fax Number:
E-mail Address:
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: Marks Creek Mitigation Site Phase II
2. T.I.P. Project Number or State Project Number (NCDOT Only):
Note: Mitigation to be used for R-2547 and R-2641
3. Property Identification Number (Tax PIN):
4. Location
County: Wake Nearest Town: Knightdale
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): Project site is located on
Sloan Property, off Knightdale-Eagle Rock Road 2 miles southeast of Knightdale.
See Attached Marks Creek, Phase II Stream and Wetland Mitigation Plan
Site coordinates, if available (UTM or Lat/Long):
(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. Describe the existing land use or condition of the site at the time of this application:
10 acre drained pond, homesite, old pasture, timbered woodland
7.Property size (acres): 228 acres
8.Nearest body of water (stream/river/sound/ocean/lake): UT to Marks Creek
9. River Basin: Neuse
(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/.)
10. Describe the purpose of the proposed work: To restore 3,200 linear feet of stream
channel and 8.5 acres of bottomland hardwood forest wetlands which had been
previously flooded by the pond. Another 1.6 acres of wetland will be created in the
non-hydric soil along the edges of the pond.
11. List the type of equipment to be used to construct the project: Trackhoe,
dozer, and other earth moving equipment.
12. Describe the land use in the vicinity of this project: Approximately one third of the
watershed is in agriculture, residential development, and electric utility development.
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.
1. Provide a brief written description of the proposed impacts: The existing unstable
stream channels forming in the former pond bottom will be restored to a stable
dimension, pattern , and profile using Rosgen techniques of natural channel design.
Approximately 0.95 acres of disturbed wetland will be temporally impacted during
the restoration work. Wetlands will be re-created along the restored stream channels.
2. Individually list wetland impacts below:
Wetland Impact Area of Located within Distance to
Site Number Type of
*
Impact 100-year Nearest ***
Type of Wetland
(indicate on Impact (acres) Floodplain** Stream (linear
ma) (yes/no) feet)
A Grading 0.1 0 Headwater-Shrub
B Grading 0.26 0 Headwater-Shrub
C Grading 0.59 0 Headwater-Shrub

* List each impact separately and identify 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.)
List the total acreage (estimated) of all existing wetlands on the property: 27
Total area of wetland impact proposed: 0.95 for Phase II of the Mitigation Plan
Individually list all intermittent and perennial stream impacts below:
Stream Impact

Site Number
(indicate on

map)

Type of
Impact* Length of

Impact
(linear

feet)

Stream Name** Average

Width of
Stream Before

Impact
Perennial or
Intermittent?

(please specify)
Restoration 2900 UT to Marks Creek 1.5 ft 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.
nx 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.gov. 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: 3,200 linear feet of
Stream Channel will be Restored
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 Waterbody
(if applicable) Type of Waterbody

(lake, pond, estuary,
sound, bay, ocean, etc.)
Pond drained 10 Pond

List each impact separately and identify temporary impacts. Impacts include, but are not limited to:
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
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.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
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 existing unstable channels will need to be altered in order to restore them to a
natural stable form. Wetland areas and riparian buffers will then be restored adjacent to
the stream channels. Appropriate sediment and erosion control BMP's will be used
during construction.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .05 00, 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
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/iicwetlands/`strmgide.html.
1. 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.
Project is a mitigation site; see cover letter and attached Marks Creek, Phase II
Stream and Wetland Mitigation Plan,
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must
be reviewed and approved before it can be used to satisfy mitigation requirements.
Applicants will be notified early in the review process by the 401 /Wetlands Unit if payment
into the NCWRP is available as an option. 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):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes X 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 X
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 ?
IX. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
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
Yes ? No ? If you answered "yes", provide the following
information:
Any riparian buffers impacted during construction will be replaced along the restored
stream channels.
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
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2
extends an
additional 20 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.
X. Stormwater (DWQ Only)
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.
No impervious surfaces are proposed.
XI. Sewage Disposal (DWQ Only)
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
Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ?No X
Is this an after-the-fact permit application?
Yes ?No X
XII. 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's Signature
(Agent's signature is valid only if an authorization letter from the applicant is provided.)

021131
t s
WETLANDS G,'' UP
WA LLil
STREAM AND WETLAND MITIGATION PLAN
MARKS CREEK, PHASE II
Wake County, North Carolina
TIP Project No. R-2647111-2641
State Project No. 8.2712101
Federal Aid Project No. BRZ -1106(4)
North Carolina Department of Transportation
Project Development and Environmental Analysis Branch
No RrH C?al

v z
A ?o
F ?OF TRAN5
September, 2001

Prepared by:

Stantec

Stantec Consulting Services Inc.
801 Jones Franklin Road, Suite 300
Raleigh, NC 27606
Richard Kevin Williams, PE
Project Engineer
Michael P. Eagan
Project Biologist
TABLE OF CONTENTS

I

I
I
1.0 INTRODUCTION ...............................................................................................1
1.1 Background ............................................................................................1
1.2 Jurisdictional Impacts .............................................................................1
1.3 Mitigation .................................................................................................1
1.4 Project Description .................................................................................4
1.5 Project Vicinity ....................................................................................... 4
2.0 EXISTING CONDITIONS .................................................................................... 6
2.1 Watershed ............................................................................................... 6
2.2 Vegetative Communities .......................................................................... 6
2.3 Pond ........................................................................................................ 6
2.4 ' Soils .........................................................................................................9
2.5 Downstream .............................................................................................9
3.0 METHODOLOGY ..............................................................................................11
3.1 Pond ......................................................................................................11
3.2 Stream ...................................................................................................11
3.3 Wetland .................................................................................................14
4.0 REFERENCE CONDITIONS .............................................................................16
4.1 Stream ................................................................................:..................16
4.2 Wetland .................................................................................................16
5.0 PROPOSED CONDITIONS ...............................................................................21
5.1 Stream ................................................................................................... 21
5.2 Wetland ................................................................................................. 26
5.3 Water Budget Analysis ........................................................................... 32
5.4 HEC-RAS Analysis ................................................................................ 33
6.0 CONSTRUCTION ............................................................................................. 34
7.0 MONITORING PLAN .........................................................................................35
7.1 Stream Monitoring and Success Criteria ................................................ 35
7.2 Wetland Monitoring and Success Criteria .............................................. 35
7.3 Reporting ............................................................................................... 35
8.0 DISPENSATION OF PROPERTY ..................................................................... 37
9.0 SUMMARY AND RECOMMENDATIONS .......................................................... 38
10.0 REFERENCES ..................................................................................................39
APPENDIX A: SOILS DATA
APPENDIX B: SOUTH REFERENCE REACH
APPENDIX C: NORTH REFERENCE REACH
APPENDIX D: DETAILS OF STRUCTURES
APPENDIX E: WATER BUDGET ANALYSIS
APPENDIX F: HEC-RAS ANALYSIS

LIST OF TABLES
Table 1.2.1 Summary of Jurisdictional Impacts ........................................................... 1
'
Table 5.1.1 Morphological Characteristics of Project Streams .................................. 22
Table 5.2.1 Proposed Vegetative Planting by Zone .................................................. 32
LIST OF EXHIBITS
Exhibit 1.1.1 Project Vicinity ....................................................................................... .. 2
Exhibit 1.3.1 Sloan Property ...................................................................................... .. 3
Exhibit 1.5.1 Recommended Land Use in the Project Vicinity ..................................... .. 5
Exhibit 2.1.1 Existing Land Use in the Drainage Basin ............................................... .. 7
Exhibit 2.2.1 Existing Site Conditions ............................................................... 7a
Exhibit 2.3.1 Photograph of the Pond Prior to Draining ............................................... .. 8
Exhibit 2.4.1 Soils Map ............................................................................................... 10
Exhibit 3.1.1 Topographic Map .................................................................................. 12
Exhibit 3.2.1 Photograph of New Stream Channel ...................................................... 13
Exhibit 3.3.1 Hydric Soils Map .................................................................................... 15
Exhibit 4. 1.1 Reference Reach Location Map ............................................................. 17
Exhibit 4.2.1 Reference Wetland Location Map .......................................................... 18
Exhibit 4.2.2 Photographs of Reference Wetland ...................................................... 19
Exhibit 5.1.1 Plan View of Proposed Stream Alignment .............................................. 23
Exhibit 5.1.2 Typical Section of a Riffle ....................................................................... 24
Exhibit 5.1.3 Typical Section of a Pool ........................................................................ 24
Exhibit 5.1.4 Planting Plan .......................................................................................... 25
Exhibit 5.2.1 Cross Section Locations ........................................................................ 27
Exhibit 5.2.2 Cross Section Station 12+69.44 ............................................................. 28
' Exhibit 5.2.3 Cross Section Station 19+56.24 ............................................................. 29
Exhibit 5.2.4 Cross Section Station 22+71.40 ............................................................. 30
Exhibit 5.2.5 Proposed Wetlands Map ........................................................................ 31

I

1.0 INTRODUCTION

I
i
i
I

1

1.1 Background
The North Carolina Department of Transportation proposes to construct the US 64
Knightdale Bypass as a four to six lane divided highway. The project consists of the
Bypass (R-2547) which would extend from 1-440 (Raleigh Beltline) to existing US 64
near SR 1003 and a portion of the Raleigh Outer Loop (R-2641) from existing US 64 to
the proposed Bypass. This portion of the project will be approximately 13 miles long.
The project will also include the widening of 1-440 from 0.83 miles south of US 64 to
Poole Road. Exhibit 1.1.1 shows the segment of the Bypass from the proposed Outer
Loop to US 64.
The main purpose of the proposed Knightdale Bypass is to complete an important
freeway link in North Carolina's Intrastate Highway System. The link will reduce the
considerable congestion on existing US 64 and will provide safer operating conditions.
In addition, the completion of this project is consistent with the adopted Thoroughfare
Plan; locally adopted land use plans, and the Raleigh to Norfolk freeway link specified in
the Intermodal Surface Transportation Efficiency Act of 1991 (ISTEA).
1.2 Jurisdictional Impacts
Impacts associated with the project consist of 15.85 acres of permanent wetland impacts
and 0.13 acres of temporary wetland impacts. There will also be 13.76 acres of
permanent impacts to ponds (fill and/or draining) and approximately 11,296 linear feet of
jurisdictional stream impacts.
Table 1.2.1 Summary of Jurisdictional Impacts (Federal Clean Water Act)
Section Permanent
Wetlands ac Temporary
Wetlands ac Streams (ft) Ponds
R-2547BA 1.82 0 1061 0
R-2547BB 3.72 0.115 731 7.61
R-2547C & D 5.84 0 3594 2.44
R-2547CC 2.75 0 3579 2.44
R-2641 1.72 0.015 0 3.71

Total 15.85 0.13 8965 13.76
1.3 Mitigation
Avoidance and minimization measures taken during the project planning, review and
design phases of the project are described in the permit application for TIP No. R-
2547/R-2641. Proposed mitigation is addressed in this report.
The NCDOT (North Carolina Department of Transportation) purchased a 228-acre
parcel from Mr. Temple Sloan in June 2000 as part of the right-of-way acquisition for the
proposed highway project. Approximately 162 acres of the parcel will be directly
impacted by the highway project leaving 66 acres of land available for on-site mitigation
(Exhibit 1.3.1). The mitigation will be developed in two Phases.

I
i
e
i
i
i
i
i
i
-f- i
uS 64
FORES?LLFROgo -W oc a
KNIGHTDALE ?LRO9o
RVLR0A0
?C

r
Fr'°"b Z
90
l ?-
r..r rart
m '
2
2
3
2
O
t

eloa
y O
.. 0
Qz
O
ilOQz
I
e
B o
POOLE ROAD
85
85
e C 407
1
40 Bunn
olesville
Lassiter
el Hill 64
-
MorTrisvilIeO+o Raleig
h

Caryl z
o
o
64 td ole
endel?
t SpHrns Game °SO r G°
OO
401 Clayton
wOk
Jo. Fu quo 40
70
Vann° Smithfield 95
;?.r? C
Wake County
eQ5 1)?
North Carolina
Department of Transportation
Marks Creek
Stream and Wetland
Mitigation Project
Wake County, North Carolina
Project Vicinity
Not to Scale Exhibit 1.1 .1

US 64 Bus
zzz
Oda T?
F h-ro
QO?
2
Q'
i
i
i
i
i
i
i
i
# O
4e Qy??P
A
O ? Yee'
C+
VNVOW
? fly
F
?S

e .q`Y? F
Legend
Open Space
Transportation (TTA/Road)
Marks Creek
Stream and Wetland
Mitigation Project
Wake County, North Carolina
Sloan Property
Not to Scale Exhibit 1.3.1

A

r

s.

tt

/ Sloan Property

poWerlin

--- North Carolina
Department of Transportation

' Phase I, which is being managed by NCDOT, focuses on the wetland areas located
along the eastern edge of the property. Phase I will provide wetland preservation and
' enhancement and preservation of adjacent upland buffer. Phase I is presented in a
separate report prepared by NCDOT.
' Phase II focuses on the existing pond also located adjacent to the proposed right-of-
way. Phase II will provide stream restoration and wetland restoration and creation. This
report focuses on Phase II.
1.4 Project Description
Phase II focuses on a 10-acre pond located on the Sloan Property. The pond is located
on an unnamed eastward-flowing tributary to Marks Creek, which is a tributary to the
Neuse River. The pond is fed by three tributaries.
The project involves restoring the unnamed tributary to a natural state. Following the
' draining of the pond and removal of the dam, a new stable channel for the stream will be
created. By reconnecting the stream to its original floodplain, this Priority I restoration
will yield approximately 3,200 linear feet of stream restoration.
In association with the stream restoration, wetland restoration and creation will be
t carried out. Wetlands originally located adjacent to the stream will be restored.
Wetlands will also be created along the north shore of the drained pond.
This stream and wetland restoration project will create valuable habitat and help protect
' water quality in Marks Creek and, further downstream, the Neuse River.
1.5 Project Vicinity
' The project site is located approximately 2 miles southeast of Knightdale off Knightdale-
Eagle Rock Road (SR 2501). The site is immediately adjacent to the right-of-way for the
proposed Knightdale Bypass.
In 2001, the Town of Knightdale in cooperation with the Capital Area Metropolitan
Planning Organization, developed a planning study to recommend land uses adjacent to
?. the proposed interchanges of the US 64 Bypass (Stantec, 2001). The recommendations
have been adopted by the Town of Knightdale as an addendum to their Comprehensive
_ Plan
One of the interchanges included in the planning study is the Knightdale-Eagle Rock
Road interchange which is directly adjacent to the mitigation site. This interchange is
' not currently funded for construction, however, the right-of-way for the interchange is
being acquired along with the rest of the bypass.
' Exhibit 1.5.1 shows the recommended land use adjacent to the Knightdale-Eagle Rock
Road interchange. The recommendations include a large area of regional commercial
land use upstream of the project site. Based on the location of the bypass and the
' adopted land use recommendations, it is expected that once the new interchange is
constructed (if not before), increased development will occur in the watershed
introducing more impervious surface and contributing greater runoff to Marks Creek.

m = = m = m w ? m ? ? ? ? ? ? ? ?
1[lT
3 o
c 3 coo
c v
N
rt
3 c 'o
'
O .0 p 0
O o p O
N
7
at'
o
N
cao o
N
m 0
N
m
? 7
a v
rt_

O_

O

O
c o
co
N?
ry
Li O
E ?
.?

0
y c
3
°
N'
D

m
K 7 ? pO
r
0
tQ
c?
°0
•
o
?
cot ° o
3 o0
- a
O

(3D 3
C
K Oa .Ni

G 7
O

o
G)
c
C)
iD rt W
F n
? c`?
`< N O
tO
' a
o
N
rI

I ?J,
0 O O O O
'0 m
rt
O rt

fi
D O
c O D
r O - -n D
O rt
c rt
c
tG
7
m
m y

N
0
rt M
O
? 7
? ? .flirt
'
O O n
7 7 0
0 m a
rt rt 3
O O
7 7
ip
N N
z
O
rt -•
n
o
_
a CD rr
?
FD- ^
• f% It
m
x

D = V^
O. O
(D A CD Q.
_ I 0

_. c
CO)
cD

2.0 EXISTING CONDITIONS
2.1 Watershed
' The project is located on an unnamed tributary to Marks Creek. The watershed is
approximately 426 acres in size (Exhibit 2.1.1).
' At present, about one third of the basin has been impacted by development including
agriculture, residential development, power line right-of ways and a power substation.
The remainder of the basin is in a fairly natural state.
' 2.2 Vegetative Communities
Natural vegetative communities occurring on the site include maintained/disturbed,
t mesic hardwoods, and shrub-herbaceous wetlands.
The maintained/disturbed community is located along the southern shore of the pond.
t Two houses and a number of outbuildings occupy a significant portion of this area. It
appears that numerous trees were harvested, and that the understory was maintained to
promote an open, easily accessible landscape. This community extends south to the
power line right-of-way.
The mesic-mixed hardwood community lies north of the pond. Past land use activities,
' most notably logging, have greatly impacted this community. The dominant canopy
species include yellow popular, (Lirodendron tulipfera), red oak (Quercus rubra),
sweetgum (Liquidambar styraciflua) and loblolly pine (Pinus taeda). The understory is
composed of alder (Alnus serrulata), oak species (Quercus sp.), and saplings of the
' canopy species. This community extends north to the right-of-way for the bypass.
The shrub-herbaceous wetland community occupies the areas where the three unnamed
tributaries enter the pond. This community is composed of alder, black willow (Salix
nigra), softrush (Juncus effusus), nut-rush (Scirpus sp.), and scattered saplings of
sweetgum and red maple (Acer rubrum). These areas have been severely impacted by
the creation of the pond, unstable hydrology, and other past land use activities, including
timbering. As a result, these areas are of little use in designing the wetlands within the
mitigation site.
2.3 Pond
A 10-acre pond exists on the site (Exhibit 2.3.1). The soil survey for Wake County
documents the pond as a recent addition to the landscape (USDA, 1970). The Soil
Survey, issued in 1970 from field data collected in 1957 to 1965, did not show the pond.
An aerial photograph from 1969, did not show the pond. From the available information,
it can be concluded that the pond was constructed some time in the 1970's.
The pond was created by the construction of an earth dam at a natural narrowing of the
valley approximately 600-feet upstream of the confluence with Marks Creek. The dam is
approximately 500-feet long and 25-feet high. The dam predates the establishment of

i
i
i
II
I
I
?7-
W

9 5 µ

9 *

0
4
i
O
- m
1
I

?4*
f
e ?. Sloan Property
a
'
o?
i Power Substation
? t
r ?
? •,
?
s , i
e s

", e
? 10
10
.
_ R
1 40.
.
e 6
1
1,
? i Poroer?in
t
10
- 0
40
4 10
S
O

?
l ?
'
k
? ?a t:OP
y
P
Q,
f-G? Q

K
E4GC NI GH
E FJOC Ro
m

Legend
- Drainage Area
Property Line
North Carolina
Department of Transportation
Marks Creek
Stream and Wetland
Mitigation Project
Wake County, North Carolina
Existing Land Use
in the Drainage Area
Not to Scale Exhibit 2.1.1

i

/
/J
r

V
-

f
Nl-
?
I
f
1
` / l f

-
-
-

i
rn
4N
` 4+?d
-+
4
F
S
"L.
s
41
r ?,+
y
1wr
r 0 _

`F -
r? rG
y
njF f''fk
{k
4.
_' R75
C_
?C
cu
L
x ` y O
v-
`? i z CL
0
O
L
::Y "'max Y ?W
CY5
h1

the State Dam Safety Program so there is no information available regarding its
construction. Based on field observation, the dam appears to be a basic compacted
' earth structure. A 15-inch corrugated steel pipe (CSP) located under the dam, functions
as a riparian outlet. A 15-inch vertical riser with an open top located in the pond
maintains a maximum water depth of approximately 15 feet at the dam. The pond can be
drained by opening a submerged gate located at the upstream end of the riparian pipe
' under the dam. An emergency spillway is located at the north end of the dam.
According to the property caretaker, the spillway operated during the hurricanes of 1997
and 1999.
' 2.4 Soils
The soil survey for Wake County indicates the 10-acre pond site is underlain by Appling
sandy loam, Wedowee sandy loam and Worsham sandy loam (Exhibit 2.4.1).
Worsham sandy loam is poorly drained and is found in slight depressions, on foot slopes
and at the heads of drainageways. As a hydric soil, the seasonal high water table is
approximately at the surface (USDA, 1970). The Worsham sandy loam corresponds
with the path of the stream prior to the creation of the pond. It lies in a band down the
' center of the pond covering approximately 4 acres.
' Appling and Wedowee sandy loam are soils found on gently to strongly sloping uplands.
They are well drained and have moderate permeability. These soils underlie the other 6
acres of the pond - generally the northern and southern sides of the pond.
' It is important to note that the soils at the site have probably been altered through the
construction of the pond. It is likely that some grading occurred along the banks of the
pond and that this material was used to create the dam. With the pond inundated for
' more than 25 years, it is also likely that new hydric soils have been created at the bottom
of the pond and in the areas where the pond flooded the tributaries.
t 2.5 Downstream
Water flows from the pond into a wetland area at the downstream toe of the dam. This
wetland area, which is approximately 25 acres in size, is heavily influenced by beaver
'. activity. This wetland area is the focus of Phase I of the Marks Creek Mitigation Plan
which is being managed by NCDOT and is the subject of a separate report.

r m m m m m = ? ? ? ? ? ? ? ? ? ? ? ?

\

t
t
/
1{ ` / t
\1\ ,I1r?1j
\
co
0
W
N
CD
z
CD

4

? I
a
,.

L

O_
Al ;:E
CD

cL 3
-,z

co
n (3
k
m

C
CD
D V) Z)
Q
o j

a
. ? 3 S
3

a

C)

CD
cp
C) r+
0
C CD
7

Cl)
r+ co O
O ?G s a ;1;7

~' w sv (A

o z o
a.
x 0
$ 0
? :a
W ? -3 CD
Q o
? CD

rt O
A O

N
F,

w
j

J J 1 ?°?,
t 1 }
l 1
? r
i• t ?
r ?
Y'f?'?'? ? Y1Mr -„ \
1 \\

3.0 METHODOLOGY
3.1 Pond
The first step in deciding on an approach for designing the stream and wetland, involved
the draining of the pond. Stantec drained the pond during the period of July 19 to
August 9 in accordance with conditions imposed by the Division of Land Quality. The
' rate of fall did not exceed one foot per day and no modifications were made that would
threaten the structural integrity of the dam.
Following two weeks of drying, Stantec carried out a topographic survey of the floor of
the pond the week of August 20 (Exhibit 3.1.1). During the survey, the outlets of the
three culverts that will carry the three tributaries under the roadway were staked. The
survey crew also surveyed the centerline of the new channel).
' With the pond drained, it was possible to decide on a methodology. The proposed
methodology is outlined below.
3.2 Stream
' As the pond drained, it became evident that the original channels for the streams had
filled with sediment and were no longer even visible. The streams created new channels
as the water level fell. The new channels are not stable and continue to evolve (Exhibit
' 3.2.1). As a result, the dimension, pattern and profile of the existing channel will not be
utilized in the design. Field surveys of reference reaches were conducted August 21
and 22, 2001. The field measurements are critical to the classification and assessment
of the reaches. The reference reach surveys were tied into benchmarks 100-103 on the
' roadway plan.
Stream channels are classified using five criteria: width/depth ratio, entrenchment ratio,
slope, sinuosity, and channel materials. Width/depth ratio is the ratio of the bankfull
surface width to the mean depth of the bankfull channel. The width/depth ratio is an
indication of the channel's ability to handle energy dissipation and sediment transport. A
' high width/depth ratio indicates a wide and shallow channel that places increased
hydraulic stress against the banks. The near bank stress accelerates erosion and thus
the stream's sediment supply. Under an increased width the channel is too shallow to
handle the increased sediment supply, thus the channel deposits sediment into the
channel. The trend of widening and shallowing typically continues. Entrenchment ratio
is the vertical containment of the stream and the degree to which the channel is incised
in the valley floor. The entrenchment ratio indicates if the stream is able to access its
' floodplain. The floodprone area divided by the bankfull width yields entrenchment ratio.
The slope is the change in water surface elevation per unit of stream length. Sinuosity is
the ratio of stream length to valley length. Channel bed and bank materials indicate the
' channel's resistance to hydraulic stress and ability to transport sediment. The criteria
were used to determine stable reference reaches.
' The stream channel was designed using Rosgen techniques of Natural Channel Design
(Rosgen, 1996). Typical morphological characteristics were obtained from the stable
reference reaches and utilized as design dimension, pattern and profile parameters.
' 11

41

....

' \ f
?\ e \
C
, 7 Q -?

_
f
J
IN,

\ 1•.

:
,
,

5
`

o?
o o? a
?

CZL
"Al

i
? 1
\?
1 i
\?
1
\ -,
;,
,

CD l a i
1l . ' I e `a

w

CD
l w CD
C
)
O
rt
-3
7++
0
O C
I-+• CD
CC] w
0 r+
co ? B

0
p •
w
CA
w o
m a z

• ? o.
x = o
H • "s - n
n o ::s
N. ? -3 CD
a °
F-A CD
w
' n cv w
r+
r+ a w CD
0 =
O r+ CL
?
F?
Fa
J ?
w

4}?
tf
y ?tt?
?r ,s ? ,fit _ # • ° ?' ??"ti??
OV
_? w -'.?. `• mac` - s? ? ?`' ?x?. -::?i?T
n
i
?1!.4
y{ A li
S` `'? ; tr k ..Tip i +tl ?a
i
cv?
- Wis.

' A stable stream has the ability to transfer its sediment load without aggrading (depositing
sediment) or degrading (scouring sediment). Since the proposed and reference reaches
are sand dominated, the sediment transfer was analyzed by evaluating the size of
particles the reference reaches are able to mobilize and the stream's power. The
proposed channel should be able to transfer the same size particle throughout its reach
' without aggrading or degrading.
Given that the project involves the removal of a dam and modifications to a stream
channel, it is important to analyze the effect of these changes on flood elevations.
Fl
di
l
' oo
ng was ana
yzed using HEC-RAS software from the US Army Corps of Engineers
Hydrologic Engineering Center (USACE, 1997).
3.3 Wetiand
Soil characteristics and current conditions were investigated on August 31 and

' September 24, 2001 (Appendix A). Sampling was conducted along pedestrian transects
perpendicular to the stream channel. Sampling methods included augering and
excavation. Augering was done to a maximum depth of 66 inches and all excavated pits
were 24 inches in depth. Noted soil profile characteristics included the presence of
' higher clay content beginning at a depth of 23 inches, organic particles present to a
depth of 40 inches, high moisture content between 31 and 66 inches in depth, and soil
matrix composed of a high mica and sand content. The site investigation indicates that
' the hydric soils extend beyond the limits suggested in the Wake County Soils Map -
probably the result of 25-years of inundation (Exhibit 3.3.1).
' On August 17, 2001 Environmental Specialists from Stantec visited the Marks Creek site
to identify and observe the current condition of the vegetative communities. The upland
portions of the site were surveyed by pedestrian methods. In addition, the perimeter of
' the drained pond was walked. Field notes were taken on species composition, extent of
vegetative communities, and apparent health of the communities. Further fieldwork to
assess the current soil conditions was conducted on September 6, 2001. Pedestrian
' transects were walked across the dry pond bed. Soils were sampled approximately
every 30-feet, with detailed notes taken on their physical appearance.
On August 23, 2001, Environmental Specialists visited the reference wetland located
along Buffalo Creek. Prior to this fieldwork a comprehensive review of potential
reference wetlands was conducted. Based on a review of the USGS Knightdale
' Quadrangle, a total of 16 potential reference wetlands was identified and visited on
August 21, 2001. Based on current hydrological and vegetative community conditions
all but the Buffalo Creek site were rejected. Detailed notes were taken detailing the
species present in each layer of the vegetative community, site hydrology, and
' topography (Section 4.2).
Since the success of the wetland will be measured, at least in part, according to
hydrologic criteria (i.e., frequency of saturated soils), the development of a water budget
for the site represents an important design tool. The topography of the site prevents the
use of traditional analytical tools (e.g., Pierce, 1993). Given that the hydrology of the
' wetland will be influenced by both ground and surface water, DrainMod (Skaggs, 1980)
was judged to be the best model available for the site.

14

\
FR

(
(
t
t
0
0
F•'
CD
z

CD
- g c
C
)
+ -
C
CL N• CD
r+ co 0)

i 'G T?
rrf
H. w Cl)
CO 0 =)
m z

x 0 0 0.
0
3
r+
-3
CD

w °. ? CD
C)
+ 0) cu w CD
r -o 0 :3

W

CA)
w
•

f
1
(
l
r
t
r
r
r
r
r
t
i
i
t
t
(
t -
t
r:
i
i
c
l
1
1
1
1
1
t
t
t
i
? t
i
r
---------
4.0 REFERENCE CONDITIONS
4.1 Stream
' Stantec carried out a search for suitable reference reaches to be used in the design of
the new channel. Six possible reference reaches were identified on the Knightdale
Quadrangle Map. Criteria used in selecting the reaches included: similar land use; little
' or no current development; and, similar stream type. On August 8, each of the potential
sites was visited. Most were eliminated because they were unstable due to some recent
development activities. Ultimately, two suitable reference reaches were selected. Both
reaches are located in the same watershed upstream of the pond (Exhibit 4.1.1).
' The South Reference Reach is located approximately 1,000 feet upstream of the pond
on the south tributary. This reach was surveyed on August 21, 2001. The data for the
South Reference Reach are shown in Appendix B. The South Reference Reach is
characterized as a C5. The C5 classification describes a slightly entrenched channel
with a meandering pattern on a well-developed floodplain. A C5 channel is also
characterized by depositional features, such as point bars, and riffle-pool sequences.
The channel material is dominated by sand, thus eliminating the need for a pebble
count.
The North Reference Reach is located approximately 500 feet upstream of the pond on
the north tributary. This reach was surveyed on August 22, 2001. The data for the North
' Reference Reach are shown in Appendix C. The North Reference Reach is also
classified as a C5. A pebble count revealed that the channel was predominately sand
with lesser amounts of gravel and silt/clay.
4.2 Wetland
Stantec identified 16 potential reference wetlands based on similar topography and
' orientation within the landscape. Each of these potential wetlands was visited on August
21, 2001 to verify their hydrology and vegetation. Land use activities, altered hydrology
or altered vegetation removed all but one wetland from consideration. This wetland is
associated with Buffalo Creek and is located where Buffalo Creek crosses SR 2321
' (Exhibit 4.2.1). This wetland is characterized by a dense canopy, moderately-open
understory, and ground cover (Exhibit 4.2.2).
' The dominant species within the canopy include bald cypress (Taxodium distichum), red
maple (Acer rubrum), yellow popular, blackgum (Nyssa biflora), sweetgum, sweet bay
' (Magnolia virginica), American elm (Ulmus americana), and sourwood (Oxydendrum
arboreum)
.
The understory is composed of saplings of the canopy species and shrubs such as
' Lyonia (Lyonia ligustrina), Virginia willow (Itea virginica) and possumhaw (Ilex decidua).
Herbaceous species included lizards-tail (Saururus cemuus), netted chain-fern
' (Woodwardia areolata), fire pink (Silene virginica), false nettle (Boehmeria cylindrica),
jewel-weed (Impatiens capensis) and numerous vines.
u
16

1
I
r-'
l
1
/f
r
r-?
1
1
t
1
1
1
II
/ J
C?
7
/ I
'/ Imo)
10,
I /
I
I I
I \
lam, /
/ i
I ?ol
(A \\ i /
0 \
N
CD \\ / i
Z
--I

CD 77
-41 CD
I m CD
CD n
O
r+
n = F'' CD
co to
CD r+ O 3
r+
H. 0
m O
0 z O O
x 0 O ? Q- ^

3 CD
LT 3 O r+
CD
I--
rf a) w n CD
r+
r+ Q.
N- O
O Fl

0
1
?rn
?rn
=rn
rn
z
rn
at-11
I
O
I\ ?
? y
1 ?
r F-rlF-rl
Zrn
1 ?
Reference Wetland
7,y
y ('
j
- ' j .?', J.
? FI
tiy? "C n I - 5 ss f v 01- -
?)A,,?
j;?
i C,
"
-. !,? eA t b J ? \ . LN t.ly, ? ? ? 1A/6--?. ?.. X ?_ A ,r " ?? • 1 / ?
\i a r
?w_ti
\
t J
` Mitigation
Site
I \
North Carolina
Department of Transportation
Marks Creek
Stream and Wetland
Mitigation Project
Wake County, North Carolina
Reference Wetland
Location Map
Not to Scale Exhibit 4.2.1
Exhibit 4.2.2 Photographs of Reference Wetland
' Based on the species composition and spatial arrangement, the Buffalo Creek wetland
will serve as a vegetative target for the proposed Mark's Creek Phase II wetland
' restoration.
Hydrology within this wetland appears to be provided by overbank flow of Buffalo Creek
' and surface run-off from the surrounding uplands. Standing water was prominent
throughout the area during the field visit. Water depths ranged from saturated soils to 3
inches.
' Based on the drainage area, dimension, and pattern of Buffalo Creek, it does not appear
to be suitable as a hydrologic reference for the proposed Phase 11 wetland and stream
restoration. Based on the field review of the potential 16 reference sites, no hydrologic
conditions exist in the immediate area that would serve as a reference for the proposed
wetland restoration/creation.

I
I

20
I 5.0 PROPOSED CONDITIONS
The Mitigation Plan calls for the restoration of the site to its conditions prior to the
construction of the dam and the creation of the pond. This involves the creation of a
' natural channel and associated riparian wetlands.
5.1 Stream (Natural Channel Design)
' The three tributaries and the main channel will be restored under this plan. All of the
channels will be designed as a C5 type channel. The mitigation plan consists of a
Priority I restoration (Rosgen, 1996). The restoration of hydraulic geometry and
establishment of a riparian buffer will contribute to water quality improvements within the
watershed.
The stream channel's dimension, pattern and profile design is based upon morphological
' characteristics found in the reference reaches. A conceptual design was developed
from the ranges determined from the reference reach data. The proposed channel will
' be slightly entrenched with a moderate width/depth ratio and moderate to high sinuosity.
The morphological characteristics of the reference reaches and the proposed channel
are shown in Table 5.1.1.
' The channel will be built as a C5. The sand-dominated stream will have a meandering
pattern on a well-developed floodplain (Exhibit 5.1.1). Herbaceous plantings will, over
time, encroach on the stream thus tightening the stream into an E5 channel. The stream
' will be constructed as a C due to the inability to construct an E channel's steep
sideslopes without lush vegetation. Thus the channel will decrease in width with time.
The transition from a C channel to an E channel is expected and considered a stabilizing
' transition. The high sinuosity allows for multiple pool-riffle sequences. The pools will
dissipate the stream's energy as it rounds the corners and the riffles will allow stable
elevation transitions. Exhibits 5.1.2 and 5.1.3 show typical sections of a riffle and pool,
' respectively. The sediment analysis compared the reference reach's stream power to
proposed channel design. The proposed channel design gives the stream adequate
power to transport sediment without aggrading or degrading.
' A number of different structures and methods will be used to control grade and stabilize
the channel (Appendix D). These structures and methods may include but are not
' limited to the following: rock cross vanes, rock vanes, log vanes, root wads and live
stakes. Materials for the structures may come from on or off site.
The rock cross vane directs the thalweg away from the streambanks into the middle of
' the channel. The structure creates a scour pool below while maintaining the grade for
the upstream portion.
The rock and log vanes will be utilized to direct the thalweg away from a bank and
toward the center of the channel. Log vanes will be used to introduce woody material
into the channel. Without this introduction it would be many years before the saplings
' would be able to provide the stream with this habitat feature.

21
t Table 5.1.1 Morphological Characteristics of Project Stream Channels
Stantec
Knightdale Bypass, Sloan Property
Tributary to Marks Creek
Design by: Kathleen McKeithan 9/4/01
Checked by: Kevin Williams, PE

ITEM
NORTH
TRIBUTARY
CENTRAL
TRIBUTARY
SOUTH
TRIBUTARY
MAIN
CHANNEL NORTH
REFERENCE
REACH SOUTH
REFERENCE
REACH
TREAM NAME
North Tributary
Central Tributary
South Tributary
Main Channel North Reference
Reach South Reference
Reach
TREAM TYPE C5 C5 C5 C5 C5 C5
DRAINAGE AREA (DA) 121 Ac 174.00 Ac 97.00 Ac 426.00 Ac 90.00 Ac 65.01 Ac
ANKFULL WIDTH (Wbkr) 15.00 ft 16.00 ft 12.00 ft 20.00 ft 15.30 ft 10.10 ft
BANKFULL MEAN DEPTH (dbkf) 1.00 ft 1.07 ft 0.80 ft 1.43 ft 0.37 ft 0.70 ft
NIDTH/DEPTH RATIO (WbkFdbkf) 15.00 15.00 15.00 14.00 41.35 14.43
BANKFULL X-SECTION AREA (Abkf) 8.00 ft2 16.80 ft2 9.94 ft2 31.25 ft2 5.60 ft2 7.20 ft2
BANKFULL MEAN VELOCITY, m/s 3.35 fps 3.94 fps 3.85 fps 4.09 fps 3.88 fps 1.56 fps
3ANKFULL DISCHARGE, m3/s 27 cfs 34.86 cfs 22.89 cfs 66.42 cfs 21.70 cfs 11.20 cfs
3ANKFULL MAX DEPTH (dmax) 1.85 ft 1.87 ft 1.40 ft 2.50 ft 0.70 ft 1.30 ft
WIDTH Flood-Prone Area (WfpJ 50.0 ft 50.00 ft 50.00 ft 60.00 ft 30.00 ft 60.00 ft
ENTRENCHMENT RATIO (ER) 3.33 3.13 4.17 3.00 1.96 5.94
-MEANDER LENGTH (Lm) 45 - 180 ft 48 - 192 ft 36 - 144 ft 60 - 240 ft 23 - 36 ft 20 - 42 ft
RATIO OF Lm TOWbkf 3-12 3-12 3-12 3-12 1.5-2.4 2.0-4.2
RADIUS OF CURVATURE* 30 - 45 ft 32 - 48 ft 24 - 36 ft 40 - 60 ft 6 - 17 ft 7 - 16 ft
RATIO OF RcTO Wbkf
1 2.0-3 2.0-3 2.0-3 2.0-3 0.39-0.41 0.65-1.1
1BELTWIDTH 68 72 54 90 50 38
MEANDER WIDTH RATIO 4.5 4.50 4.50 4.50 3.27 3.76
' SINUOSITY (K) 1.31 1.22 1.24 1.26 1.55 1.84
VALLEY SLOPE 0.015 ft/ft 0.005 ft/ft 0.006 ft/ft 0.004 ft/ft 0.004 ft/ft 0.022 ft/ft
AVERAGE SLOPE (S) 0.011 ft/ft 0.005 ft/ft 0.006 ft/ft 0.004 ft/ft 0.003 ft/ft 0.012 ft/ft
' POOL SLOPE 0.002 ft/ft 0.001 ft/ft 0.001 ft/ft 0.001 fUft 0.001- 0.002 ft/ft 0.000- 0.001 ft/ft
tRATIO OF POOL SLOPE TO
AVERAGE SLOPE
0.18
0.18
0.18
0.18
0.19- 0.63
0.00- 0.10
MAX POOL DEPTH 3.00 ft 3.20 ft 2.40 ft 4.29 ft 0.70- 1.00 ft 2.20- 2.70 ft
RATIO OF POOL DEPTH TO
AVERAGE BANKFULL DEPTH
3.00
3.00
3.00
3.00
1.9-2.7
3.1- 3.9
POOL WIDTH 19.50 ft 20.80 ft 15.60 ft 26.00 ft 19 ft 11 ft
RATIO OF POOL WIDTH TO
' BANKFULL WIDTH
1.30
1.30
1.30
1.30
1.24
1.12
POOL TO POOL SPACING 45.0 ft 48.00 ft 36.00 ft 60.00 ft 10 - 35 ft 5 - 47 ft
RATIO OF POOL TO POOL
SPACING TO BANKFULL WIDTH
3.00
3.00
3.00
3.00
0.6- 2.3
0.5-4.7
* Due to mature vegetation root mass in the Reference Reach's side slopes and floodplain, the reference reach data will not be matched in proposed
design. The use of a higher ratio will allow the meanders to b estabvle while the root system is established.

?; ?¦ ?¦
.

rrizzln"!I / \ \\ / Fyo -? \? 92-

r: I "I
` ' \ \
F
m iy \\ FS _
Au nl
I \\
// / / ; \ ,.
/, j /

,,
\
,
, N

?
I

)
.
, ? (
.:

, ..
, . ..

\,

,

•I
,_

er
, ..
_ ......
.
"

.,

;

j
/, \ \\
rHao
?
Me(

.,

.

n

' I

,

,

\
\ q
6

,Ns

_. -
m
<m w
' ,
%O
•
,.

\
-
..
.
..
.,

`
.. .,
..
m
?M
'
'
O

?
my?
\
.
cab .
.
do
mlA
m

rn?, /
c? j.:
`
'

,??„ ••

.
'
. tip;

2m. g o
m
o /
??
m
-- r\

y
/ \
" . ...
:

j
?

\
..
/ /

y
O?
?qy??

\
I 1
/ /
T
`
'
1 ,
i - /
/ \`
- ;.
:l
I l:

.
._
. ' .
' `

-.

1

i

J

..: ,
, .
\ ; .
. `.

-
rn?i?-i
m
??

m
~
,
, !
,
2m?g

-

l?'

.
. -
. ' \
\
\ \ . . ,

,

'
. , .

.
,
.
-
.
. .

-

i .
/ -
Vfy2y ,
-

` \,
\
;\ \

kA nnc
m-lo
brn.
.
. , . . . , .... ....- o5
_
?rnog
/ ?

/,' '\ \

' ', .. .
\. .. ,
/
'. .
:
.

f ..
- -\ \ -

' /" \
- I ' :

sn'.. I,<rz1?.gcz OG)
0

b
p

.. .. .1 I -'
_
_.
co
?
o
n
.. ,
,I n
m
?m m
. ;n
?
:
z ?
(n?l
r

CD .. ..
/ .i d N-
rn- O
?ov,o?o
O ?Z
?
O?nn0
???C; ?r

(/)L,) ? ? r: -I ();? .
~c
z n
?
:
Z-1 ?
?
' ?.
p 4

rt,

.

- j
- _
...
"I i - _ - _
-:

.' ", -m
r o
TY -
. "
p- _ - .. _ ... _......
-

,

-

. \

..
,
j , ,
1. 11
- . ..
__ ,
:
. .
.
_ ,

: I :

,
. . j
EXHIBIT 5.1.2
TYPICAL SECTION - RIFFLE
THALWEG (DEEPEST POINT IN CROSS SECTION) IS LOCATED IN CENTER OF CHANNEL IN A RIFFLE
NOTES: - ALL CROSS SECTIONS ARE SHOWN LOOKING IN THE DOWNSTREAM DIRECTION.
- DIMENSION TOLERANCE TO BE HELD TO +/- 0.2 FEET.
- - GRADE POINT SHOWN IN RIFFLE CROSS-SECTION IS 0.5' BELOW
CENTERLINE ELEVATION LISTED ON PROFILE AND CROSS-SECTION SHEETS
ALL SHARP CORNERS SHOULD BE ROUNDED
SCALE: NTS
EXHIBIT 5.1.3 TYPICAL SECTION POOL
TAGE
NOTES: - ALL CROSS SECTIONS ARE SHOWN LOOKING IN THE DOWNSTREAM DIRECTION.
- DIMENSION TOLERANCE TO BE HELD TO +/- 0.2 FEET.
- Q?- GRADE POINT IS THE ELEVATION SHOWN ON THE PROFILE
- ALL SHARP CORNERS SHOULD BE ROUNDED
SCALE: NTS
THALWEG (DEEPEST POINT IN A CROSS SECTION)
IS LOCATED IN THE OUTSIDE OF THE MEANDER BEND.

-
lw

r

m C') m co
0 H.
0 r+
r+ co su
-< SD a
+ r+
W. 0) Cl)
:z CL
x co 0
-
0
N• r+

-3 CD

Q 0 F+

?• Cl)
CD 0) cD
Ul
j

Rootwads will be utilized for stream bank protection, habitat for fish, habitat for terrestrial
insects, cover, and introduction of woody material into the stream.
I
I

Live stakes will be used for stream bank stabililzation. The stakes will quickly develop a
root mass and help protect against erosion. The stakes will also quickly develop into
vegetation capable of providing the stream with shade and help provide habitat.
The stream's planting plan will utilize three types of vegetation plantings plus natural
recruitment (Exhibit 5.1.4). Onsite willows, alders and wetland herbaceous plants will be
transplanted to the outside meanders and riffle areas for stability reinforcement. Live
stakes of Dogwood and Willow will be utilized in the outside meanders and riffle areas
where transplant material is not available. In a short time the stakes will also provide the
stream with shade and habitat. Natural recruitment from the floor of the pond is
expected to provide herbaceous wetland type plants such as, but not limited to, rush and
carex species. The herbaceous plants will encourage a lush grass root mat for
increased channel stability. These species will aid in the transition from a C channel to
an extremely stable E channel. The floodplain will be planted with bareroot material as
described in Section 5.2. The critical areas will be matted with temporary coir fiber
matting for stabilization until the planted species are well established.
5.2 Wetland
In order to attain the hydrologic conditions necessary to establish a saturated to
seasonally flooded bottomland hardwood community, site grading is needed. Natural
stream channel design will determine base channel elevation as well as bankfull
elevation. Bankfull elevation will determine the lowest wetland grade elevation possible.
In addition, certain current site slope aspects should be maintained in order to minimize
soil and groundwater disturbance. It may be necessary to add a layer of topsoil to some
portions of the site in order to ensure proper root development and water retention.
Locations of cross sections and approximate grade elevations are shown on Exhibits
5.2.1 - 5.2.4. Grading will be minimized in the area delineated as having hydric soils
(USDA, 1970). Site modifications will attempted to provide adequate hydrology for those
vegetative species proposed for planting. Based on future refinements to the stream
channel design, additional soil and groundwater data and vegetative species availability,
these grades may be modified.
The wetland mitigation plan will include restoration and creation within the area
delineated by the former pond footprint. The target vegetative community is a
bottomland hardwood forest. Wetland restoration will be based on the hydric soils while
creation will be based on non-hydric soils (Exhibit 5.2.5).
' The species selected for planting were based on species observed in the reference
wetland and known availability. Based on the hydrologic model, site grading plans and
best professional judgement, the site has been divided into three planting zones; Zone 1,
' 2 and 3 (Exhibit 5.1.4). Proposed plantings for each Zone are presented in Table 5.2.1.
Trees will be planted on average on 8-foot centers, for a planting density of 680 stems
' per acre for all three zones. Plant installation should not be in rows, but in clumps to
reflect natural conditions. Natural recruitment of herbaceous vegetation should occur
due to the presence of a seed source both upstream and downstream.
26

DES r Sy\\

I
\
I \

CD
n
W
(D
z
CO

a?

I CD
y
Cl)
O m C

CO
CD
=3
F r+
F-.
co
CD
A'
..i
0 r
? N
r+ a
r+
N H. Sv Cl)
m
x °
° Z
o O
°
c.

0
3 ° -0
O :E
O
?
~• Al
n u. r+
N T
CD
r+ r+ CD 0) CD

(n F..
O
O r+ CL
O I--?
N cn N.
j
\
I
I
I
I
i
I
I
\
\
I
/
/
/
i
/
/
/
i
/
/
/
I
I
1
I
1
1
1 /
I 1
I
1
I
i
/
/
/
/
i

\
I
I
I
I
I
1
I
I
i
\
\
l ? SS?y?O,e f ? ?
fR ? ?

?I / Y.YpSyc\\\
?O ? BfR C\r,?\
1 1
/
i ! 12+69.44
i 1
I
I
i
I
I
I
i
I
1
I
/
/
/
/
/
/
/
/
/
/
/
I
I
i
1
I
I
I
I
I
\
\
\
\
\
\
\
I
I
I
I
1
19+56.24
1
_ I
I
\
\
\
\
\
\
\
I
'
--------------- I
22+71.40
\
\
\
FNp \ \ _
F
cn
n
0)
TIC
fD
z
cn
v CD

o C)
-o 0
C) C
N O
CD ri-
a ?

m CD ;;-Po
x ,+ o
3 1'
rF

a. O
CL
H. CO) C)
rF

iv O
CA ? N

N ?
• W
(J1
/
/
/
/
r
(r
1
r
r
r
r
Ir
I!
r
/
/
I'
I ,
I
1
L
f
/
?t
\
\
\
V
I
I
r
r
r
r
r
i
1
1
J
1
i
l
TABLE 5.2.1 Proposed Vegetative Planting by Zone

COMMON NAME SCIENTIFIC NAME SOUTHEAST REGION
INDICATOR
Zone 1
Bald cypress Taxodium distichum Obligate Wetland
Swam black um N ssa s ivatica var biflora Obligate Wetland
American elm Ulmus americana Facultative Wetland
Buttonbush Ce ha/anthus occidentalis Obligate Wetland
Zone 2
Green ash Fraxinus enns Ivanica Facultative Wetland
River birch Betula ni ra Facultative Wetland
Swam chestnut oak Quercus michauxii Facultative Wetland
Silk dogwood Corpus amomum Facultative Wetland +
Zone 3
American sycamore Platanus occidentalis Facultative Wetland
Cher bark oak Quercus fa/cata var a odaefolia Facultative
Yellow o lar Liriodendron tuli ifera Facultative
5.3 Water Budget Analysis
' Since the pond had been recently drained, there was no accurate information available
regarding groundwater levels. In order to carry out the water budget analysis using
DrainMod, it was necessary to make a number of assumptions. These assumptions
' included: depth to confining layer; initial water table depth; hydraulic conductivity; soil
theta; soil drain volume-upflux; and, green-ampt parameters. Input for the water budget
was derived from the following sources.
' • National Oceanic and Atmospheric Administration (NOAA), Southeast Regional
Climate Center monthly/annual climatic data from 1948 to 1995 (Raleigh NCSU
station).
' • NOAA, southeast Climate Center daily precipitation data for "dry" year 1981, "wet"
year 1993, and "typical" year 1995.
1 • USDA, Wake County, Soil permeability values.

d
d
1
The results of the water budget analysis are presented in Appendix D. The analysis
shows that the proposed wetland will achieve saturated soils for 15 consecutive days in
a "dry" year, 28 consecutive days in a "normal" year, and 54 consecutive days in a "wet"
year.
Based on this analysis, the proposed wetland will meet the proposed hydrologic success
criteria (Section 7.2.2). However, a large number of assumptions were made to carry
out the analysis. Additional soil and groundwater data will be acquired and refinements
will be made to the model during the design phase. If necessary, modifications will be
made to the design of the wetland.
32
i
5.4 HEC-RAS Analysis
The HEC-RAS model was used to evaluate the effect of the project on flood elevations
(Appendix E). The analysis shows that the project will not increase the flood elevations
' within the project area.
I
7
I
J

33
6.0 CONSTRUCTION
Construction will begin with the removal of the existing dam to reduce backwater effects
within the reservoir during construction. A permit will be obtained from the Division of
' Land Quality prior to the removal of the dam. The permit for dam removal will focus on
three things: sediment and erosion control during construction; the stability of the
remaining earthwork; and, the elimination of backwater effects caused by the remaining
earthwork.
' After the dam has been removed, the stream restoration will begin at the upstream end
of the site at the location where the culverts will ultimately deliver water under the
' highway. Construction will be carried out in stages, using pump-around and diversion
procedures. Following the construction of the new channel, the work on the wetlands
will follow. ' The precise sequence will be spelled out in detail in the construction
drawings after the design has been finalized. Appropriate sediment and erosion control
procedures will be followed throughout the construction process.

I

1
34
' 7.0 MONITORING PLAN
7.1 Stream Monitoring and Success Criteria
The stability of the stream channel will be monitored annually for five years.
Two reaches of the new channel will be monitored for dimension, pattern and profile.
Permanent cross section pins, bank pins and scour chains will be installed in the
' monitoring reaches. In addition, photo reference points will be located using a Global
Positioning System and included on the "as-built' plan for the mitigation site.
Because the mitigation plan calls for the creation of a C channel and letting it evolve to
an E channel, changes in the dimensions of the channel and the sinuosity are expected
and indeed indicative of the development of a stable channel. At the time of
construction, the width-to-depth ratio will be greater than 12 and the sinuosity will be
more than 1.2. The width to depth ratio is expected to decrease and the sinuosity is
expected to increase.
' 7.2 Wetland Monitoring and Success Criteria
The wetland mitigation area will be monitored for five years following construction or until
success criteria is met, whichever comes first.
Vegetative sample plots will be quantitatively monitored during the growing season. A
' minimum of two 0.05-acre plots will be established within each planting zone.
Vegetation sampling plots will be proximal to hydrology monitoring gauges wherever
practical to assist in correlating vegetation and hydrology parameters. In each plot,
species composition, density, and survival will be monitored. The four plot corners will
be located using Global Positioning System (GPS) and included in the "as-built" report
for the mitigation site.
' Shallow groundwater gauges will be installed in an array pattern across the site. These
gauges will measure groundwater over a 40-inch vertical column on a daily basis. Data
from each of the gauges will be downloaded on a monthly basis.
The vegetative success of the bottomland hardwood forest will be evaluated based on
' the species density and survival rates. The site will be considered successful if at least
260 tree/acre are surviving at the end of five years for all three zones.
Hydrologic success will be based on the site achieving saturated soils for a period
' equivalent to 12.5 percent of the growing season for Wake County within Zone 1, and for
a period equivalent to 8 percent of the growing season for Zones 2 and 3. The growing
season for Wake County as defined by the Southeast Regional Climate Center is 218
' days, from April 3`d to November 7m
7.3 Reporting
The site will be visually inspected after construction and planting. An "as-built" report will
be provided to the permitting agencies within 60 days of completion of all construction
35
activities. The "as-built" will include final elevations, species composition and numbers,
well and sample plot locations, and photograph reference points.
A monitoring report will be prepared annually for submission to regulatory agencies. The
report will address both the stream and wetland aspects of the project. If remedial action
is required, they will be identified in the report and implemented as soon as practical.

36
8.0 DISPENSATION OF PROPERTY
NCDOT will retain ownership of the mitigation site until all monitoring requirements are
fulfilled and an appropriate agency has agreed to assume ownership. If and when
ownership is transferred, restrictions in the form of a conservation easement will be
placed on the property to ensure protection of the site and the restored habitat.

I
I
k

L
37
t 9.0 SUMMARY AND RECOMMENDATIONS
The proposed Knightdale Bypass will impact both stream and wetlands. The Sloan
Property provides opportunities for on-site mitigation. Phase II of the Marks Creek
Mitigation Site will yield approximately 3,200 linear feet of stream restoration and
approximately 8.4 acres of wetland restoration and 2.3 acres of wetland creation.
Mitigation ratios for stream restoration projects are determined on a project-by-project
basis by the NCDOT and agency representatives. A number of factors should be
considered when deciding on the ratio for a particular mitigation project. For this project,
these factors include: whether it is on-site; water quality benefits; development pressures
in the watershed; and, type of restoration. Given that this project is on-site, provides
significant water quality protection, is located in an area of imminent land development
pressure, and involves a rare Rosgen Priority I restoration, a credit ratio of 1:1 is
recommended.
Mitigation ratios for wetland impacts are also determined on a project-by-project basis by
the NCDOT and agency representatives. Factors influencing the wetland mitigation ratio
include whether it is on-site, whether it is restoration or creation, water quality benefits
and habitat benefits. As discussed in Section 1.5, the proposed Knightdale Bypass will
increase developmental pressure throughout the immediate area. The proposed Mark's
Creek wetland mitigation, along with the adjoining wetland enhancement project, will
create a significant wetland corridor. This corridor will provide significant water quality
benefits for Mark's Creek and subsequently, the Neuse River. In addition, with
continued development throughout the region, this wetland corridor will provide much
needed wildlife benefits. Furthermore, the proposed vegetative community is relatively
uncommon in the county. This community type provides habitat for a number of
regionally imperiled neotropical migrants (Robbins et al., 1989; Peerjohn et al., in press).
Restoring an area of this size will provide opportunities for these species that are not
now available. By providing on-site a regionally uncommon vegetative community,
creating a significant green corridor, and offering long-term protection for water quality
protection, a relatively high mitigation ratio is recommended.
As noted in Section 2.4, the creation of the pond has affected the underlying soils. In
some locations the hydric soils may have been removed while in other locations new
hydric soils, albeit thin, have been created. This disturbance of the soil makes it difficult
' to determine what constitutes wetland restoration versus wetland creation. The degree
of disturbance to the soil and the hydrology of the site (25 years of inundation) make it
difficult to predict the probability of success. Given these circumstances, the agencies
agreed to a conservative approach to credit release.
' A credit ratio of 2:1 was agreed to for the 4.4 acres of wetland restoration lying on the
hydric soils (as defined by the 1970 Wake County Soils Map) and that these credits be
released as per the usual schedule. A credit ratio of 2:1 was agreed to for the 4.0 acres
of wetland restoration lying on the hydric soils (as defined by the fieldwork associated
with this mitigation project) but that these credits not be released until the success
criteria outlined in section 7.2 have been achieved. A credit ratio of 3:1 was agreed to
for the 2.3 acres of wetland creation but these credits also will not be released until the
success criteria are met.
38
10.0 REFERENCES

1

I
11
I
I
North Carolina Natural Heritage Program, Significant Natural Heritage Areas, Robertson
Millpond and Buffalo Creek.
Petedohn, B.G., J.R. Sauer and C.S. Robbins. In Press. The North American Breeding
Bird Survey and population trends of neotropical migrant birds. T.E. Martin and D.
Finch, eds. Neotropical Migrant Birds.
Pierce, G.J. 1993. Planning Hydrology for Constructed Wetlands. Wetland Technical
Institute.
Robbins, C.S., J.R. Sauer, R.S. Greenberg and S. Droege. 1989. Population declines in
North American birds that migrate to the neotropics. Proc. Natl. Acad. Sci., USA
86:7658-7662.
Rosgen, D. 1996. Applied River Morphology. Wildland Hydrology, Pagosa Springs
Colorado.
Skaggs, R.W. 1980. DrainMod. North Carolina State University. Raleigh, North
Carolina.
Stantec, 2001. US 64 Knightdale Pypass Interchange Study. Prepared for Town of
Knightdale and the Capital Area Metropolitan Planning Organization.
USACE. 1997. HEC-RAS River Analysis System, Version 2.0. USACE, Hydrologic
Engineering Center, Davis California.
USDA. 1970. Soil Survey, Wake County, North Carolina.
39
APPENDIX A
I

I

SOILS DATA

I Mark's Creek Soil Investigation
' September 6, 2001
Two transects of the width of the drained pond and two sample plots were taken.
Samples were taken approximately every 30 feet in the transects.
TRANSECT 1: Runs south to north, 100 meters west of dam.
Point 1- Located at bottom of south slope.
- 0-6" -10YR 6/4 mixture of grainy sand (similar to fill material)
- 6-18" - l OYR 5/2 mixture of grainy sand
Point 2 - Located - 30 feet north of Point 1
• 0-6" -10YR 4/1 loam with 10YR 4/3 mottles
- 6-12" - Gley 1, 5/N loamy sand with 10YR 5/4 mottles
• 12-18" - Gley 1, 6/N loamy sand with 1OYR 5/4 mottles
Point 3 - Located - 30 feet north of Point 2
- 0-2" -10YR 4/1 loam with 10YR 4/3 mottles
- 2-8" - l OYR 4/1 loam
8-18" - 1OYR 4/1 loamy clay
Point 4 - Located - 30 feet north of Point 3
- 0-8" -10YR 4/1 loam with lOYR 4/3 mottles
- 8-17" -1 OYR 4/1 loamy sand
- 17-18" - Gley 1, 5/N loamy sand
Point 5 - Located - 30 feet north of Point 4
- 0-3"- l OYR 4/2 loam
- 3-5" - lOYR 4/1 loam
- 5-18" -10YR 4/1 loamy sand with l OYR 4/3 mottles

Point 6 - Located - 30 feet north of Point 5
• 0-4" - l OYR 4/2 loam with lots of l OYR 4/3 mottles
- 4-7' - l OYR 6/3 sand
• 7-12"- lOYR 4/2 loamy sand (hardpacked)
• 12-18" -10YR 5/2 loamy sand (hardpacked)

Point 7 - Located - 30 feet north of Point 6
- 0-2" - IOYR 4/1 loam with lots of redox
. 2-12+" - l OYR 4/2 grainy sandy loam (hardpacked)
Point 8 - Located - 60 feet north of Point 7 60 feet from northern edge of slope)
. 0-1" - IOYR 511 loam
- 1-10"- IOYR 6/4 sandy loam
- 10-18"- l OYR 5/3 sandy loam

' TRANSECT 2 Runs south to north, and is aligned with the western edge of the
caretaker's house.
Point 1 - Located at the bottom of the steep southern slope
• 0-3" - l OYR 4/1 loam with lots of l OYR 6/3 mottles
• 3-6" - l OYR 4/2 sandy loam with l OYR 5/4 mottles
• 6-13" - IOYR 5/2 sandy loam with lOYR 5/6 mottles
• 13-18" - Gley 1, 5/N loamy sand
' Point 2 - Located - 30 feet north of Point 1
• 0-2" -1OYR 4/1 loam with IOYR 5/4 mottles
• 2-8" - l OYR 4/2 sandy loam with l OYR 5/4 mottles
• 8-18" -10YR 4/1 loamy sand with 10YR 5/4 mottles
Point 3 - Located - 30 feet north of Point 2
• 0-6" - l OYR 4/1 loam with 1OYR 5/4 mottles
• 6-11" - IOYR 4/1 loamy sand with 1OYR 5/4 mottles
' • 11-18"- IOYR 3/1 loam with lOYR 5/4 mottles
Point 4 - Located - 30 feet north of Point 3 (- 10 feet south of streambed)
• 0-10" - l OYR 4/1 loam with IOYR 5/4 mottles
• 10-14" - IOYR 4/1 loamy sand
• 14-18" - Gley 1, 5/N loamy sand
Point 5 - Located - 30 feet north of Point 4 (- 20 feet north of streambed)
• 0-14" - IOYR 4/1 loam with 1OYR 5/4 mottles
• 14-18" - Gley 1, 6/N loamy sand with l OYR 515 mottles
Point 6 - Located - 30 feet north of Point 5
• 0-10" - IOYR 4/1 loam with l OYR 5/4 mottles
• 10-17" - lOYR 4/1 loamy sand with Gley 1, 5/N and lOYR 5/5 loamy sand mottles
• 17-18" - Gley 1, 5/N loamy sand
Point 7 - Located - 30 feet north of Point 6
• 0-6" - 10YR 4/1 loam with 10YR 5/4 mottles
• 6-10" - IOYR 4/1 loamy sand with l OYR 5/4 mottles
• 10-18" - lOYR 4/1 loam

Point 8 - Located - 30 feet north of Point 7
• 04" - l OYR 4/2 loam with l OYR 5/4 mottles
• 4-18" - IOYR 5/2 loamy sand with IOYR 5/4 mottles (hardpacked and blocky)

' PLOT 1: Located - 150 feet northwest of the main house.
• 0-12" - l OYR 4/1 loam with oxidized root channels
. 12-18" -10YR 3/1 loamy sand
PLOT 2: Located - 200 feet west of Plot 1
• 0-10" - IOYR 4/1 loam
10-16" - lOYR 4/1 loamy sand
• 16-18"- 10YR 3/1 loamy sand
September 24, 2001
Soil sampling included excavation and auguring. Excavation of soil profile holes
occurred at four location in the northeast corner of the former pond footprint. Each hole
was dug to a depth of 24 inches. Auguring occurred within each soil profile hole and at
an additional 3 locations in the northeast corner. Sample 1 is located in the extreme
northeast corner of the site, each subsequent sample location is approximately 35 feet
south of the preceding location. Samples 6 and 7 are located 150 feet due west of
Samples 4 and 3, respectively.
Sample 1: Soil profile: Matrix is uniform in color, a light granite. There is a vertical
shaft of lighter, tan-white, material. Matrix is a sandy-loam, with fine particle size.
Auguring continued to a depth of 47 inches. Additional observations included higher
clay content in matrix at 36 inches and again at 45 inches. Larger gravel was
encountered at 45 inches along with a higher moisture content.
Sample 2: Soil profile: Observations included larger gravel encountered at 13
inches in depth, dark mottling of matrix at 13 inches, orgainic material at 31 inches, from
31 to 51 inches in depth the matrix is dark gray with a higher clay content. Soil moisture
increases from 13 inches to 50 inches. Auguring ended at 50 inches.
Sample 3: Soil profile: Matrix from 0 to 7 inches has tan- white mottling, and a
noticeable clay content. Profile from 7 to 29 inches is again uniform and a light granite
color. From 29 to 33 inches the matrix becomes more granular. From 33 to 66 inches
the soil matrix becomes much darker due to the presence of organic material, has a high
mica content and soil moisture increases. Auguring ended at 66 inches.
Sample 4: Soil profile: Matrix from 0 to 5 inches has tan-white mottling. Below the
mottling and to a depth of 23 inches the matrix becomes polychromatic. From 23
inches to 40 inches a higher clay content is noticeable in the matrix. Organic material is
' encountered at 40 inches and the matrix is becoming darker due to a higher moisture
content. Soils appear to be saturated at 57 inches in depth. Auguring ended at 57
inches.
Sample 5: Soil profile: Upper 4 inches of soil are depositional soils from the
presence of the pond. Soil is highly compacted and contains a high amount of clay
' content. Clay content high until 32 inches in depth. Matrix is more a sand-gravel
mixture from 32 inches to 40 inches. Matrix still retains a high moisture content at 40
inches. Auguring ended at 40 inches.

1

' Sample 6: Soil profile; Matrix very dense and compacted. Matrix has a high clay
content from 0 to 18 inches in depth. Matrix a sand-gravel mixture with light gray
streaking from 18 to 47 inches. Soil had a high moisture content throughout. Auguring
ended at 47 inches.
Sample 7: Soil profile; Matrix a sand-gravel mixture light gray in color from 0 to 16
inches in depth. From 16 to 27 inches a dense clay layer was encountered. Matrix
appeared to be a clay-loam with small gravel particles. Organic and oxidized material
was observed in this layer.From 27 to 35 inches the matrix is a uniform gray color, and
forms ribbons when rubbed between the fingers. Auguring ended at 35 inches.
11

I

APPENDIX B
SOUTH REFERENCE REACH
I

I

Photos of South Reference Reach

s
416
4<
x

?
4

;t
t ,
y
Tom'-' i
„
k .
q

a
4
L' ...s??!R t'
'
a S
?

r.
Aft,
LIM

Longitudinal Profile Data
Basin: Neuse
Reach: South Reference Reach
Observers: Kevin Williams, Katie McKeithan & Brad Fairley
Channel Ty pe: C5
Drainage A rea (sq mi): 0.1016
Station Elevation - thalweg Elevation - water surface
0.00 73.08 73.23
0.66 73.11 73.24
2.95 72.92 73.00
5.25 72.65
6.23 72.36 72.62
8.20 71.74 72.65
11.15 71.82
15.09 71.82 72.62
18.04 71.77 72.65
20.34 72.06 72.62
22.31 7224 72.67
24.93 72.57 72.64
27.07 72.41 72.54
29.53 72.10 72.52
31.50 71.77 72.52
34.61 71.88 72.51
38.39 71.98 72.54
40.68 72.08 72.47
43.96 72.23 72.52
45.28 72.33 72.52
48.56 72.38 72.52
49.21 72.46 72.49
50.52 72.31
53.48 72.19
55.77 72.08 72.15
59.05 72.05 72.11
61.68 72.23 72.23
63.48 71.92 72.05
64.96 71.97 72.03
65.94 71.93
68.24 71.77 71.83
70.54 71.69 71.82
72.18 71.69 71.78
73.49 71.59 71.75
75.46 71.54
77.10 71.65 71.75
78.74 71.57 71.75
82.02 71.18 71.77
83.99 71.06 71.75
86.94 71.13 71.72
88.58 71.33 71.77
90.55 71.47 71.74
92.52 71.56 71.75
92.85 71.67 71.74
94.32 71.62 71.67
97.77 71.39 71.46
99.08 71.34 71.46
100.39 71.34 71.44
101.70 71.34 71.41
103.35 71.21 71.36
105.97 71.31 71.34
Channel Slope: 1.64 %
Stream Length: 157.97 ft
Valley Length: 85.96 ft
Sinousity: 1.84
Meander Length: 32.09 ft
Belt Width: 37.73 ft
Radius of Curvature: 10.82 ft

I

Cross Section Data
Basin: Neuse
Reach: South Reference Reach
Observers: Kevin Wi lliams, Katie McKeithan & Brad Fairley
Channel Type: C5
Drainage A rea (sq mi): 0.1016
Riffle
STA 50.52 Bankfull Area 7.18 sq.ft
Bankfull Width 10.11 ft
Station Elevation Max depth 1.26 ft
1.31 74.26 Mean depth 0.71 ft
7.55 74.16 Width/Depth Ratio 15.40
9.84 74.05 Flood Prone Width 59.05 ft
11.15 73.61 Entrenchment Ratio 5.32
12.47 73.13
13.45 72.95
14.76 72.97
15.75 72.85
16.73 72.70
17.22 72.61
17.62 72.41
17.88 72.34
18.37 72.26
18.77 72.26
19.52 72.28
19.82 72.51
20.18 72.56
20.83 73.18
21.49 73.52
23.79 73.77
25.26 74.23
26.25 74.31
33.46 73.88
Pool
STA 86.94
Station Elevation
0.00 76.18
3.28 75.82
6.56 75.46
9.84 75.05
11.15 74.72
12.30 73.95
12.96 73.46
13.71 71.69
14.11 71.44
14.76 71.19
15.26 71.03
15.75 71.10
16.40 71.26
16.90 71.52
17.39 72.08
18.04 72.39
19.03 72.57
21.00 72.92
22.31 73.20
23.95 73.67
31.17 73.81
34.45 73.70

i
i
i

U
Z
ar
m
a
L
0)
N
N
Z
L
U
m
m
N
U
C
N
w
N
L
3
O
o?
U
N
N
X
Q
LL
o
C) m
m
•
a?
U
f0
N
F-
Y
C
OO M
D m
0
J
x
't
N
m
CL) $
c
N_
co Q
C N
C `L
L
U
O
st
O
N
O
Lq Lo Lq V U) m Lo N LO Lo
LO n V n M I-- N P- O
n r` r- n ;z r-
(4) UOi;ena13
i
i
i
i
i
i
i
i
i
i
i
i
i
i
L
U
Qf
N
N
U
C
N
O
t
O
U)

w
N
c Q
0 0
c?a ?
0
UJ -?Y
0
o CCU:
mU_m
f- -- 11. --. 1. -
i
I
i?
1
O
lq-
M
O
M

Lo
N ?
O
O
O J
N
O
Lo
? t

O
I-
Li)
O
In Ln co tf) N
M N ~
(4) UOIJeA@13
i
i
i
L
U
(B
N
N
U
c
N
_N
O
.C
O
0
U)
O
0
n
c
0
W Y
a?i cca
m m
1 I
f` (0 tf? C Y) N
ti r ti
(4) UOIJBAa13
O
Iq
LO
co
O
M

Lo
N
_O
O
O
O J
N
E
O
LO

O
I U-)
-1 O
O
ti

I

Reference Reach Hints
. Stream: South Reference Reach
Watershed: Neuse
Location: Knightdale, NC
Latitude: 35.77539
Longitude: 78.44803
County: Wake
Date: August 21, 2001
Observers: Kevin Williams, Katie McKeithan & Brad Fairley
Channel Type: C5
Drainage Area (sq mi): 0.1016
Channel Materials
total riffle pool run glide bar sample
D16 0.121 0.077 0.255 0.000 0.000 ---
D35 0.26 0.17 0.37 0.00 0.00 ---
D50 0.4 0.2 '0.5 0.0 0.0 ---
D84 1 2 1 0 0 ---
D95 4 10 2 0 0 ---
Largest of Bar Sample
% Silt/Clay 7% 13% 2% --- --- ---
% Sand 85% 75% 94% --- --- ---
% Gravel 8% 12% 4% --- ---
% Cobble 0% 0% 0% --- --- ---
% Boulder 0% 0% 0% --- --- ---
% Bedrock 0% 0% 0% --- ---

ei hted Pebble Count
Percent Riffle: 50 Percent Run:
Percent Pool: 50 Percent Glide: Pebble Count,
Material Size Range (mm) Total # South Reference Reach
silUclay 0 0.062 7.4 # Neuse
very fine sand 0.062 0.13 9.0 # Kni htdale. NC
fine sand 0.13 0.25 17.4 # Note:
medium sand 0.25 0.5 25.9 #
coarse sand 0.5 1 20.0 # Pebble Count, South Reference Reach
very coarse sand 1 2 12.4 # 100%
very fine gravel 2 4 3.0 # 90%
fine gravel 4 6 0.5 #
fine gravel 6 8 0.5 # 80% 1 --- --- ----- - - - - ----- - -- -- ---- -
di
l 8 11 2
0 # 70% ---
me
um grave . --
medium gravel 11 16 0.5 # 60%
coarse gravel 16 22 1.0 #
coarse gravel 22 32 0.5 # 50%
very coarse gravel 32 45 0.0 # ?6 40% - ---
very coarse ravel 45 64 0.0 # u

small cobble
64 90
0.0
#

- 30% _

-

- - - -- - - ---- -- - - --- -

- --- -
medium cobble 90 128 0.0 # 200 _
large cobble 128 180 0.0 # a 10% s
very large cobble 180 256 0.0 #
small boulder 256 362 0.0 # 0%
small boulder 362 512 0.0 # 0.01 0.1 1 10 100 1000 10000
medium boulder 512 1024 0.0 # ParticleSize (mm) -__._._____._
large boulder 24 2048 0.0 # -*-Cumulative Percent ? Percent Item --s-Riffle -d-Pool ---Run -+-Glide
very large boulder 4096
rj4_87?? 0.0 #
bedrock 0.0 # Size percent less than (mm) Percent by substrate type
Weighted Count: 100 D16 D35 D50 D84 _
D95 silt/clay sand gravel cobble boulder bedrock
Tru e Total Particle Count: 201 0.121 0.26 0.4 1 4 7% 85% 8% 0% 0% 0%

t

APPENDIX C
NORTH REFERENCE REACH

Photos of North Reference Reach
s ?
5# g'y" s ;a Yjf rd y ` xri3??,?
Y"i
t
l\ 3 ? ..y "t_'.t.°? \ oy.; Y= 9r;?f';{x. .:+} 1 ? `?S:'?•a,.
! 'R 3 f--E L?' .S'F„ f d?S j.. 1I' _• 3 .i •..}. y t +iT T ?-
Nil
?. ?lF.. 4? Lw.tyx y Y' a+ 1 _ k63y? R; •??•
Kim-' e
1
c r
tv*
Y s#° 5? ry T
` . * E r a; tt * "'? Pik.. sY
r :.? : 4 t
Cross Section Data
Basin: Neuse
Reach: North Reference Reach
Observers: Kevin Williams, Katie McKeithan, l ia Myott
Channel Type: B5c
Drainage Area (sq mi): 0.1406
Riffle
STA 105.97 Bankfull Area 11.45 sq.ft
Bankfull Width 18.00 ft
Station Elevation Max depth 1.08 ft
8.20 72.15 Mean depth 0.64 ft
14.11 71.29 Width/Depth Ratio 41.80
16.40 70.73 Flood Prone Width 30.00 ft
19.68 69.59 Entrenchment Ratio 1.96
22.15 69.58
23.95 69.73
25.43 69.63
26.25 69.56
26.90 69.42
27.30 69.29
28.02 69.22
28.38 69.21
28.54 69.18
29.10 69.28
29.82 69.32
31.73 69.49
34.12 69.91
35.76 70.26
41.01 70.60
45.28 70.80
Pool
STA 19.68
Station Elevation
1.71 71.63
6.56 71.37
9.84 70.60
12.30 70.01
13.94 69.83
16.40 69.58
18.04 69.65
19.68 69.75
21.33 70.07
22.97 70.26
23.79 70.03
24.34 70.01
24.93 69.71
25.36 69.60
25.82 69.55
26.08 69.47
26.38 69.34
26.84 69.43
27.17 69.58
27.76 69.76
28.87 70.09
30.18 70.16
32.81 69.94
34.45 70.19
36.09 70.26
41.01 70.11
U
Z
N
CU
a
rn
Y
N
N
a?
Z
U
N
m
N
U
C
N
N
N
L
C)
O
Z
0 0
f0 U
y
N
X
Q
O
'N"
Ll.
Y
[f]
•
Y
c
N
m
N O
J
am
U
W
O X
't
N
3
a?
U T
f9
o !? a
co p a?
m
c
C
t6
U
O
O
O
V
O
N
O
c0 (O v N O w co v N m m m
O O O O r' (D ((D co co O CD U)
(4) UOgOAGID
N
L
c Q
0 0
0
o _
m m ?
w Y
0
m u. m
I
O
LO
LO
O
U
O
N
O
U
C
N
L
Q?
t
O
z
N
5E
ry
Lf)
M
L
O
M
O
w-
O
J
L
N O
E
O O
N .:
L
Lo
Tl-
O
Lo
LO
N
rl-
O
N Lo r LO O to O
T ti O ti 6 co
ti r O
(4) UOIJBn213
O
4-
cu
W Y
c
N cc
OD 00
I
LO
It
O
14-
LO
M
L
U
Rf
N
N
U
C
N
O
4-
N
ry
L
O
Z
0
O
a
co
L
_O
ry
t1) O
N v
N
J
`m
C)
N E
O
L
T
O

LO d M
ti rl-
N O
t ti
(q) u01jeA813
O O
CO CO
O
ti
O
APPENDIX D
DETAILS OF STRUCTURES
1/3 OF PROPOSED 1/3 OF PROPOSED 1/3 OF PROPOSED
CHANNEL WIDTH CHANNEL WIDTH CHANNEL WIDTH
I 1
FLOW
i
I I
20-30% - - _ - \
TOP OF BANK
/ `\)
WATER'S EDGE
\ j I I
TOP OF BANK PLAN VIEW
1/3 OF PROPOSED 1/3 OF PROPOSED 1/3 OF PROPOSED
CHANNEL WIDTH CHANNEL WIDTH CHANNEL WIDTH
TOP OF S ONE SHALL BE SETA MINIMUM OF 0.5ft
ABOVE BANKFULL ELEVATION AS SHOWN ON X-SECT.
NO GAPS
TOP OF CENTER BASE FLOW BETWEEN /
1/3 ROCKS SET ELEVATION ROCKS
AT BASE FLOW (VARIES)
- - ELEVATION
?< ......... ............... o .............. ....... /.?
- - - - - - - - - - - - - - ---
STREAM BED
ELEVATION _ _
I ELI l-1 I I= I D I- I l=1 1? -
?II_IILTI_?ITi?II-III=III IHTI FOOTER ROCKS
CROSS SECTION WILL BE PLACED INTO
THE EXISTING SUBSTRATE
A MINIMUM OF THE ROCK
DIAMETER
ROCK CROSS VANE
SCALE: NTS
NOTE:ALL STONES ARE TO BE STRUCTURE STONE.
I

I

TOP OF
1/3 TOI/ WIDTH OF
PROPOSED CHANNEL
20-30° ,
VANE ROCKS
P ,.
FOOTER ROCKS
BANK; EDGE
' O
" P
OF WATER
PLAN VIEW
TOP OF BANK
EDGE OF WATER
STREAMBANK TOP OF VANE ELEVATION
(VARIES - SEE PLANS)
BASE FLOW ELEVATION
(VARIES)
5 Tp
0? SC
,- _ Op
E
i
FOOTER ROCKS --?
WILL BE PLACED INTO
THE EXISTING SUBSTRATE -fi
A MINIMUM OF THE ROCK DIAMETER. STREAM BED
ELEVATION
ROCK VANE
SCALE: NTS
NOTE:ALL STONES ARE TO BE STRUCTURE STONE.

I
I
I
I

I
I

TOP OF BANK EDGE OF WATER
,
' O
BURIED LOG
P
20-30°
LOG VANE
j BURIED LOG" P
TOP OF BANK
FOOTER ROCKS - ; j
PLAN VIEW EDGE OF WATER
NOTE: LOG IS HARDWOOD MINIMUM DIAMETER
OF 12'. LOG IS BURIED A MINIMUM OF 4 FT
ON BOTH ENDS. ALL STONES ARE TO BE
STRUCTURE STONE.
STREAMBANK
ROCK
EXPOSED LOG.
TOP OF LOG VANE ELEVATION
(VARIES - SEE PLANS)
~TO /0i S
\?PE
BASE FLOW ELEVATION
(VARIES)
?.
- -
BURIED LOG -STREAM BED
ELEVATION
LOG VANE
SCALE: NTS
ANi('i [ On()- IAIAnC ')C 72n-
THEN BACKFILLING OVER AND AROUND
OOT WAD LOGS PACK ROCK IN BETWEEN
ALL WADS TO FIRMLY SECURE ALL
:ONNECTIONS AND GAPS. ROOTWAD TO
SE PLACED THRU BENDS. ROOTWADS TO
)VERLAP.STONE PLACED BETWEEN ROOTWADS.
ACTUAL NUMBER OF ROOThADS AT EACH
LOCATION TO BE DETERMINED BY THE ENGINEER
SEE PLANTING FLAN FOR
STABILIZATION KAEAS;_jRES
ANCHOR POCKS TO REST ON TOP
OF ROOT V'vt; ,
BANKFULL
ELEVATION -
(VARIES) i . f I - - 7-= TT =
El I
P, )T '',,,AD HORIZONTAL
INVERT ! I - _ _ T N`JEPT
ELEVATION -I I= F_3 I --
kBOTTO ?-
R TWA - - ---- - -
ft BELOW INVERT ELEV.
-? -__-_ ?ECULD- - TO BE PLACED ON
j 9 I I= !I =i T, yF_ E H ROOTWAD LOG
THE STRUCTURE IS
ROOT WADS - CROSS SECTION
SCALE: NTS
MIN.Ift DIA.
PLAN VIEW
LIVE STAKE DETAIL
LIVE STAKE
SOUARE CUT
BUDS <FACING UP%
LIVE CUTTING
<I/2'-2' DIAMETER
ANGLE CUT 30'
;2 - 3 Feet
-1
NOTE¦ STAKING MAY BE REOUIRED THROUGH
MATTING. ROCK OR COMPACTED SOILS.
A STARTER HOLE MAY BE REOUIRED.
LIVE S V-A.K ES
\\C\\\\

EXISTING/PROPOSED I
GROUND
EXISTING
STREAMBED
BANK STABILIZATION WITH LIVE STAKES
NOTE¦
1. LIVE STAKES SHALL BE EVENLY SPACED
4' APART.2. LIVE STAKES SHALL BE DRIVEN
UNTIL APPROXIMATELY -YAOF LIVE STAKE
IS WITHIN GROUND

APPENDIX E
WATER BUDGET ANALYSIS

1

E

A water budget for the wetland mitigation site was developed using DRAINMOD.
DRAINMOD is a computer model that was developed by Dr. R. W. Skaggs, Professor,
North Carolina State University, to simulate the performance of water table management
systems. The use of DRAINMOD was necessary to properly model possible
groundwater interactions at the proposed wetland sites. The model simulates the
performance of a given system for a long period of weather record. It predicts water
table depth, drainage rates, surface runoff, and Evapotranspiration (ET), on a continuous
basis.
Inputs:
The following inputs are required for a wetland analysis:
-General Information:
The starting day of wetland evaluation for every year studied was April 3 (day 93) and
the ending day of wetland evaluation was November 3 (day 303). The model was set to
check for 27 continuous days of saturation. Saturation was considered to occur when
the water table was within 30 cm or less of the surface. The simulation started in August
1948 and ended December 1995.
The Conventional Drainage option was selected so that both surface and subsurface
components could be analyzed. Subsurface drainage is considered to be that drainage
provided by evenly spaced parallel drains with a free outlet. Surface drainage is
characterized by the average depth of depressional storage, with poor surface drainage
for large depressional storage and good surface drainage when the amount of water that
can be stored in surface depressions is small.
- Weather parameters:
The nearest useful precipitation gage to the wetland site is on the campus of NC State
University. The gage's ID number is 317069. NC State University provided Stantec with
rainfall and temperature data files for this gage in DRAINMOD format for the years from
1948 to 1995. The rainfall data is hourly amounts in hundredths of inches. The input file
for temperature consists of daily maximum and minimum air temperature in degrees
Fahrenheit for each day. DRAINMOD uses the temperature data files to compute
Potential Evapotranspiration using the Thornthwaite equation. This method uses the
latitude (351-90') and heat index (estimated at 750) for the location along with the
temperature data.
- Drainage Design:
' Diagram 1 is a schematic that shows the condition that was modeled. Diagram 2 is a
close-up of the water table condition that was modeled. Listed below are the parameter
values that were inputted into the model.
' b (depth from soil surface to drain) = 16 cm L (Spacing between drains) = 8000 cm
' Re (effective radius of drains) = 1 cm h (distance to impermeable layer) = 305 cm

de (equivalent depth from drain to impermeable layer) = 213.93 cm
hd (thickness of transmissive layer) = 305 cm
hr (hydraulic head of receiving waters) = 267 cm
Lr (distance to receiving waters) = 4500 cm
w (initial depth to water table) = 15 cm
m (maximum surface storage) = 2 cm
x
UMM"Or M.
':D?aneoeDwon] Ywbcd 4wrrwr ?.l.tfi?,?t-0Y".? 91ope 5eapave?
' SOIL StMACE
66 WATER TABLE
b
h- .................................................
jd IT,
- Lr
Diagram 1
Now
77-m
?
?.PSts?r_?ti l v.mRd fi«xwge l Lrmd saa+m ? svw guww ?
DEPRESSgN STDRIIGE y?,,,
.
SOL SURFACE s,
w
b
WATER TABLE
Zre
T
T
b d,
?....? .................... ..........................
RESTRICTIVE LAYER
-1
Diagram 2
Below is a table that shows the lateral hydraulic conductivity values used in the model:
Bottom depth of layer (cm) Saturated hydraulic
conductivity cm/hr
Layer 1 30 1.6
Layer 2 305 0.001
- Soil Data:
DRAINMOD requires three types of soil characteristic input, soil water characteristic,
drain volume - upflux, and infiltration data (Green-ampt). The soil water characteristic
data requires determining theta(cm/cm). Theta is a measure of how tightly water is held
in the soil matrix in the unsaturated state. Theta for each profile horizon was estimated
by matching texture and structure with similar soils that have published or otherwise
I
' available theta data. The DRAINMOD Reference Manual, titled "Methods for Design
and Evaluation of Drainage-Water Management Systems for Soils with High Water
' Tables" (Skaggs 1990), was the source used for all estimated soil numbers. The soil
characteristics for Nibley Silty Clay Loam were used to determine theta values for the
model. The drain volume - upflux parameters were estimated using the characteristics
of Goldsboro Sandy Loam. The Green-ampt parameters were the same values used for
' Wilson, Portsmouth-E soil.
Output:
' See attachments.

i

D R A I N M O D 5.1
Copyright 1980-99 North Carolina State University
LAST UPDATE: SEPT 1999
LANGUAGE FORTRAN 77/90
DRAINMOD IS A FIELD-SCALE HYDROLOGIC MODEL DEVELOPED FOR
THE DESIGN OF SUBSURFACE DRAINAGE SYSTEMS. THE MODEL WAS
DEVELOPED BY RESEARCHERS AT THE DEPT. OF BIOLOGICAL AND
AGRICULTURAL ENGINEERING, NORTH CAROLINA STATE UNIVERSITY
UNDER THE DIRECTION OF R. W. SKAGGS.
flYfflff,lflfl+f lffl!!+!llfi#+lf4+ffffff11f 1ff,f#f##t+f #flfffffl+#>,##,f##,>#>,
DATA READ FROM INPUT FILE: C:\Drainmod\INPUTS\marks_creek.prj
Cream selector (0=no, 1=yes) - 0
TITLE OF RUN
1f f!!lf rffl+
ANALYSIS OF WETLAND HYDROLOGIC CRITERIA for Marks Creek site at Knightdale, N.C.
for FOREST.87 W D/SPACING, STMAX=S.OCm, thwtd=30cm/14days, Ksat=15,2,8
CLIMATE INPUTS
DESCRIPTION (VARIABLE) VALUE UNIT
FILE FOR RAINDATA ..............C:\DRAINMOD\WEATHER\RALEIGH.RAI
FILE FOR TEMPERATURE/PET DATA ..C:\DRAINMOD\WEATHER\RALEIGH.TEM
RAINFALL STATION NUMBER ..........................(RAINID) 317069
TEMPERATURE/PET STATION NUMBER ...................(TEMPID) 317069
STARTING YEAR OF SIMULATION ..................(START YEAR) 1948 YEAR
STARTING MONTH OF SIMULATION ................(START MONTH) 8 MONTH
ENDING YEAR OF SIMULATION ......................(END YEAR) 1995 YEAR
ENDING MONTH OF SIMULATION ....................(END MONTH) 12 MONTH
TEMPERATURE STATION LATITUDE ...................(TEMP LAT) 35.90 DEG.MIN
HEAT INDEX ..........................................(HID) 75.00
ET MULTIPLICATION FACTOR FOR EACH MONTH
.84 .91 1.00 1.09 1.17 1.21 1.20 1.13 1.04 .95 .86 .82
DRAINAGE SYSTEM DESIGN
*** CONVENTIONAL DRAINAGE ***
JOB TITLE:
ANALYSIS OF WETLAND HYDROLOGIC CRITERIA for Marks Creek site
for FOREST:87 m D/SPACING, STMAX=S.OCm, thwtd-30cm/14days. K
STMAX = 2.00 CM SOIL SURFACE
ADEPTH =305. CM DDRAIN 16. CM
0------------- SDRAIN = 9000. CM -----------0
EFFRAD =1.00 CM
HDRAIN =214. CM
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .
IMPERMEABLE LAYER
DEPTH SATURATED HYDRAULIC CONDUCTIVITY
(CM) (CM/HR)
0 - 30.0 1.600

DEPTH TO DRAIN = 16.0 CM
EFFECTIVE DEPTH FROM DRAIN TO IMPERMEABLE LAYER = 213.9 CM
DISTANCE BETWEEN DRAINS = 9000.0 CM
MAXIMUM DEPTH OF SURFACE PONDING = 2.00 CM
EFFECTIVE DEPTH TO IMPERMEABLE LAYER = 229.9 CM
DRAINAGE COEFFICIENT(AS LIMITED BY SUBSURFACE OUTLET) _ .10 CM/DAY
MAXIMUM PUMPING CAPACITY (SUBIRRIGATION MODE) - 2.50 CM/DAY
ACTUAL DEPTH FROM SURFACE TO IMPERMEABLE LAYER = 305.0 CM
SURFACE STORAGE THAT MUST BE FILLED BEFORE WATER
CAN MOVE TO DRAIN - 2.00 CM
' FACTOR -G- IN KIRXHAM EQ. 2-17 - 6.87
*** SEEPAGE LOSS INPUTS ***
No seepage due to field slope
' No seepage due to vertical deep seepage
Lateral Deep Seepage
thickness of convenance layer (cm)= 305.000000
hydraulic head at offsite sink/source (cm). 267.000000
distance to offsite sink/source (cm). 4500.000000
' lateral conductivity of conveyance lay er (cm/hr)= 1.000000E-02
+w
' end of seepage inputs '**
WIDTH OF DITCH BOTTOM - 150.0 CM
SIDE SLOPE OF DITCH (HORI2:VERT) - 3.00 . 1. 00
' INITIAL WATER TABLE DEPTH - 15.0 CM
DEPTH OF WEIR FROM THE SURFACE
1 ------------------------------
DATE 1/ 1 2/ 1 3/ 1 4/ 1
5/ 1 6/ 1
WEIR DEPTH 16.0 16.0 16.0 16.0 16.0 16.0
DATE 7/ 1 8/ 1 9/ 1 10/ 1 11/ 1 12/ 1
WEIR DEPTH 16.0 16.0 16.0 16.0 16.0 16.0

SOIL INPUTS
xxxxxwxwwww
' TABLE 1

DRAINAGE TABLE
VOID VOLUME WATER TABLE DEPTH
(CM) (CM)
' .0 .0
1.0 40.0
2.0 60.0
3.0 78.2
4.0 95.0
5.0 120.0
' 6.0 140.0
7.0 160.0
8.0 180.0
9.0 190.0
10.0 200.0
11.0 210.0
' 12.0 220.0
13.0 226.7
14.0 233.3
15.0 240.0
16.0 242.0
17.0 244.0
' 18.0 246.0
19.0 248.0
20.0 250.0
21.0 259.4
22.0 268.8
23.0 278.1
' 24.0 287.5
25.0 296.9
26.0 306.3
27.0 315.6
28.0 325.0
29.0 334.4
' 30.0 343.8
35.0 390.6
40.0 437.5
45.0 484.4
50.0
60-0 531.3
625.0
' 70.0 718.8
80.0 812.5
90.0 906.3
1 TABLE 2
' SOIL WATER CHARACTERISTIC VS VOID VOLUME VS UPFLUX
7
HEAD WATER CONTENT VOID VOLUME UPFLUX
(CM) (CM/CM) (CM) (CM/HR)
.0 .5000 .00 1.0000
10.0 .3980 .20 .5000
20.0 .3970 .40 .3000
30.0 .3950 .65 .1000
40.0 .3900 1.00 .0333
50.0 .3850 1.60 .0167
60.0 .3800 2.00 .0104
70.0 .3750 2.55 .0075
80.0 .3650 3.10 .0046
90.0 .3625 3.70 .0033
100.0 .3600 4.30 .0021
110.0 .3560 4.65 .0012
120.0 .3520 5.00 .0004
130.0 .3480 5.50 .0002
140.0 .3440 6.00 .0000
150.0 .3400 6.50 .0000
160.0 .3340 7.00 .0000
170.0 .3280 7.50 .0000
180.0 .3220 8.00 .0000
190.0 .3160 9.00 .0000
200.0 .3100 10.00 .0000
210.0 .3080 11.00 .0000
220.0 .3060 12.00 .0000
230.0 .3040 13.50 .0000
240.0 .3020 15.00 .0000
250.0 .3000 20.00 .0000
260.0 .2980 21.07 .0000
270.0 .2960 22.13 .0000
280.0 .2940 23.20 .0000
290.0 .2920 24.27 .0000
300.0 .2900 25.33 .0000
350.0 .2800 30.67 .0000
400.0 .2777 36.00 .0000
450.0 .2754 41.33 .0000
500.0 .2731 46.67 .0000
600.0 .2685 57.33 .0000
700.0 .2638 68.00 .0000
800.0 .2592 78.67 .0000
900.0 .2546 89.33 .0000
GREEN AMPT INFILTRATION PARAMETERS
W.T.D. A B
(CM) (CM) (CM)
.000 .000 .000
50.000 1.200 .750
100.000 6.500 1.200
150.000 10.000 1.500
200.000 12.000 1.500
500.000 15.000 1.500
1000.000 15.000 1.500
TRAFFICABILITY
w««rrr«rrrr«rr
FIRST
REQUIREMENTS PERIOD
-MINIMUM AIR VOLUME IN SOIL (CM): 3.00
-MAXIMUM ALLOWABLE DAILY RAINFALL(CM): 1.20
-MINIMUM TIME AFTER RAIN BEFORE TILLING CAN CONT INUE: 2.00
WORKING TIMES
-DATE TO BEGIN COUNTING WORK DAYS: 3/15
-DATE TO STOP COUNTING WORK DAYS: 8/30
-FIRST WORK HOUR OF THE DAY: 8
-LAST WORK HOUR OF THE DAY: 20
CROP
SOIL MOISTURE AT WILTING POINT = .17
HIGH WATER STRESS: BEGIN STRESS PERIOD ON
END STRESS PERIOD ON
CROP IS IN STRESS WHEN
DROUGHT STRESS: BEGIN STRESS PERIOD ON
END STRESS PERIOD ON
4/10
11/16
WATER TABLE IS ABOVE 30.0 CM
4/10
11/16
MO DAY ROOTING DEPTH(CM)
1 1 45.0
12 31 45.0
SECOND
PERIOD
3.00
1.20
2.00
12/31
12/31
8
20
WASTEWATER IRRIGATION
NO WASTEWATER IRRIGATION SCHEDULED:
-----------------------------------
Y#!ff Wetlands Parameter Estimation A
Start Day = 93 End Day 303
Threshold Water Table Depth (cm) 30.0
Threshold Consecutive Days = 27
Fixed Monthly Pet Values
1 1.00 2 1.00 3 1.00 4 1.00 5 1.00 6 1.00 7 1.00 8 1.00 9 1.00 10 1.00 11 1.00 12
1.00
Mrank indicator - 0
?YYYYY:Yef!!!f#:#YlY YYr!#ff#ff END OF INPUTS *!¦llffw#YYY•Y Yl1ff if ff #rf lff!
----------RUN STATISTICS ---------- time: 9/28/2001 ® 11:40
input file: C:\Drainmod\INPUTS\marks_creek.prj
parameters: free drainage and yields not calculated
drain spacing 9000. cm drain depth = 16.0 cm
------------------------------------------------- -'---------------------
FOR 2/1949, NUMBER DAYS MISSING TEMPERATURE= 2
FOR 3/1952, NUMBER DAYS MISSING TEMPERATURE= 3
FOR 5/1955, NUMBER DAYS MISSING TEMPERATURE= 1
*#* WARNING - RAINFALL FILE #•*
MONTH 4, YEAR 1982 NOT FOUND
RAINFALL IS ZERO, OR MISSING FOR THIS MONTH
FOR 8/1995, NUMBER DAYS MISSING TEMPERATURE= 3
FOR 10/1995, NUMBER DAYS MISSING TEMPERATURE= 1
TERMINATE SIMULATION DUE TO END OF LOOP
#*> Computational Statistics <•*
> Start Computations = 700.334
*f> End Computations = 700.393
> Total simulation time = 3.5 seconds.
-----------------------------------------...-------
* DRAINMOD version 5.1
• Copyright 1980-99 North Carolina State University
----------------------------------------------------
ANALYSIS OF WETLAND HYDROLOGIC CRITERIA for Marks Creek site at Knightdale, N.C.
for FOREST.87 m D/SPACING, STMAX=S.OCm, thwtd=30cm/14days, Ksat=15,2,8
«++++.r.r++arxaaaxa+ar++++++:++++xax+a++xx+x+aax+++aaw:*:++xaaaaaar x++x. xxxa•xaa
----------RUN STATISTICS ---------- time: 9/28/2001 a 11:40
input file: C:\Drainmod\INPUTS\marks_creek.prj
parameters. free drainage and yields not calculated
drain spacing = 9000. cm drain depth - 16.0 Cm
------------------------------------------ -----------------------------
D R A I N M 0 D--- HYDROLOGY EVALUATION
****** INTERIM EXPERIMENTAL RELEASE ******
Number of periods with water table closer than 30.00 cm
for at least 27 days. Counting starts on day
93 and ends on day 303 of each year
YEAR Number of Periods Longest Consecutive
of 27 days or Period in Days
more with WTD
< 30.00 cm
------------------ -------------------
1948 0. 10.
1949 1. 45.
1950 0. 16.
1951 1. 31.
1952 0. 18.
1953 0. 26.
1954 0. 23.
1955 0. 20.
1956 1. 27.
1957 0. 17.
1958 1. 45.
1959 1. 28.
1960 0. 22.
1961 0. 23.
1962 0. 24.
1963 0. 12.
1964 0. 20.
1965 0. 15.
1966 0. 20.
1957 1. 39.
1968 1. 37.
1969 0. 26.
1970 0. 21.
1971 0. 23.
1972 1. 31.
1973 0. 20.
1974 0. 23.
1975 0. 23.
1976 0. 14.
1977 0. 13.
1978 1. 27.
1979 0. 23.
1980 0. 23.
1981 0. 15.
1982 0. 11.
1983 1. 34.
1984 1. 33.
1985 0. 4.
1986 0. 1.
1987 1. 31.
1988 1. 30.
1989 1. 48.
1990 0. 23.
1991 0. 8.
1992 0. 16.
1993 1. 28.
1994 0. 17.
1995 1. 54.
Number of Years with at least one period = 16. out of 48 years

f
i

J

-----------------------------------------------------
* DRAINMOD version 5.1
• Copyright 1980-99 North Carolina State University
-----------------------------------------------------
ANALYSIS OF WETLAND HYDROLOGIC CRITERIA for Marks Creek site at Knightdale, N.C.
for POREST:87 m D/SPACING, STMAX=S.OCm, thwtd=30cm/14days, Ksat=15,2,8
•+r.+++++++++e+.+++r+r•.++++re++:ew++:+++++r++++++rr+++++++•+++r+r:..•++..+++++e
---RUN STATISTICS ---------- time: 9/28/2001 0 11:40
input file: C:\Drainmod\INPUTS\marks Creek.prj
parameters: free drainage and yields not calculated
drain spacing = 9000. cm drain depth = 16.0 cm
------------------------------------------------------------------------
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1948
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 .00 .00 .00 .00 .00 .00 .0
2 .00 .00 .00 .00 .00 .00 .0
3 .00 .00 .00 .00 .00 .00 .0
4 .00 .00 .00 .00 .00 .00 .0
5 .00 .00 .00 .00 .00 .00 .0
6 .00 . .00 .00 .00 .00 .00 .0
7 .00 .00 .00 .00 .00 .00 .0
8 13.56 8.02 14.89 .01 5.55 254.76 .0
9 10.11 10.11 9.41 .00 .00 .00 .0
10 7.49 7.49 4.17 .00 .00 .00 .0
11 20.88 6.08 2.72 .04 12.83 388.75 .0
12 13.06 1.33 1.23 .04 11.71 .00 .0
TOTALS 65.10 33.03 32.43 .09 30.08 643.51 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1949
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 7.19 1.97 1.87 .04 5.21 .00 .0
2 7.98 1.92 1.84 .04 6.09 .00 .0
3 3.76 3.56 3.47 .04 1.31 .00 .0
4 6.22 5.55 5.46 .04 .08 630.00 .0
5 10.62 8.85 11.67 .02 3.20 480.39 .0
6 7.11 7.11 16.71 .00 .00 .00 .0
7 13.59 13.59 19.64 .00 .00 .00 .0
8 22.53 22.53 11.38 .00 .00 .00 9.0
9 14.91 14.91 8.94 .01 .00 145.75 .0
10 6.58 6.58 6.04 .00 .00 1.90 .0
11 5.87 3.07 1.94 .04 .87 477.31 .0
12 4.19 1.27 1.17 .04 3.12 .00 .0
TOTALS 110.54 90.91 90.13 .27 19.88 1735.35 9.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1950
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 6.10 2.62 2.52 .04 3.41 .00 .0
2 3.99 1.22 1.14 .04 2.68 .00 .0
3 6.78 2.40 2.31 .04 5.03 .00 .0
4 5.05 6.27 6.20 .02 .00 300.47 .0
5 16.99 10.87 11.90 .02 6.13 480.04 .0
6 14.27 14.27 16.04 .00 .00 .00 .0
7 12.88 12.88 16.81 .00 .00 9.93 .0
8 2.06 2.06 14.80 .00 .00 .00 2.0
9 9.42 9.42 7.68 .00 .00 .00 6.0
10 8.31 8.31 5.96 .00 .00 .00 .0
11 3.45 3.45 2.05 .00 .00 .00 .0
12 6.76 6.76 .52 .00 .00 .00 .0
TOTALS 96.06 80.54 87.93 .16 17.26 790.44 8.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1951
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 3.99 3.99 1.13 .00 .00 .00 .0
2 4.72 4.72 1.56 .00 .00 .00 .0
3 6.27 4.65 2.53 .02 .00 .00 .0
4 11.40 5.48 5.76 .04 7.55 621.55 .0
5 4.50 4.50 10.45 .00 .00 21.08 .0
6 8.71 8.71 17.20 .00 .00 .00 .0
7 11.91 11.91 16.92 .00 .00 .00 7.0
8 10.24 10.24 10.49 .00 .00 .00 15.0
9 3.51 3.51 3.66 .00 .00 .00 22.0
10 7.37 7.37 4.41 .00 .00 .00 6.0
11 6.83 6.83 1.55 .00 .00 .00 .0
12 8.23 8.23 1.43 .00 .00 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 5.56 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 12.86 .00 .00
.00 11.75 .00 .00
.00 30.17 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 5.25 .00 .00
.00 6.13 .00 .00
.00 1.35 .00 .00
.00 .12 .00 .00
.00 3.22 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .91 .00 .00
.00 3.16 .00 .00
.00 20.15 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 3.45 .00 .00
.00 2.72 .00 .00
.00 5.07 .00 .00
.00 .02 .00 .00
.00 6.16 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 17.42 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 .00 .00 .00
.00 .02 .00 .00
.00 7.58 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
LATSP DRN+SP
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.04 .06
.03 .03
.04 .04
.05 .09
.05 .10
.22 .31
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .09
.05 .07
.03 .03
.03 .03
.02 .02
.04 .04
.04 .04
.05 .09
.05 .10
.52 .79
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .07
.05 .07
.04 .04
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.46 .62
LATSP DRN+SF
.03 .03
.04 .04
.05 .OS
.05 .0S
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.02 .0:
.02 .02
.03 .03
TOTALS 87.68 80.13 77.10 .06 7.55 642.63 50.0 .00 7.60 .00 .00 .38 .43

MONTHLY VOLUMES IN CEN
MONTH RAIN INFIL ET DRAIN
1 11.46 7.21 1.75 .00
2 9.78 1.24 1.15 .04
3 15.77 2.38 2.29 .04
4 6.27 6.24 6.16 .03
5 9.30 10.47 11.85 .02
6 4.83 4.83 19.88 .00
7 16.00 16.00 10.29 .00
8 24.79 24.79 15.12 .00
9 4.34 4.34 9.80 .00
10 3.51 3.51 4.01 .00
11 11.18 9.37 2.08 .01
12 7.70 .88 .79 .04
TOTALS 124.92 91.26 85.17 .19 31.66 797.61 17.0 .00 31.85 .00 .00 .49 .67
MONTHLY VOLUMES IN CEN'
MONTH RAIN INFIL ET DRAIN
1 10.41 1.52 1.42 .04
2 9.35 1.33 1.24 .04
3 11.25 3.22 3.13 .04
4 11.61 6.36 6.27 .03
5 3.48 5.24 14.93 .01
6 10.13 10.13 15.74 .00
7 2.03 2.03 6.67 .00
8 6.86 6.86 7.04 .00
9 8.79 8.79 1.92 .00
10 1.12 1.12 5.73 .00
11 4.19 4.19 2.11 .00
12 12.29 12.29 1.21 .00
.'IMETERS FOR YEAR 1952
RUNOFF SEW DRYDAY PUMP TWLOSS SLOPSP VERTSP LATSP DRN+SP
2.26 .00 .0 .00 2.26 .00 .00 .04 .04
8.53 .00 .0 .00 8.57 .00 .00 .05 .09
14.06 .00 .0 .00 14.10 .00 .00 .05 .10
.19 409.48 .0 .00 .22 .00 .00 .05 .08
.00 388.13 .0 .00 .02 .00 .00 .05 .07
.00 .00 .0 .00 .00 .00 .00 .03 .03
.00 .00 17.0 .00 .00 .00 .00 .02 .02
.00 .00 .0 .00 .00 .00 .00 .03 .03
.00 .00 .0 .00 .00 .00 .00 .04 .04
.00 .00 .0 .00 .00 .00 .00 .03 .03
.32 .00 .0 .00 .34 .00 .00 .04 .05
6.31 .00 .0 .00 6.35 .00 .00 .05 .10
'IMETERS FOR YEAR 1953
RUNOFF SEW DRYDAY PUMP TWLOSS SLOPSP VERTSP LATSP DRN+SP
9.00 .00 .0 .00 9.05 .00 .00 .05 .10
8.17 .00 .0 .00 8.20 .00 .00 .05 .09
8.44 .00 .0 .00 8.48 .00 .00 .05 .10
4.81 540.30 .0 .00 4.85 .00 .00 .05 .09
.00 254.22 .0 .00 .01 .00 .00 .04 .05
.00 .00 .0 .00 .00 .00 .00 .03 .03
.00 .00 24.0 .00 .00 .00 .00 .02 .02
.00 .00 18.0 .00 .00 .00 .00 .02 .02
.00 .00 25.0 .00 .00 .00 .00 .02 .02
.00 .00 .0 .00 .00 .00 .00 .02 .02
.00 .00 .0 .00 .00 .00 .00 .02 .02
.00 .00 .0 .00 .00 .00 .00 .03 -03
TOTALS 91.52 63.08 67.42 .17 30.42 794.52 67.0 .00 30.59 .00 .00 .42 .59
MONTHLY VOLUMES IN CEN:
MONTH RAIN INFIL ET DRAIN
1 19.10 5.94 .96 .02
2 4.32 1.79 1.70 .04
3 11.40 2.87 2.77 .04
4 7.19 6.06 8.18 .03
5 9.27 9.27 9.55 .02
6 2.84 2.84 16.90 .00
7 13.06 13.06 15.64 .00
8 12.85 12.85 13.70 .00
9 1.45 1.45 1.64 .00
10 12.52 12.52 2.05 .00
11 6.43 6.43 1.43 .00
12 5.31 5.31 .74 .02
'IMETERS FOR YEAR 1954
RUNOFF SEW DRYDAY PUMP TWLOSS SLOPSP VERTSP LATSP DRN+SP
11.49 .00 .0 .00 11.51 .00 .00 .04 .07
2.20 .00 .0 .00 2.24 .00 .00 .05 .09
8.54 .00 .0 .00 8.58 .00 .00 .05 .10
3.13 445.67 .0 .00 3.16 .00 .00 .05 .08
.00 374.04 .0 .00 .02 .00 .00 .05 .06
.00 .00 .0 .00 .00 .00 .00 .03 .03
.00 .00 7.0 .00 .00 .00 .00 .02 .02
.00 .00 7.0 .00 .00 .00 .00 .02 .02
.00 .00 29.0 .00 .00 .00 .00 .02 .02
.00 .00 14.0 .00 .00 .00 .00 .02 .02
.00 .00 .0 .00 .00 .00 .00 .03 .03
.00 .00 .0 .00 .02 .00 .00 .05 .07
TOTALS 105.74 80.38 75.25 .16 25.36 819.71 57.0 .00 25.52 .00 .00 .45 .61
MONTHLY VOLUMES IN CEN'
MONTH RAIN INFIL ET DRAIN
1 6.40 1.12 .63 .04
2 9.98 1.32 1.24 .04
3 3.96 3.89 3.79 .04
4 6.86 6.24 7.69 .03
5 4.95 4.95 13.52 .00
6 5.41 5.41 13.83 .00
7 16.21 16.21 16.60 .00
8 26.64 26.64 12.97 .00
9 11.00 11.00 9.58 .00
10 4.98 4.98 4.67 .00
11 5.94 5.68 1.93 .01
12 1.50 .70 .60 .04
.'IMETERS FOR YEAR 1955
RUNOFF SEW DRYDAY PUMP TWLOSS SLOPSP VERTSP LATSP DRN+SP
3.29 .00 .0 .00 3.33 .00 .00 .05 .09
8.92 -00 .0 .00 8.95 .00 .00 .05 .09
.85 .00 .0 .00 .89 .00 .00 .05 .10
1.57 349.63 .0 .00 1.60 .00 .00 .05 .09
.00 .00 .0 .00 .00 .00 .00 .04 .04
.00 .00 .0 .00 .00 .00 .00 .03 .03
.00 .00 8.0 .00 .00 .00 .00 .02 .02
.00 .00 7.0 .00 .00 .00 .00 .02 .02
.00 99.98 .0 .00 .00 .00 .00 .04 .05
.00 .00 .0 .00 .00 .00 .00 .04 .04
.00 .00 .0 .00 .01 .00 .00 .04 .05
.00 .00 .0 .00 .04 .00 .00 .05 .10
TOTALS 103.84 88.14 87.05 .19 14.63 449.61 15.0 .00 14.83 .00 .00 .50 .69
MONTHLY VOLUMES IN CEN.
MONTH RAIN INFIL ET DRAIN
1 2.67 .58 .48 .04
2 11.94 1.45 1.36 .04
3 8.56 2.61 2.51 .04
4 12.04 5.58 5.49 .04
5 4.78 5.62 11.87 .02
6 11.25 11.25 16.44 .01
7 17.35 17.35 18.01 .00
8 3.33 3.33 11.11 .00
9 9.50 9.50 3.26 .00
10 8.08 8.08 5.17 .00
11 3.51 3.51 1.99 .00
12 8.33 8.33 2.09 .00
'IMETERS FOR YEAR 1956
RUNOFF SEW DRYDAY PUMP TWLOSS SLOPSP VERTSP LATSP DRN+SP
1.34 .00 .0 .00 1.3B .00 .00 .05 .10
10.36 .00 .0 .00 10.39 .00 .00 .05 .09
6.20 .00 .0 .00 6.24 .00 .00 .05 .10
7.31 571.68 .0 .00 7.35 .00 .00 .05 .09
.00 334.22 .0 .00 .02 .00 .00 .04 .06
.00 123.36 .0 .00 .01 .00 .00 .04 .04
.00 .00 .0 .00 .00 .00 .00 .03 .03
.00 .00 13.0 .00 .00 .00 .00 .02 .02
.00 .00 20.0 .00 .00 .00 .00 .02 .02
.00 .00 .0 .00 .00 .00 .00 .02 .02
.00 .00 .0 .00 .00 .00 .00 .03 .03
.00 .00 .0 .00 .00 .00 .00 .03 .03
TOTALS 101.32 77.17 79.79 .18 25.21 1029.27 33.0 .00 25.39 .00 .00 .45 .63
1
f

MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1957
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 7.16 4.32 1.03 .00 .85 .00 .0
2 11.18 1.62 1.53 .04 9.56 .00 .0
3 5.72 2.56 2.47 .04 3.70 .00 .0
4 4.22 5.67 8.15 .02 .00 278.55 .0
5 14.88 11.04 11.66 .01 3.85 160.45 .0
6 15.32 13.38 16.09 .01 1.94 302.24 .0
7 5.46 5.46 18.64 .00 .00 .00 .0
8 12.32 12.32 7.08 .00 .00 .00 16.0
9 11.63 11.63 10.53 .00 .00 .00 .0
10 4.34 4.34 3.64 .00 .00 .00 .0
11 16.59 14.46 2.20 .01 .16 .00 .0
12 8.69 1.28 1.19 .04 7.43 .00 .0
TOTALS 117.50 88.08 84.20 .17 27.48 741.23 16.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1958
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 8.71 .41 .31 .04 8.40 .00 .0
2 8.23 .61 .53 .04 7.57 .00 .0
3 6.48 1.53 1.43 .04 4.89 .00 .0
4 12.75 6.07 5.98 .04 6.87 624.69 .0
5 16.38 11.21 11.12 .03 6.27 743.11 .0
6 11.18 11.85 15.16 .01 .00 195.19 .0
7 12.24 12.24 18.74 .00 .00 .00 .0
8 15.82 15.82 15.34 .00 .00 .00 .0
9 3.00 3.00 9.43 .00 .00 .00 .0
10 7.57 7.57 4.49 .00 .00 .00 .0
11 2.62 2.62 2.78 .00 .00 .00 .0
12 10.77 10.77 .51 .00 .00 .00 .0
TOTALS 115.75 83.69 85.82 .20 34.00 1562.99 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1959
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 4.50 3.74 .87 .02 .00 .00 .0
2 8.59 1.31 1.23 .04 6.18 .00 .0
3 8.18 2.46 2.37 .04 5.75 .00 .0
4 14.81 6.76 7.03 .04 9.86 617.65 .0
5 6.43 6.43 12.49 .00 .00 .00 .0
6 6.58 6.58 16.14 .00 .00 .00 .0
7 22.43 22.43 16.47 .00 .00 .00 2.0
8 15.04 15.04 12.74 .00 .00 .00 8.0
9 8.94 8.94 9.92 .00 .00 .00 .0
10 16.59 14.42 5.49 .01 .39 246.60 .0
11 6.55 2.05 1.95 .04 4.43 480.00 .0
12 5.71 .99 .89 .04 4.66 .00 .0
TOTALS 124.33 91.13 87.61 .22 31.27 1344.25 10.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1960
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 11.66 1.01 .91 .04 10.58 .00 .0
2 13.36 .78 .69 .04 12.69 .00 .0
3 12.55 1.19 1.10 .04 11.43 .00 .0
4 11.61 7.61 7.54 .02 4.87 276.94 .0
5 12.88 8.88 10.78 .02 4.95 585.26 .0
6 6.43 6.43 16.33 .00 .00 .00 .0
7 18.97 18.97 16.22 .00 .00 .00 .0
8 13.79 13.79 16.02 .00 .00 .00 .0
9 7.75 7.75 10.08 .00 .00 .00 .0
10 5.82 5.82 5.30 .00 .00 .00 .0
11 2.24 2.24 2.09 .00 .00 .00 .0
12 4.88 4.88 .42 .00 .00 .00 .0
TOTALS 121.92 79.34 87.47 .17 44.51 862.20 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1961
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 7.32 7.32 .46 .00 .00 .00 .0
2 14.60 3.51 1.51 .03 9.32 .00 .0
3 11.10 3.71 3.62 .04 7.16 .00 .0
4 5.66 4.94 4.85 .04 2.62 549.49 .0
5 7.47 6.94 9.59 .02 .63 371.64 .0
6 10.29 10.29 14.31 .00 .00 .00 .0
7 7.87 7.87 17.98 .00 .00 .00 .0
8 16.56 16.56 13.92 .00 .00 .00 3.0
9 3.18 3.17 9.18 .00 .00 .00 8.0
10 2.95 2.95 3.08 .00 .00 .00 19.0
11 5.33 5.33 1.25 .00 .00 .00 11.0
12 12.09 12.09 .71 .00 .00 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 .85 .00 .00
.00 9.60 .00 .00
.00 3.74 .00 .00
.00 .02 .00 .00
.00 3.86 .00 .00
.00 1.95 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .17 .00 .00
.00 7.47 .00 .00
.00 27.65 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 8.45 .00 .00
.00 7.61 .00 .00
.00 4.93 .00 .00
.00 6.91 .00 .00
.00 6.30 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 34.20 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 .02 .00 .00
.00 6.22 .00 .00
.00 5.79 .00 .00
.00 9.90 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .40 .00 .00
.00 4.47 .00 .00
.00 4.70 .00 .00
.00 31.50 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 10.62 .00 .00
.00 12.73 .00 .00
.00 11.47 .00 .00
.00 4.89 .00 .00
.00 4.97 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 44.68 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 9.35 .00 .00
.00 7.20 .00 .00
.00 2.65 .00 .00
.00 .65 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
LATSP DRN+SP
.04 .04
.05 .09
.05 .10
.05 .07
.04 .05
.04 .06
.03 .03
.02 .02
.02 .02
.03 .03
.03 .04
.05 .10
.47 .64
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .09
.05 .09
.04 .05
.03 .03
.03 .03
.02 .02
.03 .03
.02 .02
.03 .03
.47 .67
LATSP DRN+SP
.05 .07
.05 .09
.05 .10
.05 .09
.04 .04
.03 .03
.03 .03
.02 .02
.03 .03
.04 .05
.05 .09
.05 .10
.50 .73
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .07
.05 .08
.03 .03
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.45 .62
LATSP DRN+SF
.03 .03
.05 .08
.05 .10
.05 .09
.05 .06
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
TOTALS 104.42 84.69 80.45 .12 19.73 921.13 41.0 .00 19.85 .00 .00 .41 .53
1

s

s

f

MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1962
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 16.66 5.87 .74 .03 8.86 .00 .0
2 6.96 1.53 1.45 .04 5.77 .00 .0
3 12.32 2.09 2.00 .04 9.82 .00 .0
4 8.18 5.47 5.65 .03 4.64 522.46 .0
5 3.48 3.55 14.21 .00 .00 . 9.01 .0
6 16.18 16.18 14.52 .00 .00 .00 .0
7 17.96 17.96 16.78 .00 .00 .00 .0
8 5.03 5.03 14.50 .00 .00 .00 .0
9 9.45 9.45 6.94 .00 .00 .00 8.0
10 2.51 2.51 5.84 .00 .00 .00 .0
11 18.26 18.26 1.41 .00 .00 .00 .0
12 5.61 2.44 .66 .O1 1.18 .00 .0
TOTALS 122.61 90.35 84.69 .16 30.27 531.46 8.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1963
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 7.52 .67 .58 .04 6.85 .00 .0
2 8.76 .48 .39 .04 8.30 .00 .0
3 9.65 3.69 3.59 .04 7.42 .00 .0
4 4.50 5.03 6.69 .02 .00 224.91 .0
5 10.29 10.29 10.38 .00 .00 1.31 .0
6 4.37 '4.37 14.42 .00 .00 .00 .0
7 8.92 8.92 15.06 .00 .00 .00 5.0
8 5.33 5.33 7.31 .00 .00 .00 21.0
9 7.04 7.04 3.93 .00 .00 .00 19.0
10 1.12 1.12 3.79 .00 .00 .00 11.0
it 17.93 17.93 2.06 .00 .00 .00 D
12 8.33 4.23 .28 .02 2.10 .00 .0
TOTALS 93.75 69.09 68.48 .16 24.66 226.23 56.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1964
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 9.30 .96 .87 .04 8.33 .00 .0
2 10.44 .62 .53 .04 9.83 .00 .0
3 7.44 3.01 2.91 .04 4.79 .00 .0
4 8.61 4.43 6.04 .03 5.82 341.36 .0
5 2.34 2.34 12.12 .00 .00 .00 .0
6 8.66 8.66 16.70 .00 .00 .00 1.0
7 10.31 10.31 10.27 .00 .00 .00 19.0
B 14.43 14.43 7.90 .00 .00 .00 20.0
9 13.44 13.44 9.29 .00 .00 .00 .0
10 10.03 10.03 3.34 .00 .00 .07 .0
11 3.51 3.51 2.57 .00 .00 .00 .0
12 10.49 2.58 1.12 .03 6.07 .00 .0
TOTALS 108.99 74.31 73.65 .18 34.84 341.43 40.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1965
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 3.73 1.10 1.00 .04 2.48 .00 .0
2 6.10 1.35 1.27 .04 4.89 .00 .0
3 10.36 1.66 1.56 .04 9.12 .00 .0
4 3.84 5.27 5.99 .02 .00 204.08 .0
5 5.59 5.59 13.90 .00 .00 .00 .0
6 21.13 19.80 13.78 .O1 1.33 177.76 .0
7 14.07 14.07 16.62 .O1 .00 267.20 .0
8 7.62 7.62 16.02 .00 .00 .00 .0
9 6.73 6.73 10.93 .00 .00 .00 .0
10 4.50 4.50 4.65 .00 .00 .00 .0
11 3.12 3.12 2.22 .00 .00 .00 .0
12 .63 .63 1.08 .00 .00 .00 .0
TOTALS 87.43 71.44 89.04 .16 17.83 649.04 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1966
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 13.77 13.77 .57 .00 .00 .00 .0
2 12.09 5.91 .83 .O1 4.21 .00 .0
3 4.60 2.95 2.85 .04 3.36 .00 .0
4 5.13 5.40 5.53 .O1 .00 226.51 .0
5 12.57 11.05 10.77 .03 1.52 823.80 .0
6 9.35 9.36 15.35 .00 .00 30.14 .0
7 2.31 2.31 15.32 .00 .00 .00 8.0
8 14.71 14.71 15.08 .00 .00 .00 2.0
9 9.09 9.09 4.42 .00 .00 .00 18.0
10 5.11 5.11 4.61 .00 .00 .00 .0
11 5.23 5.23 2.17 .00 .00 .00 .0
12 6.63 6.63 1.01 .00 .00 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 8.89 .00 .00
.00 5.80 .00 .00
.00 9.87 .00 .00
.00 4.68 .00 .00
.00 .00 .00 .00
.00 DO .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 1.19 .00 .00
.00 30.42 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 6.89 .00 .00
.00 8.33 .00 .00
.00 7.46 .00 .00
.00 .02 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 2.12 .00 .DO
.00 24.82 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 8.37 .00 .00
.00 9.87 .00 .DO
.00 4.83 .00 .00
.00 5.85 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .OD .00 .DO
.00 6.10 .00 .00
.00 35.02 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 2.52 .00 .00
.00 4.93 .00 .00
.00 9.16 .00 .00
.00 .02 .00 .00
.00 .00 .00 .00
.00 1.34 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 17.99 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 4.21 .00 .00
.00 3.40 .00 .00
.00 .02 .00 .00
.00 1.55 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
LATSP DRN+SP
.05 .09
.05 .09
.05 .10
.05 .09
.04 .04
.03 .03
.03 .03
.03 .03
.02 .02
.02 .02
.03 .03
.05 .06
.45 .61
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .06
.04 .04
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.05 .07
.44 .60
LATSP DRN+SP
.05 .10
.O5 .09
.05 .10
.05 .O8
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.04 .04
.04 .04
.05 .09
.48 .66
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .07
.04 .04
.04 .05
.04 .06
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.45 .61
LATSP DRN+SF
.02 .02
.04 .04
.05 .10
.05 .06
.05 .09
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
TOTALS 100.58 91.50 78.52 .10 9.08 1080.45 28.0 .00 9.18 .00 .00 .41 .51

1

1

s

r

I

t

MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1967
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 4.17 4.17 1.29 .00 .00 .00 .0
2 9.65 3.79 .84 .03 3.91 .00 .0
3 4.11 4.12 4.02 .04 1.45 .00 .0
4 7.67 7.50 7.45 .01 .00 136.35 .0
5 10.54 9.19 9.44 .03 2.01 827.28 .0
6 11.61 11.61 14.14 .00 .00 142.03 .0
7 8.86 8.86 17.11 .00 .00 30.32 .0
8 15.80 15.80 14.74 .00 .00 .00 .0
9 4.42 4.42 8.54 .00 .00 .00 .0
10 5.74 5.74 5.02 .00 .00 .00 .0
11 5.44 5.44 1.56 .00 .00 .00 .0
12 12.52 11.16 1.36 .00 .00 .00 .0
TOTALS 100.53 91.80 85.50 .12 7.37 1135.98 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1968
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 7.32 .69 .60 .04 6.24 .00 .0
2 2.54 .42 .33 .04 1.86 .00 .0
3 5.64 3.68 3.62 .04 3.62 .00 .0
4 7.70 5.76 5.64 .04 .96 611.85 .0
5 9.70 9.23 9.16 .01 .74 371.35 .0
6 4.42 '5.47 15.43 .01 .00 129.08 .0
7 13.08 13.08 16.88 .00 .00 .00 .0
8 6.35 6.35 12.58 .00 .00 .00 11.0
9 4.50 4.50 4.67 .00 .00 .00 19.0
10 13.08 13.08 5.04 .00 .00 .00 6.0
11 9.12 9.12 2.44 .00 .00 .00 .0
12 6.98 6.20 .53 .00 .00 .00 .0
TOTALS 90.42 77.58 76.92 .18 13.43 1112.28 36.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1969
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 3.94 .68 .59 .04 2.25 .00 .0
2 9.14 .75 .66 .04 8.33 .00 .0
3 10.03 1.57 1.47 .04 8.94 .00 .0
4 3.63 5.02 5.84 .03 .00 526.47 .0
5 7.24 7.24 10.47 .00 .00 .00 .0
6 12.22 12.22 15.48 .00 .00 .00 .0
7 11.18 11.18 18.17 .00 .00 .00 .0
8 16.03 16.03 13.26 .00 .00 .00 .0
9 15.77 15.77 8.29 .00 .00 .00 .0
10 5.31 5.31 4.75 .00 .00 92.91 .0
11 2.57 2.57 1.41 .00 .00 .00 .0
12 8.41 3.22 .45 .03 3.45 .00 .0
TOTALS 105.46 81.54 80.85 .19 22.97 619.38 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1970
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 5.74 .57 .48 .04 4.93 .00 .0
2 8.81 .63 .55 .04 8.23 .00 .0
3 10.26 1.99 1.89 .04 8.26 .00 .0
4 5.26 4.74 6.39 .03 2.45 395.85 .0
5 8.53 8.53 10.75 .00 .00 99.65 .0
6 2.21 2.21 15.07 .00 .00 .00 .0
7 14.33 14.33 15.08 .00 .00 .00 5.0
8 11.35 11.35 13.76 .00 .00 .00 6.0
9 3.05 3.05 1.48 .00 .00 .00 26.0
10 11.35 11.35 3.79 .00 .00 .00 7.0
11 4.04 4.04 1.93 .00 .00 .00 .0
12 6.53 6.53 1.07 .00 .00 .00 .0
TOTALS 91.47 69.33 72.25 .15 23.88 495.50 44.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1971
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 8.33 4.06 .47 .04 2.27 .00 .0
2 9.78 1.34 1.25 .04 8.75 .00 .0
3 9.37 1.87 1.77 .04 7.31 .00 .0
4 6.58 5.36 5.28 .03 2.58 412.92 .0
5 11.89 9.81 9.73 .02 1.69 556.82 .0
6 7.09 8.00 16.61 .00 .00 62.89 .0
7 11.58 11.58 17.33 .00 .00 .00 .0
8 15.90 15.90 14.22 .00 .00 .00 .0
9 7.39 7.39 10.36 .00 .00 .00 .0
10 19.13 19.13 5.72 .00 .00 .00 .0
11 4.60 4.49 2.05 .00 .00 .00 .0
12 4.29 2.19 2.09 .04 .63 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 3.94 .00 .00
.00 1.49 .00 .00
.00 .01 .00 .00
.00 2.04 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 7.49 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 6.29 .00 .00
.00 1.90 .00 .00
.00 3.66 .00 .00
.00 1.00 .00 .00
.00 .75 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 13.61 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 2.29 .00 .00
.00 8.37 .00 .00
.00 8.98 .00 .00
.00 .04 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 3.48 .00 .00
.00 23.15 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 4.98 .00 .00
.00 8.26 .00 .00
.00 8.31 .00 .00
.00 2.48 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 24.03 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 2.31 .00 .00
.00 8.78 .00 .00
.00 7.35 .00 .00
.00 2.61 .00 .00
.00 1.72 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .67 .00 .00
LATSP DRN+SP
.04 .04
.05 .07
.05 .10
.04 .05
.05 .09
.04 .05
.04 .04
.03 .03
.03 .03
.02 .02
.02 .02
.04 .04
.45 .57
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .09
.05 .06
.04 .05
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.04 .05
.47 .65
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .09
.04 .04
.04 .04
.03 .03
.03 .03
.03 .03
.04 .05
.04 .04
.05 .08
.50 .69
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .08
.04 .05
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
.03 .03
.43 .58
LATSP DRN+SP
.05 .09
.05 .09
.05 .10
.05 .08
.05 .08
.04 .04
.03 .03
.03 .03
.02 .02
.03 .03
.04 .05
.05 .10
TOTALS 115.93 91.11 86.89 .21 23.22 1032.63 .0 .00 23.44 .00 .00 .50 .72

1
1
1
1

1
I

MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1972
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 5.00 1.34 1.24 .04 3.77 .00 .0
2 10.49 .99 .90 .04 9.31 .00 .0
3 6.35 2.86 2.76 .04 3.17 .00 .0
4 4.88 5.54 6.11 .03 1.34 459.39 .0
5 13.56 9.72 9.01 .04 3.85 859.32 .0
6 10.57 10.57 12.81 .00 .00 13.66 .0
7 17.27 17.27 17.20 .00 .00 .00 .0
8 10.59 10.59 14.98 .00 .00 .00 .0
9 14.73 14.73 9.45 .00 .00 .00 .0
10 10.06 5.68 4.11 .04 2.89 796.73 .0
11 15.19 1.94 1.84 .04 12.75 480.00 .0
12 12.73 1.46 1.36 .04 11.35 .00 .0
TOTALS 131.42 82.67 81.80 .31 48.42 2609.10 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1973
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 6.78 .89 .79 .04 5.83 .00 .0
2 13.97 .81 .73 .04 13.16 .00 .0
3 10.31 4.04 3.95 .04 6.24 .00 .0
4 11.18 5.94 5.86 .03 5.79 456.58 .0
5 10.13 9.86 9.77 .03 1.14 807.90 .0
6 23.83 16.29 16.24 .01 7.14 236.44 .0
7 7.92 8.89 16.90 .00 .00 59.05 .0
8 11.68 11.68 15.22 .00 .00 .00 .0
9 2.87 2.87 11.16 .00 .00 .00 1.0
10 1.52 1.52 .68 .00 .00 .00 2B.0
11 1.55 1.55 2.74 .00 .00 .00 3.0
12 16.21 16.21 .81 .00 .00 .00 .0
TOTALS 117.96 80.56 84.85 .20 39.30 1559.97 32.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1974
MONTH RAIN INPIL ET DRAIN RUNOFF SEW DRYDAY
1 11.15 6.91 1.91 .01 2.52 .00 .0
2 7.29 1.13 1.05 .04 6.15 .00 .0
3 8.48 4.15 4.06 .04 4.22 .00 .0
4 3.35 4.63 6.71 .03 .57 423.10 .0
5 19.48 13.00 10.79 .03 6.49 702.59 .0
6 10.21 10.21 14.33 .01 .00 144.65 .0
7 3.96 3.96 17.51 .00 .00 .00 .0
8 12.24 12.24 14.01 .00 .00 .00 .0
9 9.42 9.42 9.20 .00 .00 .00 1.0
10 3.12 3.12 2.95 .00 .00 .00 10.0
11 4.55 4.55 1.80 .00 .00 .00 9.0
12 10.21 10.21 .88 .00 .00 .00 .0
TOTALS 103.48 83.54 85.21 .15 19.94 1270.34 20.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1975
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 15.47 8.35 1.07 .03 5.66 .00 .0
2 7.24 1.18 1.10 .04 5.56 .00 .0
3 15.90 2.06 1.96 .04 13.95 .00 .0
4 4.17 3.92 5.23 .03 2.10 454.39 .0
5 9.75 9.75 11.62 .00 .00 .00 .0
6 4.22 4.22 15.27 .00 .00 .00 .0
7 17.12 17.12 15.58 .00 .00 .00 .0
8 5.36 5.36 12.76 .00 .00 .00 10.0
9 14.66 14.66 5.58 .00 .00 .00 15.0
10 3.12 3.12 5.79 .00 .00 .00 .0
11 11.68 11.68 2.78 .00 .00 .00 .0
12 10.26 5.93 .83 .01 2.33 .00 .0
TOTALS 118.95 87.35 79.57 .14 29.60 454.39 25.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1976
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 7.80 .63 .53 .04 7.24 .00 .0
2 3.91 2.53 2.44 .04 2.87 .00 .0
3 8.05 4.64 4.56 .03 1.90 .00 .0
4 .58 2.18 7.23 .02 .35 144.23 .0
5 12.04 12.04 10.60 .00 .00 .00 .0
6 6.48 6.48 15.61 .00 .00 .00 .0
7 2.54 2.54 9.52 .00 .00 .00 16.0
8 3.86 3.86 4.10 .00 .00 .00 26.0
9 15.21 15.21 7.84 .00 .00 .00 6.0
10 10.08 10.08 3.92 .00 .00 .00 .0
11 4.80 4.80 .94 .00 .00 .00 .0
12 10.26 3.31 .40 .03 4.95 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 3.81 .00 .00
.00 9.35 .00 .00
.00 3.21 .00 .00
.00 1.37 .00 .00
.00 3.88 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 2.92 .00 .00
.00 12.79 .00 .00
.00 11.40 .00 .00
.00 48.73 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 5.88 .00 .00
.00 13.20 .00 .00
.00 6.28 .00 .00
.00 5.82 .00 .00
.00 1.18 .00 .00
.00 7.15 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 39.50 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 2.53 .00 .00
.00 6.19 .00 .00
.00 4.25 .00 .00
.00 .60 .00 .00
.00 6.52 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 20.09 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 5.68 .00 .00
.00 5.60 .00 .00
.00 13.99 .00 .00
.00 2.13 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 2.34 .00 .00
.00 29.74 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 7.28 .00 .00
.00 2.91 .00 .00
.00 1.94 .00 .00
.00 .37 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 4.98 .00 .00
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .08
.05 .09
.04 .04
.04 .04
.04 .04
.03 .03
.05 .09
.05 .09
.05 .10
.57 .88
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .08
.05 .09
.04 .05
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.47 .66
LATSP DRN+SP
.04 .05
.05 .09
.05 .09
.05 .08
.05 .08
.04 .05
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.43 .58
LATSP DRN+SP
.05 .07
.05 .09
.05 .10
.05 .08
.04 .04
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.04 .05
.44 .58
LATSP DRN+SP
.OS .10
.05 .09
.05 .09
.05 .06
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.03 .03
.05 .08
TOTALS 85.62 68.31 67.70 .16 17.32 144.23 48.0 .00 17.48 .00 .00 .45 .61

MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1977
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 7.16 .13 .03 .04 7.08 .00 .0
2 5.41 1.06 .98 .04 4.32 .00 .0
3 14.30 3.69 3.60 .04 11.02 .00 .0
4 4.80 4.40 7.57 .02 1.96 154.10 .0
5 10.01 10.01 11.55 .00 .00 .00 .0
6 2.13 2.13 15.29 .00 .00 .00 .0
7 2.26 2.26 4.21 .00 .00 .00 29.0
8 10.46 10.46 10.66 .00 .00 .00 13.0
9 9.80 9.80 7.98 .00 .00 .00 6.0
10 12.85 12.85 3.83 .00 .00 .00 .0
11 5.64 5.64 2.51 .00 .00 .00 .0
12 9.40 7.06 .72 .01 .35 .00 .0
TOTALS 94.23 69.51 68.93 .15 24.73 154.10 48.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1978
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 17.86 .40 .31 .04 17.51 .00 .0
2 3.63 .30 .21 .04 3.27 .00 .0
3 11.18 2.89 2.79 .04 8.98 .00 .0
4 15.49 6.05 5.99 .01 8.81 166.85 .0
5 10.67 6.37 10.61 .03 6.24 625.65 .0
6 10.31 10.31 16.60 .00 .00 .00 .0
7 9.22 9.22 18.25 .00 .00 .00 1.0
8 4.72 4.72 5.16 .00 .00 .00 26.0
9 3.48 3.48 3.65 .00 .00 .00 24.0
10 3.71 3.71 3.83 .00 .00 .00 11.0
11 10.59 10.59 2.22 .00 .00 .00 7.0
12 8.28 8.28 1.14 .00 .00 .00 .0
TOTALS 109.14 66.32 70.75 .16 44.81 792.50 69.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1979
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 14.50 5.68 .58 .03 6.83 .00 .0
2 14.10 .60 .51 .04 13.59 .00 .0
3 6.83 3.49 3.40 .04 4.37 .00 .0
4 6.68 5.91 6.25 .03 1.64 533.63 .0
5 11.96 11.36 10.93 .03 .60 692.94 .0
6 8.31 7.82 12.97 .01 .49 184.63 .0
7 12.29 12.29 16.20 .00 .00 .00 .0
8 4.22 4.22 14.91 .00 .00 .00 5.0
9 17.17 17.17 9.10 .00 .00 .00 2.0
10 4.78 4.78 5.07 .00 .00 .00 .0
11 12.01 12.01 2.38 .00 .00 .00 .0
12 2.39 2.39 .96 .00 .00 .00 .0
TOTALS 115.24 87.71 83.26 .17 27.53 1411.19 7.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1980
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 11.15 1.90 .59 .03 7.25 .00 .0
2 4.85 .89 .80 .04 4.04 .00 .0
3 14.91 2.30 2.20 .04 12.72 .00 .0
4 5.00 6.19 7.14 .03 .63 393.26 .0
5 5.92 5.92 12.83 .00 .00 .00 .0
6 12.42 12.42 15.99 .00 .00 .00 .0
7 5.36 5.36 13.77 .00 .00 .00 11.0
8 4.75 4.75 4.96 .00 .00 .00 24.0
9 9.55 9.55 6.97 .00 .00 .00 15.0
10 5.71 5.72 4.63 .00 .00 .00 .0
11 7.29 7.29 1.78 .00 .00 .00 .0
12 3.61 3.61 .91 .00 .00 .00 .0
TOTALS 90.53 65.89 72.58 .14 24.64 393.26 50.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1981
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 2.21 2.21 .31 .00 .00 .00 .0
2 7.67 7.67 1.40 .01 .00 .00 .0
3 5.97 2.51 2.05 .04 1.84 .00 .0
4 2.62 4.24 7.20 .02 .00 203.75 .0
5 10.87 10.87 9.72 .00 .00 .00 .0
6 1.40 1.40 18.78 .00 .00 .00 1.0
7 14.45 14.45 14.98 .00 .00 .00 10.0
8 13.56 13.56 11.79 .00 .00 .00 5.0
9 6.86 6.86 8.89 .00 .00 .00 1.0
10 11.79 11.79 2.04 .00 .00 .00 22.0
11 2.41 2.41 2.21 .00 .00 .00 .0
12 12.60 10.92 .61 .00 .00 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 7.12 .00 .00
.00 4.36 .00 .00
.00 11.06 .00 .00
.00 1.98 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .36 .00 .00
.00 24.88 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 17.55 .00 .00
.00 3.31 .00 .00
.00 9.02 .00 .00
.00 8.83 .00 .00
.00 6.26 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 44.97 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 6.86 .00 .00
.00 13.63 .00 .00
.00 4.41 .00 .00
.00 1.68 .00 .00
.00 .63 .00 .00
.00 .50 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 27.70 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 7.28 .00 .00
.00 4.07 .00 .00
.00 12.76 .00 .00
.00 .66 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 24.77 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 .01 .00 .00
.00 1.88 .00 .00
.00 .02 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
LATSP DRN+SP
.05 .10
.05 .09
.05 .09
.05 .06
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
.04 .06
.43 .58
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .06
.05 .08
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
.43 .59
LATSP DRN+SP
.05 .08
.05 .09
.05 .10
.05 .09
.05 .08
.04 .05
.03 .03
.02 .02
.02 .02
.03 .03
.03 .03
.04 .04
.49 .66
LATSP DRN+SP
.05 .08
.05 .09
.05 .10
.05 .08
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
.41 .55
LATSP DRN+SP
.03 .03
.04 .04
.05 .09
.05 .07
.04 .04
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.03 .03
TOTALS 92.41 88.88 79.96 .06 1.84 203.75 39.0 .00 1.91 .00 .00 .39 .45
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1982
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 8.71 .61 .52 .04 7.78 .00 .0
2 12.62 1.45 1.37 .04 11.19 .00 .0
3 7.67 3.38 3.28 .04 5.53 .00 .0
4 .00 .75 5.91 .00 .00 .00 .0
5 10.67 10.67 13.25 .00 .00 .00 .0
6 21.31 21.27 15.39 .01 .04 292.23 .0
7 8.48 8.48 18.82 .00 .00 .00 .0
8 4.65 4.65 12.15 .00 .00 .00 9.0
9 3.94 3.94 2.91 .00 .00 .00 20.0
10 9.98 9.98 4.09 .00 .00 .00 7.0
11 5.94 5.94 2.45 .00 .00 .00 .0
12 10.21 10.21 1.76 .00 .00 .00 .0
TOTALS 104.19 81.33 81.89 .14 24.54 292.23 36.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1983
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 4.55 1.69 .47 .04 1.00 .00 .0
2 15.24 .77 .68 .04 14.32 .00 .0
3 19.76 2.79 2.69 .04 16.98 .00 .0
4 8.99 4.78 4.69 .04 5.98 630.00 .0
5 14.96 10.06 9.99 .02 5.02 421.63 .0
6 7.85 '7.95 14.76 .01 .00 149.96 .0
7 2.79 2.79 15.57 .00 .00 .00 9.0
8 4.60 4.60 4.94 .00 .00 .00 26.0
9 5.41 5.41 4.01 .00 .00 .00 16.0
10 9.12 9.12 5.00 .00 .00 .00 .0
11 9.80 9.80 2.03 .00 .00 .00 .0
12 16.89 7.58 .69 .03 7.33 .00 .0
TOTALS 119.96 67.34 65.53 .21 50.64 1201.59 51.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1984
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 12.52 .45 .36 .04 12.12 .00 .0
2 14.35 1.60 1.51 .04 12.70 .00 .0
3 13.72 2.21 2.11 .04 11.70 .00 .0
4 11.30 5.21 5.12 .04 7.65 630.00 .0
5 13.79 10.03 9.97 .01 2.37 270.22 .0
6 7.82 9.46 16.65 .01 .00 117.41 .0
7 23.37 22.99 15.71 .00 .00 127.80 .0
8 2.87 3.25 15.52 .00 .00 110.18 .0
9 5.87 5.87 8.72 .00 .00 .00 .0
10 1.85 1.85 6.73 .00 .00 .00 5.0
11 4.17 4.17 1.17 .00 .00 .00 3.0
12 5.89 5.89 2.00 .00 .00 .00 .0
TOTALS 117.53 72.97 85.57 .19 46.54 1255.61 8.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1985
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 12.27 12.27 .34 .00 .00 .00 .0
2 11.28 2.64 1.20 .04 6.89 .00 .0
3 2.62 3.B2 3.72 .04 .13 .00 .0
4 1.63 2.05 7.67 .00 .00 .00 .0
5 10.03 10.03 11.51 .00 .00 .00 .0
6 7.29 7.29 15.36 .00 .00 .00 .0
7 15.95 15.95 17.07 .00 .00 .00 .0
8 9.47 9.47 11.05 .00 .00 .00 7.0
9 .58 .58 3.02 .00 .00 .00 26.0
10 4.45 4.45 4.54 .00 .00 .00 18.0
11 19.33 19.33 3.12 .00 .00 .00 1.0
12 2.06 2.06 .72 .00 .00 .00 .0
TOTALS 96.95 89.94 79.32 .08 7.02 .00 52.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1986
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 4.78 3.80 .65 .01 .00 .00 .0
2 4.19 1.54 1.45 .04 1.65 .00 .0
3 7.77 3.54 3.44 .04 5.82 .00 .0
4 2.57 2.97 7.31 .00 .00 .00 .0
5 7.57 7.57 11.35 .00 .00 .00 .0
6 4.88 4.88 15.13 .00 .00 .00 7.0
7 10.97 10.97 12.66 .00 .00 .00 15.0
8 30.94 30.94 12.27 .00 .00 .00 5.0
9 2.41 2.41 10.64 .00 .00 .00 .0
10 3.25 3.25 6.10 .00 .00 .00 .0
11 7.04 7.04 2.61 .00 .00 .00 .0
12 7.49 7.49 .80 .00 .00 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 7.83 .00 .00
.00 11.23 .00 .00
.00 5.57 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .05 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 24.68 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 1.04 .00 .00
.00 14.36 .00 .00
.00 17.02 .00 .00
.00 6.02 .00 .00
.00 5.04 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
_00 .00 .00 .00
.00 7.36 .00 .00
.00 50.85 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 12.17 .00 .00
.00 12.74 .00 .00
.00 11.74 .00 .00
.00 7.69 .00 .00
.00 2.38 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 46.72 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 6.92 .00 .00
.00 .17 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 7.10 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 .01 .00 .00
.00 1.69 .00 .00
.00 5.86 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.04 .05
.03 .03
.04 .05
.03 .03
.03 .03
.02 .02
.02 .02
.03 .03
.03 .03
.44 .57
LATSP DRN+SP
.05 .09
.05 .09
.05 .10
.05 .09
.05 .07
.04 .05
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.05 .08
.47 .69
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .09
.05 .06
.04 .04
.04 .04
.04 .04
.03 .03
.02 .02
.02 .02
.03 .03
.47 .66
LATSP DRN+SF
.03 .03
.05 .0-
.05 Oc
.04 O?
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.02 .02
.04 .04
.38 .4E
LATSP DRN+SE
.04 .0_°
.05 0s
.05 .1(
.04 .04
.03 .03
.02 .02
.02 .02
.03 0--
.04 .04
.03 .03
.03 .03
.03 .03
TOTALS 93.85 86.39 84.41 .09 7.47 .00 27.0 .00 7.56 .00 .00 .42 .51
t
t
i
s

MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1987
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 16.59 2.22 .50 .04 12.46 .00 .0
2 14.02 .73 .65 .04 13.20 .00 .0
3 7.32 3.01 2.91 .04 4.40 .00 .0
4 11.89 5.32 5.23 .04 7.70 630.00 .0
5 3.02 3.79 12.67 .00 .00 66.36 .0
6 5.36 5.36 16.16 .00 .00 .00 4.0
7 4.52 4.52 4.82 .00 .00 .00 30.0
8 14.73 14.73 6.41 .00 .00 .00 21.0
9 13.92 13.92 10.60 .00 .00 .00 .0
10 4.34 4.34 3.56 .00 .00 .00 .0
11 3.53 3.53 2.50 .00 .00 .00 .0
12 7.67 7.67 1.01 .00 .00 .00 .0
TOTALS 106.91 69.15 67.02 .16 37.76 696.36 55.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1988
MONTH RAIN INPIL ET DRAIN RUNOFF SEW DRYDAY
1 8.00 .64 .44 .04 5.57 .00 .0
2 6.15 1.21 1.12 .04 4.89 .00 .0
3 4.47 3.11 3.01 .04 2.11 .00 .0
4 9.04 5.42 5.70 .04 4.71 600.09 .0
5 7.24 7.24 10.64 .01 .00 179.60 .0
6 7.32 •7.32 15.00 .00 .00 .00 .0
7 6.83 6.83 14.99 .00 .00 .00 9.0
8 8.64 8.64 5.33 .00 .00 .00 23.0
9 12.45 12.45 9.45 .00 .00 .00 .0
10 14.40 14.40 3.45 .00 .00 .00 .0
it 8.48 4.89 2.25 .04 1.72 476.43 .0
12 2.64 1.12 1.02 .04 1.40 .00 .0
TOTALS 95.66 73.25 72.41 .24 20.40 1256.11 32.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1989
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 3.43 1.26 1.16 .04 3.02 .00 .0
2 16.46 1.46 1.37 .04 14.16 .00 .0
3 13.72 3.43 3.34 .04 11.50 .00 .0
4 12.47 6.07 5.98 .04 5.18 609.87 .0
5 9.86 4.90 10.14 .02 6.95 577.14 .0
6 18.54 18.54 16.64 .00 .00 .00 .0
7 13.87 13.87 17.57 .00 .00 .00 .0
8 12.90 12.90 15.03 .00 .00 .00 .0
9 10.06 10.06 10.22 .00 .00 .00 .0
10 8.74 8.74 5.13 .00 .00 .00 .0
11 10.01 8.33 2.31 .01 .06 .00 .0
12 7.65 .56 .47 .04 6.70 .00 .0
TOTALS 137.69 90.12 89.37 .23 47.58 1187.01 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1990
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 7.80 1.75 1.66 .04 6.14 .00 .0
2 9.70 2.37 2.28 .04 7.39 .00 .0
3 12.75 4.39 4.30 .04 8.29 .00 .0
4 5.56 6.08 7.02 .03 1.40 455.70 .0
5 17.70 12.32 11.22 .02 4.46 540.65 .0
6 2.62 3.55 16.51 .00 .00 59.61 .0
7 5.64 5.64 12.45 .00 .00 .00 15.0
8 6.73 6.73 6.98 .00 .00 .00 24.0
9 .76 .76 .95 .00 .00 .00 30.0
10 14.45 14.45 4.51 .00 .00 .00 9.0
11 3.84 3.84 2.77 .00 .00 .00 .0
12 7.82 7.82 1.64 .00 .00 .00 .0
TOTALS 95.38 69.70 72.29 .18 27.68 1055.96 78.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1991
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 10.46 4.08 .79 .03 4.43 .00 .0
2 1.75 1.77 1.68 .04 .52 .00 .0
3 11.66 4.25 4.16 .04 7.03 .00 .0
4 2.64 4.44 7.33 .01 .00 2.26 .0
5 7.34 7.34 14.15 .00 .00 .00 .0
6 5.21 5.21 15.38 .00 .00 .00 2.0
7 26.09 26.09 18.98 .00 .00 .00 2.0
8 4.75 4.75 12.16 .00 .00 .00 10.0
9 8.03 8.03 2.92 .00 .00 .00 18.0
10 3.56 3.56 5.40 .00 .00 .00 .0
11 1.85 1.85 2.18 .00 .00 .00 .0
12 6.73 6.73 1.58 .00 .00 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 12.50 .00 .00
.00 13.24 .00 .00
.00 4.45 .00 .00
.00 7.74 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 37.93 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 5.62 .00 .00
.00 4.93 .00 .00
.00 2.15 .00 .00
.00 4.75 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 1.75 .00 .00
.00 1.44 .00 .00
.00 20.65 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 3.06 .00 .00
.00 14.20 .00 .00
.00 11.54 .00 .00
.00 5.22 .00 .00
.00 6.97 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .07 .00 .00
.00 6.74 .00 .00
.00 47.81 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 6.18 .00 .00
.00 7.43 .00 .00
.00 8.33 .00 .00
.00 1.43 .00 .00
.00 4.48 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
_00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 27.86 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 4.46 .00 .00
.00 .56 .00 .00
.00 7.07 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
LATSP DRN+SP
.05 .09
.05 .09
.05 .10
.05 .09
.04 .04
.03 .03
.02 .02
.02 .02
.03 .03
.03 .03
.03 .03
.04 .04
.44 .60
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .09
.05 .05
.03 .03
.02 .02
.02 .02
.02 .02
.03 .03
.05 .09
.05 .10
.50 .74
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .09
.05 .07
.04 .04
.03 .03
.03 .03
.03 .03
.03 .03
.04 .05
.05 .10
.52 .75
LATSP DRN+SP
.05 .10
.05 .09
.05 .09
.05 .08
.05 .07
.04 .04
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
.03 .03
.44 .62
LATSP DRN+SP
.05 .08
.05 .09
.05 .09
.05 .06
.03 .03
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.02 .02
.02 .02
TOTALS 90.07 78.09 86.71 .12 11.98 2.26 32.0 .00 12.09 .00 .00 .39 .51

i
t
s
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1992
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 9.65 9.65 .94 .00 .00 .00 .0
2 5.66 5.17 1.46 .00 .00 .00 .0
3 7.49 3.03 2.93 .04 3.51 .00 .0
4 4.90 6.35 6.50 .03 .00 452.33 .0
5 6.60 6.60 9.30 .00 .00 7.45 .0
6 13.00 13.00 13.86 .00 .00 .00 .0
7 8.76 8.76 19.36 .00 .00 .00 .0
8 19.38 19.38 13.56 .00 .00 .00 .0
9 5.64 5.64 10.15 .00 .00 .00 .0
10 9.63 9.63 4.48 .00 .00 .00 .0
11 12.75 10.41 2.24 .01 .44 .00 .0
12 6.20 .94 .85 .04 5.37 .00 .0
TOTALS 109.68 98.57 85.63 .12 9.32 459.79 .0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1993
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 11.43 1.01 .91 .04 10.40 .00 .0
2 5.56 1.06 .97 .04 4.57 .00 .0
3 15.57 2.55 2.45 .04 13.24 .00 .0
4 12.29 4.85 5.43 .04 8.98 577.59 .0
5 8.43 8.43 11.91 .00 .00 .00 .0
6 .84 .84 16.38 .00 .00 .00 2.0
7 5.36 5.36 5.65 .00 .00 .00 28.0
8 4.50 4.50 4.69 .00 .00 .00 25.0
9 8.89 8.89 8.93 .00 .00 .00 910
10 7.49 7.49 3.18 .00 .00 .00 14.0
11 6.76 6.76 2.41 .00 .00 .00 .0
12 9.45 9.45 .72 .00 .00 .00 .0
TOTALS 96.57 61.18 63.64 .16 37.19 577.59 78.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1994
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 9.02 3.77 .64 .04 3.25 .00 .0
2 7.54 1.45 1.36 .04 6.16 .00 .0
3 15.01 3.39 3.30 .04 11.55 .00 .0
4 2.18 4.18 8.08 .02 .00 286.05 .0
5 7.24 7.24 9.74 .00 .00 .06 .0
6 5.59 5.59 16.98 .00 .00 .00 .0
7 11.86 11.86 10.34 .00 .00 .00 21.0
8 10.67 10.67 13.45 .00 .00 .00 5.0
9 5.05 5.05 6.20 .00 .00 .00 15.0
10 11.73 11.73 3.18 .00 .00 .00 9.0
11 3.35 3.35 2.70 .00 .00 .00 .0
12 2.79 2.79 1.61 .00 .00 .00 .0
TOTALS 92.05 71.08 77.58 .14 20.97 286.11 50.0
MONTHLY VOLUMES IN CENTIMETERS FOR YEAR 1995
MONTH RAIN INFIL ET DRAIN RUNOFF SEW DRYDAY
1 11.43 11.18 1.05 .00 .00 .00 .0
2 11.48 1.10 1.01 .04 8.64 .00 .0
3 6.32 3.68 3.59 .04 4.20 .00 .0
4 3.45 3.90 7.20 .01 .00 141.09 .0
5 9.88 9.88 11.97 .00 .00 .00 .0
6 4.37 4.37 14.65 .00 .00 .00 .0
7 11.43 11.43 2.19 .00 .00 .00 .0
8 11.48 8.92 2.28 .02 1.32 457.60 .0
9 6.32 3.79 3.70 .04 3.34 900.00 .0
10 3.45 3.88 5.58 .02 .00 404.44 .0
11 9.88 7.98 6.13 .02 .48 240.78 .0
12 4.37 3.15 5.92 .02 2.65 .00 .0
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 .00 .00 .00
.00 3.55 .00 .00
.00 .03 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .44 .00 .00
.00 5.41 .00 .00
.00 9.44 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 10.44 .00 .00
.00 4.60 .00 .00
.00 13.28 .00 .00
.00 9.02 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 37.34 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 3.29 .00 .00
.00 6.20 .00 .00
.00 11.59 .00 .00
.00 .02 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 21.10 .00 .00
PUMP TWLOSS SLOPSP VERTSP
.00 .00 .00 .00
.00 8.67 .00 .00
.00 4.24 .00 .00
.00 .01 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 1.34 .00 .00
.00 3.38 .00 .00
.00 .02 .00 .00
.00 .50 .00 .00
.00 2.67 .00 .00
LATSP DRN+SP
.03 .03
.04 .04
.05 .09
.05 .08
.04 .04
.04 .04
.03 .03
.03 .03
.03 .03
.03 .03
.04 .05
.05 .10
.47 .59
LATSP DRN+SP
.05 .10
.05 .09
.05 .10
.05 .09
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
.42 .57
LATSP DRN+SP
.05 .09
.05 .09
.05 .10
.05 .07
.04 .04
.03 .03
.02 .02
.02 .02
.02 .02
.02 .02
.02 .02
.03 .03
.41 .55
LATSP DRN+SP
.04 .04
.05 .09
.05 .10
.05 .06
.04 .04
.03 .03
.03 .03
.04 .06
.05 .09
.05 .07
.05 .07
.05 .07
TOTALS 93.88 73.26 65.28 .22 20.62 2143.92 .0 .00 20.84 .00 .00 .53 .75

- ----- ------- -
DRAINMOD version 5.1
Copyright 1980-99 North Carolina State University '
-----------------------------------------------------
ANALYSIS OF WETLAND HYDROLOGIC CRITERIA for Marks Creek site at Knightdale, N.C.
for FOREST.-87 m D/SPACING, STMAX=S.OCm, thwtd=30Cm/14days, Ksat=15,2,8
xxxxx xaxxx x: aaaeaaaxxxxaaaxxaaxxxexxaaxaaaaexx aaxexxxaaax xxxxx xxxxxaaaa xxxxxx xxx
input file:
----------
parameters:
-------------
1981
DAY RAIN
1 .00
2 .00
3 .00
4 .00
5 .00
6 .00
7 .56
8 .00
9 .00
10 .00
11 .00
12 .00
13 .00
14 .00
15 .00
16 .00
17 .00
18 .00
19 .00
20 .00
21 1.27
22 .00
23 .00
24 .00
25 .00
26 .00
27 .00
28 .00
29 .00
30 .38
31 .00
1
1981
UN STATISTICS ---------- time: 9/28/2001 ® 11:40
C:\Drainmod\INPUTS\marks_Creek.prj
free drainage and yields not calculated
drain spacing - 9000. cm drain depth = 16.0 cm
-----------------------------------------------------------
1
INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
.00 .O1 .00000E+00 8.48 7.92 145.15 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 8.48 7.93 145.21 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 8.48 7.93 145.25 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 8.48 7.93 145.29 100 .000 .000 .000 .0000 .0009 .0009
:00 .00 .00000E+00 8.48 7.92 145.33 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 8.49 7.92 145.38 .00 .000 .000 .000 .0000 .0009 .0009
.56 .O1 .00000E+00 7.93 6.24 143.74 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.93 6.23 143.78 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.94 6.23 143.82 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.94 6.22 143.87 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.94 6.22 143.91 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.94 6.21 143.95 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.94 6.21 143.99 .00 .000 .000 .000 .0000 .0009 .0009
.00 .O1 .00000E+00 7.95 6.23 144.06 .00 .000 .000 .000 .0000 .0009 .0009
.00 .O1 .00000E+00 7.96 6.26 144.13 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.96 6.26 144.17 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.96 6.25 144.21 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 7.96 6.25 144.25 .00 .000 .000 .000 .0000 .0009 .0009
.00 .02 .00000E+00 7.98 6.29 144.33 .00 .000 .000 .000 .0000 .0009 .0009
.00 .02 .00000E+00 8.00 6.35 144.43 .00 .000 .000 .000 .0000 .0009 .0009
1.27 .00 .00000E+00 6.73 2.51 140.62 .00 .000 .000 .000 .0000 .0009 .0009
.00 .02 .00000E+00 6.75 2.55 140.70 .00 .000 .000 .000 .0000 .0009 .0009
.00 .02 .00000E+00 6.77 2.59 140.78 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 6.77 2.61 140.83 .00 .000 .000 .000 .0000 .0009 .0009
.00 .02 .00000E+00 6.79 2.67 140.93 .00 .000 .000 .000 .0000 .0009 .0009
.00 .05 .00000E+00 6.85 2.83 141.12 .00 .000 .000 .000 .0000 .0009 .0009
.00 .08 .00000E+00 6.93 3.07 141.39 .00 .000 .000 .000 .0000 .0009 .0009
.00 .02 .00000E+00 6.95 3.12 141.49 .00 .000 .000 .000 .0000 .0009 .0009
.00 .03 .00000E+00 6.97 3.20 141.60 .00 .000 .000 .000 .0000 .0009 .0009
.38 .00 .00000E+00 6.59 2.04 140.48 .00 .000 .000 .000 .0000 .0009 .0009
.00 .00 .00000E+00 6.60 2.04 140.51 .00 .000 .000 .000 .0000 .0009 .0009
2
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .00 .00 .00000E+00 6.60 2.04 140.55 .00 .000 .000 .000 .0000 .0009 .0009
2 1.17 1.17 .03 .00000E+00 5.46 .00 129.27 .00 .000 .000 .000 .0000 .0009 .0009
3 .00 .00 .00 .00000E+00 5.46 .00 129.29 .00 .000 .000 .000 .0000 .0009 .0009
4 .00 .00 .00 .00000E+00 5.47 .00 129.31 .00 .000 .000 .000 .0000 .0009 .0009
5 .00 .00 .00 .00000E+00 5.47 .00 129.33 .00 .000 .000 .000 .0000 .0009 .0009
6 .00 .00 .01 .00000E+00 5.47 .00 129.45 .00 .000 .000 .000 .0000 .0009 .0009
' 7 .48 .48 .O1 .00000E+00 5.00 .00 119.98 .00 .000 .000 .000 .0000 .0010 .0010
8 .08 .08 .O1 .00000E+00 4.94 .00 118.24 .00 .000 .000 .000 .0000 .0010 .0010
9 .00 .00 .00 .00000E+00 4.94 .00 118.34 .00 .000 .000 .000 .0000 .0010 .0010
10 .00 .00 .06 .00000E+00 5.00 .14 118.84 .00 .000 .000 .000 .0000 .0010 .0010
11 2.18 2.18 .03 .00000E+00 2.85 .00 75.48 .00 .000 .000 .000 .0000 .0012 .0012
12 .00 .00 .00 .00000E+00 2.85 .00 75.51 .00 .000 .000 .000 .0000 .0013 .0013
13 .00 .00 .00 .00000E+00 2.85 .00 75.53 .00 .000 .000 .000 .0000 .0013 .0013
14 .00 .00 .02 .00000E+00 2.87 .00 75.88 .00 .000 .000 .000 .0000 .0013 .0013
15 .00 .00 .04 .00000E+00 2.91 .00 76.60 .00 .000 .000 .000 .0000 .0013 .0013
16 .00 .00 .06 .00000E+00 2.98 .00 77.81 .00 .000 .000 .000 .0000 .0013 .0013
17 .00 .00 .12 .00000E+00 3.10 .00 79.95 .00 .000 .000 .000 .0000 .0012 .0012
18 .08 .08 .16 .00000E+00 3.18 .00 81.30 .00 .000 .000 .000 .0000 .0012 .0012
' 19 3.43 3.21 .03 .22322E-03 .00 .00 .00 .21 .000 .000 .000 .0000 .0014 .0016
20 .20 .12 .12 .13246E-02 .00 .00 .00 .30 .000 .001 .000 .0000 .0018 .0031
21 .00 .13 .13 .13246E-02 .00 .00 .00 .17 .000 .001 .000 .0000 .0018 .0031
22 .00 .13 .13 .13246E-02 .00 .00 .00 .03 .000 .001 .000 .0000 .0018 .0031
23 .05 .08 .08 .13159E-02 100 .00 .13 .00 .000 .001 .000 .0000 .0018 .0031
24 .00 .00 .05 .11408E-02 .06 .00 2.97 .00 .000 .001 .000 .0000 .0017 .0029
25 .00 .00 .07 .78446E-03 .14 .00 6.78 .00 .000 .001 .000 .0000 10017 0025
26 .00 .00 .05 .47936E-03 .19 .00 9.60 .00 .000 .001 .000 .0000 .0017 .0022
27 .00 .00 .06 .26526E-03 .25 .00 12.58 .00 .000 .000 .000 .0000 .0017 .0020
28 .00 .00 .12 .83440E-04 .37 .00 18.49 .00 .000 .000 .000 .0000 .0017 .0018
1
' 1981 3
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .00 .17 .00000E+00 .54 .00 25.79 .00 .000 .000 .000 .0000 .0016 .0016
2 .00 .00 .10 .00000E+00 .64 .00 29.54 .00 .000 .000 .000 .0000 .0016 .0016
3 .00 .00 .04 .00000E+00 .69 .00 31.02 .00 .000 .000 .000 .0000 .0016 .0016
4 1.50 .72 .03 .34685E-03 .00 .00 .00 .78 .000 .000 .000 .0000 .0016 .0020
5 .48 .08 .07 .13246E-02
6 .00 .05 .05 .13246E-02
7 .00 .03 .03 .13246E-02
8 .00 .03 .02 .13246E-02
9 .00 .03 .03 .13246E-02
10 .00 .03 .02 .13246E-02
11 .00 .04 .04 .13246E-02
12 .00 .02 .02 .13246E-02
13 .00 .10 .09 .13246E-02
14 .00 .03 .03 .13246E-02
15 .00 .04 .03 .13246E-02
16 .15 .04 .03 .13246E-02
17 .00 .02 .02 .13246E-02
18 .03 .07 .07 .13246E-02
19 .00 .01 .00 .13246E-02
20 .00 .00 .00 .13246E-02
21 .00 .02 .02 .13246E-02
22 1.37 .02 .01 .13246E-02
23 1.14 .01 .01 .13246E-02
24 .00 .04 .04 .13246E-02
25 .00 .07 .07 .13246E-02
26 .00 .11 .10 .13246E-02
27 .00 .23 .22 .13246E-02
28 .00 .09 .09 .13246E-02
29 .00 .16 .16 .13246E-02
30 1.30 .17 .16 .13246E-02
31 .00 27 .27 .13246E-02
1981 4
DAY RAIN INFIL ET DRAIN
1 .00 .26 .26 .13246E-02
2 .00 .25 .24 .13246E-02
3 .00 .27 .26 .13246E-02
4 .00 .34 .34 .13246E-02
5 .84 .24 .24 .13246E-02
6 .00 .09 .09 .13246E-02
7 .00 .07 .07 .13246E-02
8 .00 .19 .19 .13246E-02
9 .76 .10 .10 .13246E-02
10 .00 .23 .23 .13246E-02
11 .00 .34 .34 .13246E-02
12 .00 .41 .40 .13246E-02
13 .00 .18 .17 .13246E-02
14 .00 .24 .24 .13246E-02
15 .00 .02 .18 .92809E-03
16 .00 .00 .13 .26681E-03
17 .05 .05 .19 .16851E-04
18 .00 .00 .38 .00000E+00
19 .00 .00 .25 .00000E+00
20 .56 .56 .13 .00000E+00
21 .00 .00 .12 .00000E+00
22 .00 .00 .16 .00000E+00
23 .20 .20 .35 .00000E+00
24 .13 .13 .24 .OD000E+00
25 .00 .00 .14 .00000E+00
26 .00 .00 .16 .00000E+00
27 .00 .00 .38 .00000E+00
28 .00 .00 .43 .00000E+00
29 .00 .00 .46 .00000E+00
30 .08 .08 .35 .00000E+00
1981 5
DAY RAIN INFIL ET DRAIN
1 .00 .00 .30 .00000E+00
2 .00 .00 .19 .00000E+00
3 .00 .00 .16 .00000E+00
4 .00 .00 .24 .00000E+00
5 .00 .00 .34 .00000E+00
6 .00 .00 .35 .00000E+00
7 .53 .53 .12 .00000E+00
8 .00 .00 .18 .00000E+00
9 .00 .00 .23 .00000E+00
10 1.22 1.22 .24 .00000E+00
11 1.14 1.14 .30 .00000E+00
12 .00 .00 .27 .00000E+00
13 .00 .00 .24 .00000E+00
14 .00 .00 .36 .00000E+00
15 .00 .00 .39 .00000E+00
16 .00 .00 .24 .00000E+00
17 .00 .00 .27 .00000E+00
18 .00 .00 .37 .00000E+00
19 .18 .18 .16 .00000E+00
20 3.66 3.66 .02 .00000E+00
21 .00 .00 .29 .00000E+00
22 .00 .00 .32 .00000E+00
23 .00 .00 .36 .00000E+00
24 .00 .00 .45 .00000E+00
25 .00 .00 .53 .00000E+00
26 .00 .00 .46 .00000E+00
27 1.55 1.55 .43 .00000E+00
28 .81 .81 .44 .00000E+00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
TVOL
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.16
.29
.43
.82
1.07
.63
.76
.92
1.06
1.17
1.32
1.48
1.87
2.30
2.76
3.03
TVOL
3.32
3.52
3.69
3.92
4.27
4.62
4.20
4.38
4.61
3.63
2.79
3.07
3.31
3.67
4.06
4.31
4.57
4.94
4.93
1.30
1.59
1.91
2.27
2.72
3.25
3.71
2.59
2.22
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
DDZ
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.50
1.26
1.49
DDZ
1.88
2.01
2.10
2.47
3.20
3.96
2.41
2.67
3.09
.00
.00
.42
.78
1.54
2.43
2.87
3.40
4.26
3.95
.00
.00
.00
.31
1.06
2.13
3.05
.00
.00
.00 1.19 .000
.00 1.14 .000
.00 1.11 .000
.00 1.08 .000
.00 1.06 .000
.00 1.03 .000
.00 .99 .000
.00 .96 .000
.00 .87 .000
.00 .84 .000
.00 .80 .000
.00 .92 .000
.00 .90 .000
.00 .85 .000
.00 .85 .000
.00 .84 .000
.00 .82 .000
.00 2.00 .177
.00 1.99 1.142
.00 1.94 .000
.00 1.87 .000
.00 1.77 .000
.00 1.54 .000
.00 1.45 .000
.00 1.29 .000
.00 1.90 .522
.00 1.62 .000
DTWT STOR RUNOFF
.00 1.36 .000
.00 1.11 .000
.00 .85 .000
.00 .51 .000
.00 1.10 .000
.00 1.01 .000
.00 .94 .000
.00 .75 .000
.00 1.41 .000
.00 1.18 .000
.00 .84 .000
.00 .44 .000
.00 .26 .000
.00 .02 .000
8.14 .00 .000
14.69 .00 .000
21.30 .00 .000
34.80 .00 .000
41.11 .00 .000
29.20 .00 .000
33.05 .00 .000
37.64 .00 .000
41.06 .00 .000
42.91 .00 .000
45.32 .00 .000
48.02 .00 .000
56.68 .00 .000
62.89 .00 .000
67.44 .00 .000
71.22 .00 .000
DTWT STOR F
74.66 .00
77.58 .00
80.14 .00
82.60 .00
85.06 .00
87.49 .00
87.57 .00
89.37 .00
91.25 .00
88.90 .00
74.39 .00
77.28 .00
79.90 .00
82.52 .00
85.10 .00
87.20 .00
89.29 .00
91.58 .00
92.72 .00
44.93 .00
49.85 .00
57.77 .00
63.42 .00
67.84 .00
72.08 .00
75.84 .00
70.72 .00
63.95 .00
UNOFF
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.178 .000 .0000 .0018 .0031
1.143 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.524 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
WLOSS SLOPSP VERTSP LATSP TOTALQ
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 - .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0017 .0027
.000 .000 .0000 .0017 .0020
.000 .000 .0000 .0016 .0017
.000 .000 .0000 .0016 .0016
.000 .000 .0000 .0015 .0015
.000 .000 .0000 .0016 .0016
.000 .000 .0000 .0016 .0016
.000 .000 .0000 .0015 .0015
.000 .000 .0000 .0015 .0015
.000 .000 .0000 .0015 .0015
.000 .000 .0000 .0015 .0015
.000 1.000 .0000 .0015 .0015
.000 .000 .0000 .0014 .0014
.000 .000 .0000 .0014 .0014
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0013 .0013
WLOSS SLOPSP VERTSP LATSP TOTALQ
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0013 .0013
.000 .C00 .0000 .0013 .0013
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0015 .0015
.000 .000 .0000 .0014 .0014
.000 .000 .0000 .0014 .0014
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0013 .0013

e

I

29 .00 .00 .43 .00000E+00 2.65 .69 68.33 .00 .000 .000 .000 .0000 .0013 .0013
30 .00 .00 .47 .00000E+00 3.12 1.60 72.34 .00 .000 .000 .000 .0000 .0013 .0013
31 1.78 1.78 .57 .00000E+00 1.92 .00 57.92 .00 .000 .000 .000 .0000 .0013 .0013
1
1981 6
DAY RAIN INFIL ET
1 .20 .20 .45
2 .03 .03 .55
3 .00 .00 .53
4 .00 .00 .64
5 .00 .00 .64
6 .71 .71 .41
7 .00 .00 .59
8 .00 .00 .63
9 .00 .00 .67
10 .00 .00 .72
11 .00 .00 .57
12 .23 .23 .45
13 .03 .03 .60
14 .00 .00 .70
15 .00 .00 .79
16 .00 .00 .80
17 .00 .00 .73
18 .00 .00 .59
19 .15 :15 .52
20 .00 .00 .66
21 .00 .00 .71
22 .00 .00 .88
23 .00 .00 .71
24 .00 .00 .73
25 .00 .00 .86
26 .05 .05 .63
27 .00 .00 .50
28 .00 .00 .46
29 .00 .00 .49
30 .00 .00 .56
1
1981 7
DRAIN
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
TVOL
2.16
2.69
3.22
3.86
4.50
4.21
4.80
5.43
6.10
6.81
7.38
7.61
8.18
8.89
9.68
10.49
11.22
11.81
12.18
12.84
13.54
14.43
15.13
15.87
16.72
17.31
17.81
18.27
18.77
19.33
DDZ DTWT STOR RUNOFF
.00 62.94 .00 .000
.00 72.51 .00 .000
1.19 76.21 .00 .000
2.77 79.98 .DO .000
4.39 83.59 .00 .000
3.16 84.25 .00 .000
4.65 87.33 .00 .000
6.30 90.46 .00 .000
8.07 93.62 .00 .000
10.01 96.86 .00 .000
11.49 99.65 .00 .000
11.93 101.45 .00 .000
13.43 104.31 .00 .000
15.38 107.30 .00 .000
17.61 110.47 .00 .000
19.89 113.64 .00 .000
21.95 116.56 .00 .000
23.58 119.08 .00 .000
24.51 120.99 .00 .000
26.38 123.60 .00 .000
28.40 126.30 .00 .000
30.97 129.45 .00 .000
33.00 132.10 .00 .000
35.11 134.77 .00 .000
37.61 137.93 .00 .000
39.26 140.74 .00 .000
40.68 143.16 .00 .000
41.98 145.43 .DO .000
43.38 147.71 .00 .000
45.00 150.09 .00 .000
WLOSS SLOPSP VERTSP LATSP TOTALC
.000 .000 .0000 .0014 .0014
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0013 .0013
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0012 .0012
.000 .000 .0000 .0011 .0011
.000 .000 10000 .0011 .0011
.000 .000 .0000 .0011 .0011
.000 .000 .0000 .0011 .0011
.000 .000 .0000 .0011 .0011
.000 .000 .0000 .0010 ODIC
.000 .000 .0000 .0010 .001C
.000 .000 .0000 .0010 .001C
.000 .000 .0000 .0010 .001C
.000 .000 .0000 .0010 .001C
.000 .000 .0000 .0010 .0010
.000 .000 .0000 .0009 .0005
.000 .000 .0000 .0009 .0005
.000 .000 .0000 .0009 .0005
.000 .000 .0000 .0009 .0005
.000 .000 .0000 .0009 .0005
.000 .000 .0000 .0008 .000E
.000 .000 .0000 .0009 .0005
.000 .000 .0000 .0008 .000E
.000 .000 .0000 .0008 .000E
.000 .000 .0000 .0008 .000E
.000 .000 .0000 .0008 .000E
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALO
1 3.81 3.81 .35 .00000E+00 15.86 34.41 140.44 .00 .000 .000 .000 .0000 .0009 .0009
2 .91 .91 .38 .00000E+00 15.33 32.68 139.72 .00 .000 .000 1000 .0000 .0009 .0009
3 2.51 2.51 .12 .00000E+00 12.94 25.34 133.37 .00 .000 .000 .000 .0000 .0009 .0009
4 2.08 2.08 .59 .00000E+00 11.45 20.72 129.73 .00 .000 .000 .000 .0000 .0009 .0009
5 2.31 2.31 .70 .00000E+00 9.84 15.73 125.69 .00 .000 .000 .000 .0000 .0009 .0009
6 .05 .05 .66 .00000E+00 10.45 17.48 128.36 .00 .000 .000 .000 .0000 .0010 .0010
7 .00 .00 .73 .00000E+00 11.18 19.65 131.06 .00 .000 .000 .000 .0000 .0009 .0009
8 .00 .00 .73 .00000E+00 11.91 21.81 133.73 .00 .000 .000 .000 .0000 .0009 .0009
9 .00 .00 .75 .00000E+00 12.67 24.04 136.46 .00 .000 .000 .000 .0000 .0009 .0009
10 .00 .00 .82 .00000E+00 13.48 26.47 139.34 .00 .000 .000 .000 .0000 .0008 .0008
11 .00 .00 .78 .00000E+00 14.26 28.77 142.12 .00 .000 .000 .000 .0000 .0008 .0008
12 .00 .00 .74 .00000E+00 15.00 30.97 144.75 .00 .000 .000 .000 .0000 .0008 .0008
13 .00 .00 .80 .00000E+00 15.80 33.35 147.55 .00 .000 .000 .000 .0000 .0008 .0008
14 .81 .81 .70 .00000E+00 15.69 32.95 147.69 .00 .000 .000 .000 .0000 .0008 .0008
15 .00 .00 .61 .00000E+00 16.30 34.75 149.91 .00 .000 .000 .000 .0000 .0008 .0008
16 .51 .51 .34 .00000E+00 16.13 34.18 149.84 .00 .000 .000 .000 .0000 .0008 .0008
17 .00 .00 .68 .00000E+00 16.80 36.19 152.22 .00 .000 .000 .000 .0000 .0008 .0008
18 .00 .00 .65 .00000E+00 17.46 38.13 154.51 .00 .000 .000 .000 .0000 .0008 .0008
19 .00 .00 .70 .00000E+00 18.15 40.21 156.92 .00 .000 .000 .000 .0000 .0008 .0008
20 .30 .30 .71 .00000E+00 18.56 41.41 158.53 .00 .000 .000 .000 .0000 .0008 .0008
21 .00 .00 .75 .00000E+00 19.32 43.66 161.08 .00 .000 .000 .000 .0000 .0007 .0007
22 .00 .00 .45 .00000E+00 19.77 45.00 162.75 .00 .000 .000 .000 .0000 .0007 .0007
23 .00 .00 .01 .00000E+00 19.79 45.00 163.19 .00 .000 .000 .000 .0000 .0008 .0008
24 .23 .23 .24 .00000E+00 19.80 45.00 163.62 .00 .000 .000 .000 .0000 .0008 .0008
25 .00 .00 .01 .000OOE+00 19.82 45.00 164.00 .00 .000 .000 .000 .0000 .0008 .0008
26 .00 .00 .01 .00000E+00 19.83 45.00 164.35 .00 .000 .000 .000 .0000 .0008 .0008
27 .00 .00 .01 .00000E+00 19.84 45.00 164.71 .00 .000 .000 .000 .0000 .0008 .0008
28 .91 .91 .69 .00000E+00 19.62 44.30 164.32 .00 .000 .000 .000 .0000 .0008 .0008
29 .00 .00 .24 .00000E+00 19.86 45.00 165.21 .00 .000 .000 .000 .0000 .0007 .0007
30 .00 .00 .01 .00000E+00 19.87 45.00 165.42 .00 .000 .000 .000 .0000 .0007 .0007
31 .00 .00 .01 .00000E+00 19.88 45.00 165.63 .00 .000 .000 .000 .0000 .0007 .0007
1
1981 8
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .00 .01 .00000E+00 19.89 45.00 165.83 .00 .000 .000 .000 .0000 .0007 .0007
2 .00 .00 .01 .00000E+00 19.90 45.00 166.03 .00 .000 .000 .000 .0000 .0007 .0007
3 .71 .71 .49 .00000E+00 19.68 44.30 165.53 .00 .000 .000 .000 .0000 .0007 .0007
4 .00 .00 .24 .00000E+00 19.92 45.00 166.41 .00 .000 .000 .000 .0000 .0007 .0007
5 .00 .00 .01 .00000E+00 19.93 45.00 166.60 .00 .000 .000 .000 .0000 .0007 .0007
6 2.08 2.08 .43 .00000E+00 18.28 39.96 161.76 .00 .000 .000 .000 .0000 .0008 .0008
7 .05 .05 .63 .00000E+00 18.86 41.70 163.69 .00 .000 .000 .000 .0000 .0008 .0008
8 4.01 4.01 .53 .00000E+00 15.37 31.10 153.29 .00 .000 .000 .000 .0000 .0008 .0008
9 .00 .00 .65 .00000E+00 16.03 33.06 155.38 .00 .000 .000 .000 .0000 .0008 .0008
10 .00 .00 .64 .00000E+00 16.66 34.98 157.42 .00 .000 .000 .000 .0000 .0008 .0008
11 .63 .64 .60 .00000E+00 16.63 34.84 157.44 _00 .000 .000 .000 .0000 .0008 .0008
12 1.70 1.70 .42 .00000E+00 15.35 30.93 153.70 .00 .000 .000 .000 .0000 .0008 .0008
13 .00 .00 .52 .00000E+00 15.87 32.49 155.40 .00 .000 .000 .000 .0000 .0008 .0008
14 .00 .00 .55 .OOO00E+00 16.42 34.14 157.19 .00 .000 .000 .000 .0000 .0008 .0008
15 .00 .00 .53 .00000E+00 16.95 35.73 158.91 .00 .000 .000 .000 .0000 .0008 .0008
16 .00 .00 .59 .00000E+00 17.54 37.50 160.80 .00 .000 .000 .000 .0000 .0007 .0007

s

17 .00 .00 .37
18 .00 .00 .33
19 3.12 3.12 .05
20 .18 .18 .32
21 .00 .00 .31
22 1.02 1.02 .12
23 .00 .00 .34
24 .03 .03 .43
25 .00 .00 .42
26 .00 .00 .35
27 .00 .00 .35
28 .00 .00 .36
29 .03 .03 .34
30 .00 .00 .44
31 .00 .00 .43
1
1981 9
DAY RAIN INFIL ET
1 .00 .00 .38
2 .00 .00 .41
3 .00 .00 .42
4 .00 .00 .40
5 3.10 3.10 .14
6 .00 .00 .38
7 3.10 3.10 .19
8 .05 .05 .39
9 .00 .00 .29
10 .00 .00 .27
11 .00 .00 .35
12 .00 .00 .39
13 .00 .00 .39
14 .00 .00 .41
15 .30 .10 .45
16 .51 .51 .30
17 .00 .00 .29
18 .00 .00 .27
19 .00 .00 .19
20 .00 .00 .23
21 .00 .00 .25
22 .00 .00 .32
23 .00 .00 .19
24 .00 .00 .16
25 .00 .00 .19
26 .00 .00 .23
27 .00 .00 .31
28 .00 .00 .27
29 .00 .00 .18
30 .00 .00 .27
1
1981 10
DAY RAIN INFIL ET
1 .00 .00 .12
2 .38 .38 .12
3 .00 .00 .09
4 .00 .00 .11
5 .00 .00 .08
6 .18 .18 .18
7 .00 .00 .O1
8 .00 .00 .O1
9 .00 .00 .01
10 .15 .15 .09
11 .00 .00 .07
12 .00 .00 .00
13 .00 .00 .00
14 .00 .00 .00
15 .00 .00 .00
16 .00 .00 .00
17 .00 .00 .00
18 .15 .15 .16
19 .00 .00 .00
20 .00 .00 .00
21 .00 .00 .00
22 .00 .00 .00
23 .51 .51 .14
24 .18 .18 .06
25 5.18 5.18 .00
26 .51 .51 .13
27 4.55 4.55 .13
28 .00 .00 .15
29 .00 .00 .12
30 .00 .00 .11
31 .00 .00 .11
1
1981 11
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
DRAIN
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
DRAIN
.00000E+00
.00000E+00
.000OOE+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
17.91
18.24
15.17
15.31
15.63
14.73
15.07
15.48
15.90
16.24
16.59
16.95
17.26
17.70
18.13
TVOL
18.51
18.92
19.34
19.73
16.77
17.15
14.25
14.59
14.87
15.14
15.49
15.89
16.28
16.69
17.03
16.83
17.12
17.39
17.58
17.81
18.06
18.38
18.56
18.73
18.91
19.14
19.45
19.72
19.90
20.18
TVOL
20.30
20.05
20.14
20.24
20.32
20.33
20.34
20.34
20.35
20.29
20.36
20.37
20.37
20.38
20.38
20.39
20.39
20.40
20.40
20.41
20.41
20.42
20.05
19.93
14.75
14.37
9.95
10.10
10.23
10.34
10.45
38.60 162.05 .00 .000
39.58 163.17 .00 .000
30.24 154.00 .00 .000
30.66 154.58 .00 .000
31.58 155.65 .00 .000
28.85 153.08 .00 .000
29.86 154.23 .00 .000
31.07 155.59 .00 .000
32.31 156.96 .00 .000
33.35 158.13 .00 .000
34.37 159.29 .00 .000
35.45 160.50 .00 .000
36.38 161.57 .00 .000
37.68 162.99 .00 .000
38.95 164.39 .00 .000
DDZ DTWT STOR RUNOFF
40.10 165.65 .00 .000
41.31 166.98 .00 .000
42.57 168.36 .00 .000
43.75 169.66 .00 .000
34.76 160.81 .00 .000
35.89 162.05 .00 .000
27.06 153.36 .00 .000
28.07 154.51 .00 .000
28.92 155.48 .00 .000
29.72 156.41 .00 .000
30.77 157.56 .00 .000
31.94 158.85 .00 .000
33.12 160.14 .00 .000
34.34 161.46 .00 .000
35.37 162.61 .00 .000
34.72 162.10 .00 .000
35.60 163.08 .00 .000
36.40 164.00 .00 .000
36.96 164.68 .00 .000
37.64 165.47 .00 .000
38.37 166.33 .00 .000
39.32 167.37 .00 .000
39.87 168.04 .00 .000
40.35 168.63 .00 .000
40.89 169.29 .00 .000
41.56 170.07 .00 .000
42.49 171.10 .00 .000
43.29 172.00 .00 .000
43.83 172.65 .00 .000
44.64 173.57 .00 .000
DDZ DTWT STOR RUNOFF
45.00 174.04 .00 .000
44.21 173.37 .00 .000
44.46 173.73 .00 .000
44.77 174.16 .00 .000
45.00 174.50 .00 .000
45.00 174.61 .00 .000
45.00 174.73 .00 .000
45.00 174.85 .00 .000
45.00 174.97 .00 .000
44.79 174.88 .00 .000
45.00 175.19 .00 .000
45.00 175.30 .00 .000
45.00 175.41 .00 .000
45.00 175.52 .00 .000
45.00 175.63 .00 .000
45.00 175.74 .00 .000
45.00 175.85 .00 .000
45.00 175.96 .00 .000
45.00 176.07 .00 .000
45.00 176.17 .00 .000
45.00 176.27 .00 .000
45.00 176.37 .00 .000
43.86 175.33 .00 .000
43.49 175.06 .00 .000
27.79 159.46 .00 .000
26.61 158.39 .00 .000
13.21 145.09 .00 .000
13.64 145.61 .00 .000
14.01 146.06 .00 .000
14.34 146.48 .00 .000
14.66 146.89 .00 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
WLOSS SLOPSP
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
WLOSS SLOPSP
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.0000 .0008 .0008
.0000 .0007 .0007
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0007 .0007
.0000 .0007 .0007
VERTSP LATSP TOTALC
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 _0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
VERTSP LATSP TOTALQ
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 _0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
.0000 .0008 .0008
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .00 .11 .00000E+00 10.56 14.99 147.30 .00 .000 .000 .000 .0000 .0008 .0008
2 .00 .00 .14 .00000E+00 10.70 15.39 147.78 .00 .000 .000 .000 .0000 .0008 .0008
3 .00 .00 .17 .00000E+00 10.87 15.91 148.37 .00 .000 .000 .000 .0000 .0008 .0008
4 .00 .00 .17 .00000E+00 11.04 16.41 148.96 .00 .000 .000 .000 .0000 .0008 .0008

5 .97 .97 .13 .00000E+00 10.21 13.87 146.50 .00 .000 .000 .000 .0000 .0008 .0008
6 .00 .00 .13 .00000E+00 10.34 14.25 146.96 .00 .000 .000 .000 .0000 .0008 .0008
7 .00 .00 .06 .00000E+00 10.40 14.42 147.22 .00 .000 .000 .000 .0000 .0008 .0008
8 .00 .00 .06 .00000E+00 10.46 14.60 147.48 .00 .000 .000 .000 .0000 .0008 .0008
9 .00 .00 .11 .00000E+00 10.57 14.90 147.87 .00 .000 .000 .000 .0000 .0008 .0008
10 .00 .00 .08 .00000E+00 10.65 15.14 148.18 .00 .000 .000 .000 .0000 .0008 .0008
11 .00 .00 .06 .00000E+00 10.71 15.31 148.44 .00 .000 .000 .000 .0000 .0008 .0008
12 .00 .00 .05 .00000E+00 10.76 15.45 148.65 .00 .000 .000 .000 .0000 .0008 .0008
13 .00 .00 .04 .00000E+00 10.80 15.55 148.84 .00 .000 .000 .000 .0000 .0008 .0008
14 .00 .00 .06 .00000E+00 10.86 15.73 149.10 .00 .000 .000 .000 .0000 .0008 .0008
15 .00 .00 .08 .00000E+00 10.94 15.97 149.41 .00 .000 .000 .000 .0000 .0008 .0008
16 .23 .23 .08 .00000E+00 10.79 15.51 149.03 .00 .000 .000 .000 .0000 .0008 .0008
17 .28 .28 .07 .00000E+00 10.58 14.86 148.46 .00 .000 .000 .000 .0000 .0008 .0008
18 .00 .00 .08 .00000E+00 10.67 15.10 148.78 .00 .000 .000 .000 .0000 .0008 .0008
19 .00 .00 .10 .00000E+00 10.77 15.39 149.14 .00 .000 .000 .000 .0000 .0008 .0008
20 .00 .00 .12 .00000E+00 10.88 15.74 149.55 .00 .000 .000 .000 .0000 .0008 .0008
21 .00 .00 .01 .00000E+00 10.90 15.76 149.66 .00 .000 .000 .000 .0000 .0008 .0008
22 .00 .00 .01 .00000E+00 10.91 15.78 149.75 .00 .000 .000 .000 .0000 .0008 .0008
23 .00 .00 .01 .00000E+00 10.92 15.80 149.85 .00 .000 .000 .000 .0000 .0008 .0008
24 .91 .91 .01 .00000E+00 10.02 13.06 147.19 .00 .000 .000 .000 .0000 .0008 .0008
25 .00 .00 .03 .00000E+00 10.05 13.14 147.34 .00 .000 .000 .000 .0000 .0008 .0008
26 .00 .00 .03 .00000E+00 10.08 13.22 147.50 .00 .000 .000 .000 .0000 .0008 .0008
27 .03 .03 .12 .00000E+00 10.17 13.50 147.85 .00 .000 .000 .000 .0000 .0008 .0008
28 .00 .00 .07 .00000E+00 10.24 13.70 148.13 .00 .000 .000 .000 .0000 .0008 .0008
29 .00 .00 .02 .00000E+00 10.26 13.76 148.26 .00 .000 .000 .000 .0000 .0008 .0008
30 .00 .00 .00 .00000E+00 10.27 13.76 148.34 .00 .000 .000 .000 .0000 .0008 .0008
1981 12
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .36 .36 .01 .00000E+00 9.93 12.72 147.37 .00 .000 .000 .000 .0000 .0008 .0008
2 .38 .38 .08 .00000E+00 9.62 11.78 146.51 .00 .000 .000 .000 .0000 .0009 .0009
3 .00 .00 .04 .00000E+00 9.67 11.90 146.69 .00 .000 .000 .000 .0000 .0008 .0008
4 .05 .05 .03 .00000E+00 9.64 11.82 146.69 .00 .000 .000 .000 .0000 .0008 .0008
5 .00 .00 .03 .00000E+00 9.67 11.89 146.83 .00 .000 .000 .000 .0000 .0008 .0008
6 .00 .00 .01 .00000E+00 9.68 11.92 146.93 .00 .000 .000 .000 .0000 .0008 .0008
7 .00 .00 .03 .00000E+00 9.72 12.02 147.09 .00 .000 .000 .000 .0000 .0008 .0008
8 .00 .00 .07 .00000E+00 9.79 12.22 147.35 .00 .000 .000 .000 .0000 .0008 .0008
9 .00 .00 .00 .00000E+00 9.79 12.22 147.42 .00 .000 .000 .000 .0000 .0008 .0008
10 .00 .00 .00 .00000E+00 9.79 12.22 147.48 .00 .000 .000 .000 .0000 .0008 .0008
11 .00 .00 .00 .00000E+00 9.80 12.21 147.54 .00 .000 .000 .000 .0000 .0008 .0008
12 .00 .00 .00 .00000E+00 9.80 12.21 147.60 .00 .000 .000 .000 .0000 .0008 .0008
13 .00 .00 .00 .00000E+00 9.80 12.21 147.66 .00 .000 .000 .000 .0000 .0008 .0008
14 1.04 1.04 .00 .00000E+00 8.76 9.05 144.57 .00 .000 .000 .000 .0000 .0008 .0008
15 4.24 4.24 .00 .00000E+00 4.52 .00 106.36 .00 .000 .000 .000 .0000 .0010 .0010
16 .00 .00 .01 .00000E+00 4.53 .00 106.65 .00 .000 .000 .000 .0000 .0011 .0011
17 .00 .00 .02 .00000E+00 4.55 .00 107.14 .00 .000 .000 .000 .0000 .0011 .0011
18 .61 .61 .01 .00000E+00 3.95 .00 94.11 .00 .000 .000 .000 .0000 .0011 .0011
19 .00 .00 .00 .00000E+00 3.95 .00 94.13 .00 .000 .000 .000 .0000 .0012 .0012
20 .00 .00 .00 .00000E+00 3.95 .00 94.15 .00 .000 .000 .000 .0000 .0012 .0012
21 .43 .43 .00 .00000E+00 3.52 .00 86.97 .00 .000 .000 .000 .0000 .0012 .0012
22 .13 .13 .04 .00000E+00 3.44 .00 85.59 .00 .000 .000 .000 .0000 .0012 .0012
23 .15 .15 .12 .00000E+00 3.41 .00 85.09 .00 .000 -000 .000 .0000 .0012 .0012
24 .38 .38 .06 .00000E+00 3.08 .00 79.68 .00 .000 .000 .000 .0000 .0012 .0012
25 1.93 1.93 .01 .00000E+00 1.16 .00 42.66 .00 .000 .000 .000 .0000 .0014 .0014
26 .00 .00 .00 .00000E+00 1.16 .00 42.74 .00 .000 .000 .000 .0000 .0015 .0015
27 .00 .00 .01 .00000E+00 1.18 .00 42.92 .00 .000 .000 .000 .0000 .0015 .0015
28 .10 .10 .01 .00000E+00 1.08 .00 41.36 .00 .000 .000 .000 .0000 .0015 .0015
29 .00 .00 .02 .00000E+00 1.10 .00 41.71 .00 .000 .000 .000 .0000 .0015 .0015
30 .00 .00 .00 .00000E+00 1.11 .00 41.76 .00 .000 .000 .000 .0000 .0015 .0015
31 2.79 1.11 .00 .33568E-03 .00 .00 .00 1.68 .000 .000 .000 .0000 .0016 .0019
1993
DAY RAIN INFIL ET DRAIN
1 .00 .06 .05 .13246E-02
2 .00 .01 .01 .13246E-02
3 .00 .02 .01 .13246E-02
4 .00 .08 .07 .13246E-02
5 2.06 .11 .11 .13246E-02
6 .05 .05 .05 .13246E-02
7 .84 .04 .03 .13246E-02
8 2.64 .04 .03 .13246E-02
9 .69 .02 .01 .13246E-02
10 .00 .01 .00 .13246E-02
11 .43 .01 .01 .13246E-02
12 .16 .02 .02 .13246E-02
13 .10 .07 .07 .13246E-02
14 .00 .03 .02 .13246E-02
15 .00 .02 .01 .13246E-02
16 .48 .02 .01 .13246E-02
17 .00 .03 .03 .13246E-02
18 .00 .02 .01 .13246E-02
19 .00 .01 .00 .13246E-02
20 .00 .01 .00 .13246E-02
21 3.10 .03 .02 .13246E-02
22 .00 .04 .03 .13246E-02
23 .00 .04 .04 .13246E-02
24 .86 .07 .07 .13246E-02
25 .00 .01 .01 .13246E-02
26 .00 .01 .00 .13246E-02
27 .00 .02 .01 .13246E-02
TVOL DDZ
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00 .00
DTWT
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
STOR RUNOFF
1.74 .000
1.72 .000
1.71 .000
1.63 .000
2.00 1.577
1.97 .024
2.00 .775
2.00 2.606
2.00 .670
1.99 .000
2.00 .415
2.00 .155
2.00 .028
1.97 .000
1.96 .000
2.00 .424
1.97 .000
1.95 .000
1.94 .000
1.93 .000
2.00 3.007
1.96 .000
1.92 .000
2.00 .714
1.99 .000
1.98 .000
1.96 .000
WLOSS SLOPSP VERTSP
.001 .000 .0000
.001 .000 .0000
.001 .000 .0000
.001 .000 .0000
1.578 .000 .0000
.025 .000 .0000
.777 .000 .0000
2.607 .000 .0000
.671 .000 .0000
.001 .000 .0000
.417 .000 .0000
.156 .000 .0000
.030 .000 .0000
.001 .000 .0000
.001 .000 .0000
.425 .000 .0000
.001 .000 .0000
.001 .000 .0000
.001 .000 .0000
.001 .000 .0000
3.008 .000 .0000
.001 .000 .0000
.001 .000 .0000
.716 .000 .0000
.001 .000 .0000
.001 .000 .0000
.001 .000 .0000
LATSP TOTALQ
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.00:.8 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .003I
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0031
.0018 .0033
.0018 .0031
28 .00 .02 .02
29 .00 .06 .05
30 .00 .01 .01
31 .00 .05 .05
1
1993 2
DAY RAIN INFIL ET
1 .00 .04 .04
2 .00 .00 .00
3 .00 .01 .01
4 .00 .05 .04
5 .00 .02 .02
6 .00 .08 .07
7 .00 .01 .01
8 .56 .04 .03
9 .00 .02 .02
10 .00 .05 .05
11 .13 .07 .07
12 1.24 .02 .02
13 .00 .05 .05
14 .00 .03 .03
15 .00 .02 .01
16 1.07 .06 .06
17 .00 .03 .02
18 .00 :O1 .01
19 .00 .00 .00
20 .13 .01 .01
21 .43 .04 .03
22 .69 .12 .12
23 .00 .02 .02
24 .00 .00 .00
25 .08 .00 .00
26 1.24 .00 .00
27 .00 .08 .08
28 .00 .16 .16
1
1993 3
.13246E-02
.13246E-02
.13246E-02
.13246E-02
DRAIN
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.00
.00
.00
.00
TVOL
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00 .00 1.94 .000
.00 .00 1.88 .000
.00 .00 1.87 .000
.00 .00 1.82 .000
DDZ DTWT STOR RUNOFF
.00 .00 1.78 .000
.00 .00 1.78 .000
.00 .00 1.77 .000
.00 .00 1.72 .000
.00 .00 1.70 .000
.00 .00 1.62 .000
.00 .00 1.61 .000
.00 .00 2.00 .133
.00 .00 1.98 .000
.00 .00 1.93 .000
.00 .00 1.98 .000
.00 .00 2.00 1.205
.00 .00 1.95 .000
.00 .00 1.92 .000
.00 .00 1.90 .000
.00 .00 2.00 .906
.00 .00 1.97 .000
.00 .00 1.96 .000
.00 .00 1.96 .000
.00 .00 2.00 .075
.00 .00 2.00 .396
.00 .00 2.00 .562
.00 .00 1.98 .000
.00 .00 1.97 .000
.00 .00 2.00 .047
.00 .00 2.00 1.241
.00 .00 1.92 .000
.00 .00 1.76 .000
.001 .000
.001 .000
.001 .000
.001 .000
WLOSS SLOPSP
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.134 .000
.001 .000
.001 .000
.001 .000
1.206 .000
.001 .000
.001 .000
.001 .000
.907 .000
.001 .000
.001 .000
.001 .000
.077 .000
.397 .000
.564 .000
.001 .000
.001 .000
.049 .000
1.243 .000
.001 .000
.001 .000
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
VERTSP LATSP TOTALQ
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .02 .02 .13246E-02 .00 .00 .00 1.74 .000 .001 .000 .0000 .0018 .0031
2 .00 .07 .06 .13246E-02 .00 .00 .00 1.67 .000 .001 .000 .0000 .0018 .0031
3 3.30 .07 .07 .13246E-02 .00 .00 .00 2.00 2.904 2.905 .000 .0000 .0018 .0031
4 3.76 .12 .11 .13246E-02 .00 .00 .00 2.00 3.644 3.645 .000 .0000 .0018 .0031
5 .08 .04 .04 .13246E-02 .00 .00 .00 2.00 .036 .037 .000 .0000 .0018 .0031
6 .00 .04 .04 .13246E-02 .00 .00 .00 1.96 .000 .001 .000 .0000 .0018 .0031
7 .00 .06 .06 .13246E-02 .00 .00 .00 1.90 .000 .001 .000 .0000 .0018 .0031
8 .00 .12 .12 .13246E-02 .00 .00 .00 1.77 .000 .001 .000 .0000 .0018 .0031
9 .00 .08 .07 .13246E-02 .00 .00 .00 1.70 .000 .001 .000 .0000 .0018 .0031
10 .00 .16 .16 .13246E-02 .00 .00 .00 1.54 .000 .001 .000 .0000 .0018 .0031
11 .00 .06 .06 .13246E-02 .00 .00 .00 1.48 .000 .001 .000 .0000 .0018 .0031
12 .58 .03 .02 .13246E-02 .00 .00 .00 2.00 .035 .037 .000 .0000 .0018 .0031
13 3.20 .01 .00 .13246E-02 .00 .00 .00 2.00 3.193 3.194 .000 .0000 .0018 .0031
14 .00 .00 .00 .13246E-02 .00 .00 .00 2.00 .000 .001 .000 .0000 .0018 .0031
15 .00 .00 .00 .13246E-02 .00 .00 .00 1.99 .000 .001 .000 .0000 .0018 .0031
16 .03 .02 .02 .13246E-02 .00 .00 .00 2.00 .000 .001 .000 .0000 .0018 .0031
17 .36 .09 .08 .13246E-02 .00 .00 .00 2.00 .268 .270 .000 .0000 .0018 .0031
18 .00 .01 .01 .13246E-02 .00 .00 .00 1.99 .000 .001 .000 .0000 .0018 .0031
19 .00 .00 .00 .13246E-02 .00 .00 .00 1.98 .000 .001 .000 .0000 .0018 .0031
20 .00 .03 .03 .13246E-02 .00 .00 .00 1.95 .000 .001 .000 .0000 .0018 .0031
21 .00 .11 .10 .13246E-02 .00 .00 .00 1.85 .000 .001 .000 .0000 .0018 .0031
22 .00 .15 .14 .13246E-02 .00 .00 .00 1.70 .000 .001 .000 .0000 .0018 .0031
23 .18 .20 .19 .13246E-02 .00 .00 .00 1.68 .000 .001 .000 .0000 .0018 .0031
24 1.68 .15 .15 .13246E-02 .00 .00 .00 2.00 1.207 1.206 .000 .0000 .0018 .0031
25 .00 .13 .12 .13246E-02 .00 .00 .00 1.87 .000 .001 .000 .0000 .0018 .0031
26 .13 .08 .07 .13246E-02 .00 .00 .00 1.92 .000 .001 .000 .0000 .0018 .0031
27 2.13 .10 .10 .13246E-02 .00 .00 .00 2.00 1.955 1.957 .000 .0000 .0018 .0031
28 .03 .14 .14 .13246E-02 .00 .00 .00 1.88 .000 .001 .000 .0000 .0018 .0031
29 .00 .14 .14 .13246E-02 .00 .00 .00 1.74 .000 .001 .000 .0000 .0018 .0031
30 .00 .19 .19 .13246E-02 .00 .00 .00 1.55 .000 .001 .000 .0000 .0018 .0031
31 .13 .13 .13 .13246E-02 .00 .00 .00 1.54 .000 .001 .000 .0000 .0018 .0031
1
1993 4
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .29 .29 .13246E-02 .00 .00 .00 1.25 .000 .001 .000 .0000 .0018 .0031
2 .00 .14 .13 .13246E-02 .00 .00 .00 1.11 .000 .001 .000 .0000 .0018 .0031
3 .00 .08 .08 .13246E-02 .00 .00 .00 1.03 .000 .001 .000 .0000 .0018 .0031
4 .03 .13 .12 .13246E-02 .00 .00 .00 .93 .000 .001 .000 .0000 .0018 .0031
5 5.28 .05 .05 .13246E-02 .00 .00 .00 2.00 4.163 4.165 .000 .0000 .0018 .0031
6 1.22 .04 .04 .13246E-02 .00 .00 .00 2.00 1.180 1.181 .000 .0000 .0018 .0031
7 .00 .10 .10 .13246E-02 .00 .00 .00 1.90 .000 .001 .000 .0000 .0018 .0031
8 .00 .13 .13 .13246E-02 .00 .00 .00 1.77 .000 .001 .000 .0000 .0018 .0031
9 .15 .13 .12 .13246E-02 .00 .00 .00 1.79 .000 .001 .000 .0000 .0018 .0031
10 2.44 .14 .13 .13246E-02 .00 .00 .00 2.00 2.095 2.097 .000 .0000 .0018 .0031
11 .00 .17 .17 .13246E-02 .00 .00 .00 1.82 .000 .001 .000 .0000 .0018 .0031
12 .00 .27 .26 .13246E-02 .00 .00 .00 1.56 .000 .001 .000 .0000 .0018 .0031
13 .00 .16 .16 .13246E-02 .00 .00 .00 1.39 .000 .001 .000 .0000 .0018 .0031
14 .00 .27 .26 .13246E-02 .00 .00 .00 1.13 .000 .001 .000 .0000 .0018 .0031
15 .00 .39 .39 .13246E-02 .00 .00 .00 .73 .000 .001 .000 .0000 .0018 .0031
16 3.02 .21 .21 .13246E-02 .00 .00 .00 2.00 1.545 1.546 .000 .0000 .0018 .0031
17 .00 .13 .12 .13246E-02 .00 .00 .00 1.87 .000 .001 .000 .0000 .0018 .0031

1

7
I
?I

18 .00 .12 .12
19 .00 .21 .21
20 .00 .29 .28
21 .08 .18 .18
22 .00 .10 .10
23 .00 .13 .13
24 .00 .21 .21
25 .00 .35 .35
26 .08 .24 .23
27 .00 .18 .18
28 .00 .O1 .14
29 .00 .00 .23
30 .00 .00 .29
1
1993 5
DAY RAIN INFIL ET
1 .00 .00 .39
2 .00 .00 .37
3 .00 .00 .36
4 .76 .76 .36
5 .58 .58 .35
6 .53 .53 .37
7 .00 .00 .45
8 .00 .00 .41
9 .00 .00 .42
10 .00 .00 .45
11 .03 .03 .49
12 .00 .00 .48
13 .63 .63 .32
14 .00 .00 .32
15 .00 .00 .37
16 .00 .00 .47
17 .00 .00 .44
18 .00 .00 .50
19 1.96 1.96 .31
20 .03 .03 .33
21 .03 .03 .25
22 .00 .00 .23
23 .00 .00 .27
24 .00 .00 .42
25 .10 .10 .39
26 1.09 1.09 .29
27 .00 .00 .41
28 .00 .00 .44
29 1.19 1.19 .44
30 .00 .00 .41
31 1.50 1.50 .38
1
1993 6
DAY RAIN INFIL ET
1 .00 .00 .40
2 .00 .00 .34
3 .00 .00 .49
4 .33 .33 .48
5 .00 .00 .61
6 .00 .00 .40
7 .00 .00 .47
8 .00 .00 .68
9 .00 .00 .79
10 .00 .00 .74
11 .00 .00 .73
12 .33 .33 .51
13 .10 .10 .32
14 .00 .00 .45
15 .00 .00 .47
16 .00 .00 .62
17 .00 .00 .63
18 .00 .00 .65
19 .00 .00 .67
20 .00 .00 .66
21 .00 .00 .58
22 .00 .00 .61
23 .00 .00 .58
24 .00 .00 .59
25 .00 .00 .52
26 .00 .00 .62
27 .05 .05 .54
28 .00 .00 .62
29 .03 .03 .59
30 .00 .00 .02
1
1993 7
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.95972E-03
.28523E-03
.00000E+00
DRAIN
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
DRAIN
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.000OOD+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.14
.38
.67
TVOL
1.06
1.43
1.79
1.39
1.16
.99
1.44
1.86
2.29
2.74
3.21
3.70
3.38
3.71
4.08
4.55
4.99
5.50
3.86
4.16
4.38
4.61
4.88
5.30
5.59
4.79
5.20
5.64
4.89
5.30
4.19
TVOL
4.59
4.93
5.42
5.57
6.18
6.58
7.05
7.73
8.52
9.26
9.99
10.17
10.39
10.84
11.31
11.94
12.57
13.22
13.89
14.55
15.13
15.74
16.32
16.91
17.44
18.06
18.55
19.17
19.74
19.76
.00 .00 1.75 .000
.00 .00 1.54 .000
.00 .00 1.25 .000
.00 .00 1.15 .000
.00 .00 1.05 .000
.00 .00 .91 .000
.00 .00 .70 .000
.00 .00 .35 .000
.00 .00 .19 .000
.00 .00 .01 .000
.00 7.06 .00 .000
.00 18.79 .00 .000
.00 30.35 .00 .000
DDZ DTWT STOR RUNOFF
.00 41.00 .00 .000
.00 47.24 .00 .000
.00 54.81 .00 .000
.00 46.49 .00 .000
.00 42.62 .00 .000
.00 39.78 .00 .000
.00 47.41 .00 .000
.00 56.52 .00 .000
.49 62.75 .00 .000
1.24 67.30 .00 .000
2.07 71.68 .00 .000
3.07 75.53 .00 .000
1.65 76.88 .00 .000
2.25 79.79 .00 .000
3.03 82.69 .00 .000
4.14 85.57 .00 .000
5.18 88.25 .00 .000
6.43 91.00 .00 .000
1.18 87.29 .00 .000
1.82 89.45 .00 .000
2.23 91.32 .00 .000
2.69 93.12 .00 .000
3.28 94.97 .00 .000
4.35 97.17 .00 .000
5.01 98.98 .00 .000
2.37 97.47 .00 .000
3.45 99.48 .00 .000
4.63 101.53 .00 .000
2.18 100.02 .00 .000
3.29 101.92 .00 .000
.00 98.14 .00 .000
DDZ DTWT STOR RUNOFF
1.07 99.98 .00 .000
1.97 101.67 .00 .000
3.33 103.96 .00 .000
3.65 105.52 .00 .000
5.40 108.16 .00 .000
6.51 110.27 .00 .000
7.84 112.49 .00 .000
9.82 115.22 .00 .000
12.14 118.25 .00 .000
14.31 121.10 .00 .000
16.45 123.91 .00 .000
16.91 125.20 .00 .000
17.47 126.66 .00 .000
18.78 128.58 .00 .000
20.15 130.56 .00 .000
21.98 132.94 .00 .000
23.85 135.36 .00 .000
25.75 137.78 .00 .000
27.74 140.25 .00 .000
29.68 142.68 .00 .000
31.39 144.87 .00 .000
33.20 147.14 .00 .000
34.91 149.30 .00 .000
36.65 151.47 .00 .000
38.19 153.44 .00 .000
40.05 155.67 .00 .000
41.48 157.56 .00 .000
43.33 159.76 .00 .000
45.00 161.87 .00 .000
45.00 162.37 .00 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.000 .000
WLOSS SLOPSP
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
WLOSS SLOPSP
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0017 .0027
.0000 .0017 .0020
.0000 .0016 .0016
VERTSP LATSP TOTALQ
.0000 .0015 .0015
.0000 .0015 .0015
.0000 .0014 .0014
.0000 .0014 .0014
.0000 .0015 .0015
.0000 .0015 .0015
.0000 .0015 .0015
.0000 .0014 .0014
.0000 .0014 .0014
.0000 .0013 .0013
.0000 .0013 .0013
.0000 .0013 .0013
.0000 .0013 .0013
.0000 .0012 .0012
.0000 .0012 .0012
.0000 .0012 .0012
.0000 .0012 .0012
.0000 .0012 .0012
.0000 .0012 .0012
.0000 .0012 .0012
.0000 .0012 .0012
.0000 .0012 .0012
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
VERTSP LATSP TOTALC
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0011 .0011
.0000 .0010 .0011
.0000 .0010 .001C
.0000 .0010 .001C
.0000 .0010 .001C
.0000 .0010 .001C
.0000 .0010 .001C
.0000 .0009 .0005
.0000 .0010 .001C
.0000 .0010 .0010
.0000 .0009 .0005
.0000 .0009 .0005
.0000 .0009 .0005
.0000 .0009 .0005
.0000 .0009 .0005
.0000 .0009 .0005
.0000 .0008 .000E
.0000 .0008 .000E
.0000 .0008 .000E
.0000 .0008 .000E
.0000 .0008 .000E
.0000 .0008 .000E
.0000 .0008 .000E
.0000 .0008 .000E
.0000 .0007 .000
.0000 .0008 .000E
.0000 .0008 .000E
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .05 .05 .07 .00000E+00 19.78 45.00 162.86 .00 .000 .000 .000 .0000 .0008 .0008
2 .56 .56 .56 .00000E+00 19.78 44.96 163.27 .00 .000 .000 .000 .0000 .0008 .0008
3 .20 .20 .23 .00000E+00 19.81 45.00 163.74 .00 .000 .000 .000 .0000 .0008 .0008
4 .10 .10 .11 .00000E+00 19.82 45.00 164.13 .00 .000 .000 .000 .0000 .0008 .0008
5 1.02 1.02 .63 .00000E+00 19.43 43.79 163.30 .00 .000 .000 .000 .0000 .0008 .0008
6 .00 .00 .41 .00000E+00 19.84 45.00 164.78 .00 .000 .000 .000 .0000 .0007 .0007

7 .03 .03 .03 .00000E+00
8 .00 .00 .01 .00000E+00
9 1.22 1.22 .68 .00000E+00
10 .00 .00 .56 .00000E+00
11 .05 .05 .06 .00000E+00
12 .00 .00 .01 .00000E+00
13 .15 .15 .16 .00000E+00
14 .00 .00 .01 .00000E+00
15 .05 .05 .06 .00000E+00
16 .00 .00 .01 .00000E+00
17 .00 .00 .01 .00000E+00
18 .18 .18 .19 .00000E+00
19 1.37 1.37 .55 .00000E+00
20 .00 .00 .70 .00000E+00
21 .00 .00 .15 .00000E+00
22 .00 .00 .01 .00000E+00
23 .00 .00 .01 .00000E+00
24 .03 .03 .03 .00000E+00
25 .36 .36 .36 .00000E+00
26 .00 .00 .01 .00000E+00
27 .00 .00 .01 .00000E+00
28 .00 .00 .01 .00000E+00
29 .00 .00 .01 .00000E+00
30 .00 .00 .01 .00000E+00
31 .00 .00 .01 .00000E+00
1993 8
DAY RAIN INFIL ET DRAIN
1 .00 .00 .01 .00000E+00
2 .00 .00 .01 .00000E+00
3 2.34 2.34 .50 .00000E+00
4 .00 .00 .54 .00000E+00
5 .00 .00 .56 .00000E+00
6 .28 .28 .44 .00000E+00
7 .20 .20 .34 .00000E+00
8 .03 .03 .42 .00000E+00
9 .00 .00 .09 .00000E+00
10 .00 .00 .01 .00000E+00
11 .00 .00 .01 .00000E+00
12 .00 .00 .01 .00000E+00
13 1.04 1.04 .37 .00000E+00
14 .00 .00 .56 .00000E+00
15 .00 .00 .13 .00000E+00
16 .00 .00 .01 .00000E+00
17 .61 .61 .54 .00000E+00
18 .00 .00 .08 .00000E+00
19 .00 .00 .01 .00000E+00
20 .00 .00 .01 .00000E+00
21 .00 .00 .01 .00000E+00
22 .00 .00 .01 .00000E+00
23 .00 .00 .01 .00000E+00
24 .00 .00 .01 .00000E+00
25 .00 .00 .01 .00000E+00
26 .00 .00 .01 .00000E+00
27 .00 .00 .01 .00000E+00
28 .00 .00 .01 .00000E+00
29 .00 .00 .01 .00000E+00
30 .00 .00 .01 .00000E+00
31 .00 .00 .01 .00000E+00
1993 9
DAY RAIN INFIL ET DRAIN
1 .00 .00 .01 .00000E+00
2 .00 .00 .01 .00000E+00
3 .00 .00 .01 .00000E+00
4 3.73 3.73 .43 .00000E+00
5 1.32 1.32 .33 .00000E+00
6 .03 .03 .46 .00000E+00
7 .00 .00 .43 .00000E+00
8 .00 .00 .47 .00000E+00
9 .00 .00 .45 .00000E+00
10 .00 .00 .45 .00000E+00
11 .00 .00 .26 .00000E+00
12 .00 .00 .27 .00000E+00
13 .00 _00 .35 .00000E+00
14 .00 .00 .43 .00000E+00
15 .00 .00 .47 .00000E+00
16 2.24 2.24 .38 .00000E+00
17 .46 .46 .36 .00000E+00
18 .00 .00 .43 .00000E+00
19 .00 .00 .33 .00000E+00
20 .00 .00 .26 .00000E+00
21 .18 .18 .31 .00000E+00
22 .00 .00 .36 .00000E+00
23 .00 .00 .36 .00000E+00
24 .00 .00 .38 .00000E+00
25 .08 .08 .12 .00000E+00
26 .00 .00 .00 .00000E+00
27 .86 .86 .29 .00000E+00
28 .00 .00 .18 .00000E+00
29 .00 .00 .20 .00000E+00
19.85
19.86
19.32
19.88
19.89
19.90
19.91
19.92
19.93
19.94
19.95
19.96
19.14
19.84
19.98
19.99
20.00
20.01
20.02
20.03
20.04
20.05
20.05
20.06
20.07
TVOL
20.08
20.09
18.25
18.79
19.36
19.52
19.66
20.05
20.14
20.14
20.15
20.16
19.49
20.05
20.18
20.19
20.12
20.20
20.21
20.21
20.22
20.23
20.24
20.24
20.25
20.26
20.26
20.27
20.28
20.28
20.29
TVOL
20.30
20.30
20.31
17.00
16.01
16.45
16.88
17.35
17.80
18.25
18.52
18.79
19.14
19.57
20.05
18.19
18.10
18.53
18.86
19.13
19.26
19.62
19.98
20.36
20.40
20.41
19.83
20.01
20.21
45.00 165.05
45.00 165.25
43.34 163.80
45.00 165.62
45.00 165.80
45.00 166.00
45.00 166.20
45.00 166.40
45.00 166.59
45.00 166.79
45.00 166.99
45.00 167.18
42.49 164.86
44.58 167.07
45.00 167.66
45.00 167.85
45.00 168.03
45.00 168.21
45.00 168.39
45.00 168.57
45.00 168.75
45.00 168.93
45.00 169.10
45.00 169.27
45.00 169.43
DDZ DTWT
45.00 169.60
45.00 169.77
39.40 164.34
41.03 166.09
42.72 167.88
43.20 168.49
43.59 169.03
44.75 170.34
45.00 170.74
45.00 170.90
45.00 171.05
45.00 171.20
42.95 169.30
44.64 171.08
45.00 171.58
45.00 171.73
44.77 171.65
45.00 172.02
45.00 172.16
45.00 172.30
45.00 172.44
45.00 172.58
45.00 172.71
45.00 172.85
45.00 172.99
45.00 173.13
45.00 173.26
45.00 173.39
45.00 173.51
45.00 173.64
45.00 173.77
DDZ DTWT
45.00 173.90
45.00 174.03
45.00 174.15
34.97 164.23
31.94 161.33
33.24 162.75
34.54 164.13
35.97 165.63
37.31 167.05
38.68 168.49
39.46 169.36
40.26 170.26
41.33 171.40
42.62 172.77
44.05 174.26
38.41 168.71
38.11 168.51
39.42 169.88
40.41 170.96
41.20 171.83
41.59 172.32
42.67 173.48
43.75 174.63
44.89 175.84
45.00 176.04
45.00 176.14
43.24 174.48
43.77 175.10
44.37 175.77
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
STOR RUNOFF WLOSS SLOPSP
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.00 .000 .000 .000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
VERTSP
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
.0000
STOR RUNOFF WLOSS SLOPSP VERTSP
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.00 .000 .000 .000 .0000
.0008 .0008
.0008 .0008
.0008 .0008
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
LATSP TOTALQ
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
LATSP TOTAL(;
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0008 .0008
.0008 .0008
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
.0007 .0007
30 .00 .00 .14 .00000E+00 20.35 44.78 176.27 .00 .000 .000 .000 .0000 .0007 .0007
1
1993 10
DAY RAIN INFIL ET
1 .00 .00 .08
2 .00 .00 .00
3 .00 .00 .00
4 .00 .00 .00
5 .00 .00 .00
6 .00 .00 .00
7 .00 .00 .00
8 1.02 1.02 .19
9 .00 .00 .28
10 .00 .00 .19
11 .63 .63 .04
12 .03 .03 .12
13 .00 .00 .11
14 .00 .00 .13
15 .00 .00 .14
16 .15 .15 .14
17 .25 .25 .17
18 .00 .00 .24
19 .00 .00 .27
20 .00 .00 .12
21 .30 .30 .25
22 .03 .03 .08
23 .00 .00 .00
24 .00 .00 .00
25 .00 .00 .00
26 1.42 1.42 .12
27 .00 .00 .20
28 .03 .03 .10
29 .00 .00 .08
30 3.58 3.58 .09
31 .05 .05 .03
1
1993 11
DRAIN
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
.00000E+00
TVOL
20.43
20.43
20.44
20.44
20.45
20.45
20.46
19.63
19.91
20.10
19.51
19.60
19.71
19.83
19.97
19.96
19.88
20.12
20.39
20.51
20.46
20.52
20.52
20.52
20.53
19.22
19.42
19.50
19.57
16.08
16.06
DDZ DTWT STOR RUNOFF
45.00 176.58 .00 .000
45.00 176.68 .00 .000
45.00 176.78 .00 .000
45.00 176.88 .00 .000
45.00 176.98 .00 .000
45.00 177.08 .00 .000
45.00 177.17 .00 .000
42.48 174.74 .00 .000
43.32 175.64 .00 .000
43.87 176.27 .00 .000
42.07 174.55 .00 .000
42.34 174.90 .00 .000
42.65 175.29 .00 .000
43.02 175.74 .00 .000
43.43 176.23 .00 .000
43.37 176.25 .00 .000
43.12 176.08 .00 .000
43.84 176.87 .00 .000
44.65 177.74 .00 .000
45.00 178.16 .00 .000
44.84 178.07 .00 .000
45.00 178.32 .00 .000
45.00 178.40 .00 .000
45.00 178.48 .00 .000
45.00 178.56 .00 .000
41.03 174.67 .00 .000
41.63 175.34 .00 .000
41.84 175.61 .00 .000
42.07 175.91 .00 .000
31.46 165.39 .00 .000
31.40 165.40 .00 .000
WLOSS SLOPSP
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
VERTSP LATSP TOTALQ
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0001
.0000 .0007 .0007
.0000 .0007 .0007
.0000 .0007 .0001
.0000 .0007 .0007
.0000 .0007 .0001
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .00 .03 .00000E+00 16.09 31.49 165.56 .00 .000 .000 .000 .0000 .0007 .0007
2 .00 .00 .02 .00000E+00 16.11 31.53 165.68 .00 .000 .000 .000 .0000 .0007 .0007
3 .00 .00 .03 .00000E+00 16.14 31.61 165.82 .00 .000 .000 .000 .0000 .0007 .0007
4 .00 .00 .O8 .00000E+00 16.22 31.83 166.11 .00 .000 .000 .000 .0000 .0007 .0007
5 1.73 1.73 .12 .00000E+00 14.61 26.94 161.30 .00 .000 .000 .000 .0000 .0008 .0008
6 .38 .38 .07 .00000E+00 14.30 25.99 160.42 .00 .000 .000 .000 .0000 .0008 .0008
7 .00 .00 .03 .00000E+00 14.33 26.06 160.56 .00 .000 .000 .000 .0000 .0008 .0008
8 .00 .00 .02 .00000E+00 14.35 26.13 160.70 .00 .000 .000 .000 .0000 .0008 .0008
9 .00 .00 .02 .00000E+00 14.37 26.19 160.83 .00 .000 .000 .000 .0000 .0008 .0008
10 .00 .00 .04 .00000E+00 14.42 26.31 161.02 .00 .000 .000 .000 .0000 .0008 .0008
11 .00 .00 .04 .00000E+00 14.46 26.44 161.22 .00 .000 .000 .000 .0000 .0008 .0008
12 .00 .00 .07 .00000E+00 14.54 26.65 161.49 .00 .000 .000 .000 .0000 .0008 .0008
13 .00 .00 .12 .00000E+00 14.66 27.00 161.90 .00 .000 .000 .000 .0000 .0008 .0008
14 .00 .00 .22 .00000E+00 14.88 27.66 162.61 .00 .000 .000 .000 .0000 .0008 .0008
15 .00 .00 .27 .00000E+00 15.14 28.46 163.46 .00 .000 .000 .000 .0000 .0007 .0007
16 .00 .00 .19 .00000E+00 15.33 29.03 164.08 .00 .000 .000 .000 .0000 .0007 .0007
17 .00 .00 .18 .00000E+00 15.51 29.57 164.67 .00 .000 .000 .000 .0000 .0007 .0007
18 .00 .00 .13 .00000E+00 15.65 29.97 165.12 .00 .000 .000 .000 .0000 .0007 .0007
19 .25 .25 .09 .00000E+00 15.48 29.45 164.66 .00 .000 .000 .000 .0000 .0008 .0008
20 .00 .00 .05 .00000E+00 15.53 29.60 164.87 .00 .000 .000 .000 .0000 .0007 .0007
21 .00 .00 .03 .00000E+00 15.56 29.68 165.01 .00 .000 .000 .000 .0000 .0007 .0007
22 .00 .00 .07 .00000E+00 15.64 29.90 165.29 .00 .000 .000 .000 .0000 .0007 .0007
23 .00 .00 .08 .00000E+00 15.72 30.13 165.57 .00 .000 .000 .000 .0000 .0007 .0007
24 .00 .00 .O8 .00000E+00 15.80 30.37 165.87 .00 .000 .000 .000 .0000 .0007 .0007
25 .00 .00 .O6 .00000E+00 15.86 30.56 166.11 .00 .000 .000 .000 .0000 .0007 .0007
26 .00 .00 .06 .00000E+00 15.92 30.74 166.35 .00 .000 .000 .000 .0000 .0007 .0007
27 4.27 4.27 .11 .00000E+00 11.77 18.13 153.80 .00 .000 .000 .000 .0000 .0008 .0008
28 .13 .13 .06 .00000E+00 11.70 17.93 153.67 .00 .000 .000 .000 .0000 .0008 .0008
29 .00 .00 .02 .00000E+00 11.72 17.98 153.77 .00 .000 .000 .000 .0000 .0008 .0008
30 .00 .00 .02 .00000E+00 11.74 18.02 153.87 .00 .000 .000 .000 .0000 .0008 .0008
1
1993 12
DAY RAIN INFIL ET DRAIN
1 .00 .00 .02 .00000E+00
2 .00 .00 .03 .00000E+00
3 .00 .00 .06 .00000E+00
4 .51 .51 .09 .00000E+00
5 3.45 3.45 .07 .00000E+00
6 .00 .00 .04 .00000E+00
7 .00 .00 .04 .00000E+00
8 .00 .00 .04 .00000E+00
9 .00 .00 .04 .00000E+00
10 .84 .84 .05 .00000E+00
11 .00 .00 .O1 .00000E+00
12 .00 .00 .00 .00000E+00
13 .00 .00 .O1 .00000E+00
14 .43 .43 .O1 .00000E+00
15 1.50 1.50 .O1 .00000E+00
16 .00 .00 .05 .00000E+00
17 .00 .00 .02 .00000E+00
18 .05 .05 .O1 .00000E+00
TVOL
11.76
11.79
11.85
11.43
8.05
8.08
8.12
8.16
8.20
7.41
7.42
7.42
7.44
7.02
5.53
5.59
5.61
5.57
DDZ DTWT
18.07 153.98
18.15 154.13
18.33 154.36
17.06 153.14
6.78 142.92
6.89 143.09
7.00 143.25
7.11 143.41
7.21 143.56
4.81 141.22
4.84 141.31
4.84 141.36
4.87 141.45
3.59 140.22
.00 130.60
.15 130.86
.20 131.02
.07 131.01
STOR RUNOFF
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 OOD
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
WLOSS SLOPSP VERTSP
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
LATSP TOTALC,
.0008 .0008
.0008 .0008
.0008 .0008
.0008 .0008
.0008 .0008
.0009 _0009
.0009 .0005
.0009 .0009
.0009 .0009
.0009 .0005
.0009 .0009
.0009 .0009
.0009 .0009
.0009 .0009
.0009 .0009
.0009 .0009
.0009 .0005
.0009 .0009
19 .00 .00 .02 .00000E+00 5.60 .14 131.18 .00 .000 .000 .000 .0000 .0009 .0009
20 1.42 1.42 .O1 .00000E+00 4.18 .00 98.04 .00 .000 .000 .000 .0000 .0010 .0010
21 .15 .15 .O1 .00000E+00 4.04 .00 95.66 .00 .000 .000 .000 .0000 .0011 .0011
22 .13 .13 .00 .00000E+00 3.91 .00 93.57 .00 .000 .000 .000 .0000 .0011 .0011
23 .66 .66 .00 .00000E+00 3.26 .00 82.59 .00 .000 .000 .000 .0000 .0012 .0012
24 .00 .00 .00 .00000E+00 3.26 .00 82.61 .00 .000 .000 .000 .0000 .0012 .0012
25 .00 .00 .00 .00000E+00 3.26 .00 82.68 .00 .000 .000 .000 .0000 .0012 .0012
26 .00 .00 .00 .00000E+00 3.26 .00 82.71 .00 .000 .000 .000 .0000 .0012 .0012
27 .00 .00 .03 .00000E+00 3.29 .00 83.25 .00 .000 .000 .000 .0000 .0012 .0012
28 .10 .10 .00 .00000E+00 3.20 .00 81.60 .00 .000 .000 .000 .0000 .0012 .0012
29 .20 .20 .00 .00000E+00 2.99 .00 78.08 .00 .000 .000 .000 .0000 .0012 .0012
30 .00 .00 .00 .00000E+00 3.00 .00 78.10 .00 .000 .000 .000 .0000 .0013 .0013
31 .00 .00 .04 .00000E+00 3.04 .00 78.85 .00 .000 .000 .000 .0000 .0013 .0013
1995 1
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALO
1 .00 .00 .06 .00000E+00 10.15 12.99 150.19 .00 .000 .000 .000 .0000 .0008 .0008
2 .00 .00 .01 .00000E+00 10.16 13.02 150.27 .00 .000 .000 .000 .0000 .0008 .0008
3 .00 .00 .00 .00000E+00 10.16 13.01 150.31 .00 .000 .000 .000 .0000 .0008 .0008
4 .00 .00 .00 .00000E+00 10.16 13.02 150.36 .00 .000 .000 .000 .0000 .0008 .0008
5 .00 .00 .00 .00000E+00 10.16 13.01 150.40 .00 .000 .000 .000 .0000 .0008 .0008
6 2.36 2.36 .O1 .00000E+00 7.81 5.87 143.30 .00 .000 .000 .000 .0000 .0008 .0008
7 .94 .94 .03 .00000E+00 6.90 3.12 140.60 .00 .000 .000 .000 .0000 .0009 .0009
8 .00 .00 .O1 .00000E+00 6.92 3.15 140.67 .00 .000 .000 .000 .0000 .0009 .0009
9 .00 .00 .02 .00000E+00 6.94 3.21 140.78 .00 .000 .000 1000 .0000 .0009 .0009
10 .00 .00 .02 .00000E+00 6.96 3.28 140.89 .00 .000 .000 .000 .0000 .0009 .0009
11 .00 .00 .05 .00000E+00 7.02 3.44 141.09 .00 .000 .000 .000 .0000 .0009 .0009
12 .23 .23 .09 .00000E+00 6.88 3.02 140.71 .00 .000 .000 .000 .0000 .0009 .0009
13 .00 .00 .11 .00000E+00 6.99 3.35 141.08 .00 .000 .000 .000 .0000 .0009 .0009
14 .20 .20 .16 .00000E+00 6.95 3.22 140.99 .00 .000 .000 .000 .0000 .0009 .0009
15 4.88 4.88 .11 .00000E+00 2.18 .00 63.29 .00 .000 .000 .000 .0000 .0010 .0010
16 .00 .00 .08 .00000E+00 2.26 .00 64.79 .00 .000 .000 .000 .0000 .0013 .0013
17 .00 .00 .05 .00000E+00 2.32 .00 65.81 .00 .000 .000 .000 .0000 .0013 .0013
18 .00 .00 .04 .00000E+00 2.37 .00 66.65 .00 .000 .000 .000 .0000 .0013 .0013
19 .86 .86 .05 .00000E+00 1.55 .00 49.23 .00 .000 .000 .000 .0000 .0014 .0014
20 .25 .25 .03 .00000E+00 1.33 .00 45.58 .00 .000 .000 .000 .0000 .0014 .0014
21 .00 .00 .02 .00000E+00 1.36 .00 46.01 .00 .000 .000 .000 .0000 .0015 .0015
22 .00 .00 .O1 .00000E+00 1.37 .00 46.22 .00 .000 .000 .000 .0000 .0015 .0015
23 .28 .28 .00 .00000E+00 1.10 .00 41.61 .00 .000 .000 .000 .0000 .0015 .0015
24 .00 .00 .00 .00000E+00 1.10 .00 41.67 .00 .000 .000 .000 .0000 .0015 .0015
25 .00 .00 .00 .00000E+00 1.11 .00 41.77 .00 .000 .000 .000 .0000 .0015 .0015
26 .00 .00 .O1 .00000E+00 1.12 .00 41.98 .00 .000 .000 .000 .0000 .0015 .0015
27 .00 .00 .00 .00000E+00 1.12 .00 42.07 .00 .000 .000 .000 .0000 .0015 .0015
28 1.27 1.14 .O1 .24302E-03 .00 .00 .00 .13 .000 .000 .000 .0000 .0016 .0018
29 .13 .00 .00 .13246E-02 .00 .00 .00 .25 .000 .001 .000 .0000 .0018 .0031
30 .03 .00 .00 .13246E-02 .00 .00 .00 .27 .000 .001 .000 .0000 .0018 .0031
31 .00 .02 .02 .13246E-02 .00 .00 .00 .25 .000 .001 .000 .0000 .0018 .0031
1
1995 2
DAY RAIN INFIL ET
1 .00 .04 .03
2 .10 .05 .04
3 .00 .02 .02
4 .84 .O1 .O1
5 .00 .00 .00
6 .00 .00 .00
7 .25 .00 .00
8 .00 .00 .00
9 .00 .00 .00
10 .23 .O1 .00
11 .25 .03 .03
12 .00 .00 .00
13 .00 .00 .00
14 .00 .02 .O1
15 2.92 .01 .00
16 3.43 .04 .04
17 .51 .03 .03
18 1.19 .02 .01
19 .00 .08 .08
20 .00 .11 .11
21 .00 .04 .04
22 .00 .03 .02
23 .00 .13 .13
24 .00 .04 .04
25 .00 .02 .02
26 .00 .12 .12
27 .08 .08 .08
28 1.68 .15 .15
1
1995 3
DAY RAIN INFIL ET
1 1.02 .07 .07
2 .00 .04 .04
3 .41 .O1 .O1
4 .51 .O1 .O1
5 .10 .04 .04
6 .79 .10 .10
7 .00 .20 .20
8 1.98 .12 .11
DRAIN
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
DRAIN
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
TVOL
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
TVOL
.00
.00
.00
.00
.00
.00
.00
.00
DDZ DTWT . STOR RUNOFF
.00 .00 .22 .000
.00 .00 .27 .000
.00 .00 .25 .000
.00 .00 1.07 .000
.00 .00 1.07 .000
.00 .00 1.07 .000
.00 .00 1.32 .000
.00 .00 1.31 .000
.00 .00 1.31 .000
.00 .00 1.53 .000
.00 .00 1.76 .000
.00 .00 1.75 .000
.00 .00 1.75 .000
.00 .00 1.73 .000
.00 .00 2.00 2.648
.00 .00 2.00 3.389
.00 .00 2.00 .479
.00 .00 2.00 1.179
.00 .00 1.92 .000
.00 .00 1.81 .000
.00 .00 1.77 .000
.00 .00 1.74 .000
.00 .00 1.60 .000
.00 .00 1.56 .000
.00 .00 1.54 .000
.00 .00 1.42 .000
.00 .00 1.41 .000
.00 .00 2.00 .942
DDZ DTWT STOR RUNOFF
.00 .00 2.00 .944
.00 .00 1.96 .000
.00 .00 2.00 .351
.00 .00 2.00 .497
.00 .00 2.00 .058
.00 .00 2.00 .683
.00 .00 1.80 .000
.00 .00 2.00 1.662
WLOSS SLOPSP VERTSP LATSP TOTALQ
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
2.649 .000 .0000 .0018 .0031
3.391 .000 .0000 .0018 .0031
.480 .000 .0000 .0018 .0031
1.180 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.943 .000 .0000 .0018 .0031
WLOSS SLOPSP VERTSP LATSP TOTALC
.946 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
.352 .000 .0000 .0018 .0031
.498 .000 .0000 .0018 .0031
.060 .000 .0000 .0018 .0031
.684 .000 .0000 .0018 .0031
.001 .000 .0000 .0018 .0031
1.664 .000 .0000 .0018 .0031
9 .00 .01 .01 .13246E-02 .00 .00 .00 1.98 .000 .001 .000 .0000 .0018 .0031
10 .00 .01 .01 .13246E-02 .00 .00 .00 1.97 .000 .001 .000 .0000 .0018 .0031
11 .00 .07 .07 .13246E-02 .00 .00 .00 1.90 .000 .001 .000 .0000 .0018 .0031
12 .00 .11 .11 .13246E-02 .00 .00 .00 1.78 .000 .001 .000 .0000 .0018 .0031
13 .00 .12 .12 .13246E-02 .00 .00 .00 1.67 .000 .001 .000 .0000 .0018 .0031
14 .00 .17 .17 .13246E-02 .00 .00 .00 1.49 .000 .001 .000 .0000 .0018 .0031
15 .00 .17 .17 .13246E-02 .00 .00 .00 1.32 .000 .001 .000 .0000 .0018 .0031
16 .00 .21 .20 .13246E-02 .00 .00 .00 1.12 .000 .001 .000 .0000 .0018 .0031
17 .00 .26 .25 .13246E-02 .00 .00 .00 .86 .000 .001 .000 .0000 .0018 .0031
18 .00 .11 .10 .13246E-02 .00 .00 .00 .75 .000 .001 .000 .0000 .0018 .0031
19 .00 .08 .08 .13246E-02 .00 .00 .00 .67 .000 .001 .000 .0000 .0018 .0031
20 .00 .14 .14 .13246E-02 .00 .00 .00 .53 .000 .001 .000 .0000 .0018 .0031
21 1.52 .17 .16 .13246E-02 .00 .00 .00 1.89 .000 .001 .000 .0000 .0018 .0031
22 .00 .27 .26 .13246E-02 .00 .00 .00 1.62 .000 .001 .000 .0000 .0018 .0031
23 .00 .16 .15 .13246E-02 .00 .00 .00 1.46 .000 .001 .000 .0000 .0018 .0031
24 .00 .12 .11 .13246E-02 .00 .00 .00 1.34 .000 .001 .000 .0000 .0018 .0031
25 .00 .10 .10 .13246E-02 .00 .00 .00 1.24 .000 .001 .000 .0000 .0018 .0031
26 .00 .12 .12 .13246E-02 .00 .00 .00 1.13 .000 .001 .000 .0000 .0018 .0031
27 .00 .16 .16 .13246E-02 .00 .00 .00 .96 .000 .001 .000 .0000 .0018 .0031
28 .00 .14 .14 .13246E-02 .00 .00 .00 .82 .000 .001 .000 .0000 .0018 .0031
29 .00 .10 .10 .13246E-02 .00 .00 .00 .72 .000 .001 .000 .0000 .0018 .0031
30 .00 .16 .15 .13246E-02 .00 .00 .00 .56 .000 .001 .000 .0000 .0018 .0031
31 .00 .12 .11 .13246E-02 .00 .00 .00 .44 .000 .001 .000 .0000 .0018 .0031
1995 4
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .11 .10 .13246E-02 .00 .00 .00 .34 .000 .001 .000 .0000 .0018 .0031
2 .00 .10 .09 .13246E-02 .00 .00 .00 .24 .000 .001 .000 .0000 .0018 .0031
3 .00 .07 .07 .13246E-02 .00 .00 .00 .17 .000 .001 .000 .0000 .0018 .0031
4 .00 .17 .22 .12311E-02 .05 .00 2.73 .00 .000 .001 .000 .0000 .0018 .0030
5 .00 .00 .19 .59510E-03 .24 .00 12.18 .00 .000 .001 .000 .0000 .0017 .0023
6 .00 .00 .12 .95286E-04 .37 .00 18.27 .00 .000 .000 .000 .0000 .0017 .0018
7 .00 .00 .13 .00000E+00 .50 .00 23.92 .00 .000 .000 .000 .0000 .0016 .0016
8 .00 .00 .30 .00000E+00 .80 .00 34.15 .00 .000 .000 .000 .0000 .0016 .0016
9 .00 .00 .37 .00000E+00 1.16 .00 42.72 .00 .000 .000 .000 .0000 .0015 .0015
10 .00 .00 .27 .00000E+00 1.43 .00 47.22 .00 .000 .000 .000 .0000 .0015 .0015
11 .00 .00 .20 .00000E+00- 1.63 .00 50.76 .00 .000 .000 .000 .0000 .0014 .0014
12 .05 .05 .25 .00000E+00 1.83 .00 55.77 .00 .000 .000 .000 .0000 .0014 .0014
13 2.90 2.10 .27 .27596E-03 .00 .00 .00 .79 .000 .000 .000 .0000 .0015 .0018
14 .00 .15 .15 .13246E-02 .00 .00 .00 .64 .000 .001 .000 .0000 .0018 .0031
15 .00 .15 .15 .13246E-02 .00 .00 .00 .49 .000 .001 .000 .0000 .0018 .0031
16 .00 .21 .21 .13246E-02 .00 .00 .00 .27 .000 .001 .000 .0000 .0018 .0031
17 .00 .27 .30 .12719E-02 .03 .00 1.69 .00 .000 .001 .000 .0000 .0018 .0030
18 .00 .00 .28 .56075E-03 .32 .00 15.92 .00 .000 .001 .000 .0000 .0017 .0023
19 .00 .00 .40 .16742E-05 .72 .00 32.04 .00 .000 .000 .000 .0000 .0016 .0016
20 .00 .00 .47 .00000E+00 1.20 .00 43.27 .00 .000 .000 .000 .0000 .0015 .0015
21 .00 .00 .43 .00000E+00 1.63 .00 50.68 .00 .000 .000 .000 .0000 .0015 .0015
22 .00 .00 .38 .00000E+00 2.01 .16 59.01 .00 .000 .000 .000 .0000 .0014 .0014
23 .00 .00 .36 .00000E+00 2.37 .49 64.17 .00 .000 .000 .000 .0000 .0014 .0014
24 .41 .41 .15 .00000E+00 2.11 .00 62.07 .00 .000 .000 .000 .0000 .0013 .0013
25 .10 .10 .05 .00000E+00 2.06 .00 61.12 .00 .000 1000 .000 .0000 .0014 .0014
26 .00 .00 .17 .00000E+00 2.24 .00 64.28 .00 .000 .000 .000 .0000 .0014 .0014
27 .00 .00 .21 .00000E+00 2.45 .01 68.09 .00 .000 .000 .000 .0000 .0013 .0013
28 .00 .00 .31 .00000E+00 2.76 .42 71.74 .00 .000 .000 .000 .0000 .0013 .0013
29 .00 .00 .24 .00000E+00 3.00 .67 74.90 .00 .000 .000 .000 .0000 .0013 .0013
30 .00 .00 .35 .00000E+00 3.36 1.34 77.99 .00 .000 .000 .000 .0000 .0013 .0013
1995 5

DAY RAIN INFIL ET DRAIN
1 .05 .05 .27 .00000E+00
2 2.34 2.34 .16 .00000E+00
3 .00 .00 .20 .00000E+00
4 .00 .00 .26 .00000E+00
5 .00 .00 .32 .00000E+00
6 .00 .00 .28 .00000E+00
7 .00 .00 .28 .00000E+00
8 .00 .00 .26 .00000E+00
9 .00 .00 .34 .00000E+00
10 .91 .91 .36 .00000E+00
11 .00 .00 .54 .00000E+00
12 .10 .10 .33 .00000E+00
13 .10 .10 .30 .00000E+00
14 1.45 1.45 .39 .00000E+00
15 .00 .00 .51 .00000E+00
16 .00 .00 .46 .00000E+00
17 .00 .00 .54 .00000E+00
18 .00 .00 .58 .00000E+00
19 1.65 1.65 .38 .00000E+00
20 .00 .00 .34 .00000E+00
21 .00 .00 .36 .00000E+00
22 .00 .00 .41 .00000E+00
23 .00 .00 .44 .00000E+00
24 .00 .00 .51 .00000E+00
25 .00 .00 .54 .00000E+00
26 .00 .00 .57 .00000E+00
27 1.30 1.30 .28 .00000E+00
28 1.98 1.98 .25 .00000E+00
29 .00 .00 .56 .00000E+00
30 .00 .00 .56 .00000E+00
31 .00 .00 .40 .00000E+00
TVOL
3.58
1.40
1.60
1.86
2.18
2.47
2.74
3.01
3.35
2.79
3.34
3.57
3.76
2.70
3.21
3.67
4.22
4.80
3.53
3.87
4.23
4.64
5.08
5.59
6.12
6.70
5.68
3.96
4.52
5.08
5.49
DDZ DTWT
1.62 80.55
.00 46.72
.00 50.00
.00 56.54
.14 62.55
.34 66.75
.61 70.50
.89 73.88
1.48 77.07
.00 74.44
1.27 78.01
1.58 80.55
1.82 82.83
.00 ^.2.80
1.12 76.43
2.14 79.72
3.44 83.07
4.91 86.26
.00 87.12
.79 89.30
1.65 91.47
2.66 93.71
3.78 95.97
5.13 98.35
6.58 100.79
8.15 103.26
4.90 101.00
.00 94.28
1.54 96.72
3.09 99.14
4.15 101.09
STOR RUNOFF
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
.00 .000
WLOSS SLOPSP VERTSP
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
.000 .000 .0000
LATSP TOTAL
.0012 .0012
.0013 .0013
.0014 .0014
.0014 .0014
.0014 .0014
.0013 .0013
.0013 .0013
.0013 .0013
.0013 .0013
.0013 .0013
.0012 .0012
.0012 .0012
.0012 .0012
.0012 .0012
.0013 .0013
.0012 .0012
.0012 .0012
.0012 .0012
.0012 .0012
.0012 .0012
.0012 .0012
.0011 .0011
.0011 .0011
.0011 .0011
.0011 .0011
.0011 .0011
.0011 .0011
.0011 .0011
.0011 .0011
.0011 .0011
.0011 .0011
1995 6
DAY RAIN
1 .00
2 .00
3 1.93
4 .00
5 .15
6 .58
7 .00
8 .00
9 1.70
10 .00
11 .00
12 .00
13 .00
14 .00
15 .00
16 .00
17 .00
18 .00
19 .00
20 .00
21 .00
22 .00
23 .00
24 .00
25 .00
26 .00
27 .00
28 .00
29 .00
30 .00
1
1995
DAY RAIN
1 .00
2 .00
3 .00
4 .00
5 .00
6 2.36
7 .94
8 .00
9 .00
10 .00
11 .00
12 .23
13 .00
14 .20
15 4.88
16 .00
17 .00
18 .00
19 .86
20 .25
21 .00
22 .00
23 .28
24 .00
25 .00
26 .00
27 .00
28 1.27
29 .13
30 .03
31 .00
1
1995
DAY RAIN
1 .00
2 .10
3 .00
4 .84
5 .00
6 .00
7 .25
8 .00
9 .00
10 .23
11 .25
12 .00
13 .00
14 .00
15 2.92
16 3.43
17 .51
18 1.19
19 .00
20 .00
INFIL
.00
.00
1.93
.00
.15
.58
.00
.00
1.70
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
7
INFIL
.00
.00
.00
.00
.00
2.36
.94
.00
.00
.00
.00
.23
.00
.20
4.88
.00
.00
.00
.86
.25
.00
.00
.28
.00
.00
.00
.00
1.27
.13
.03
.00
8
INFIL
.00
.10
.00
.84
.00
.00
.25
.00
.00
.23
.25
.00
-00
.00
2.92
2.32
.04
.02
.12
.16
ET
.45
.57
.46
.55
.42
.42
.58
.61
.61
.35
.19
.51
.59
.42
.55
.49
.58
.62
.48
.37
.38
.43
.46
.53
.57
.60
.36
.32
.59
.59
ET
.14
.02
.00
.00
.00
.02
.07
.02
.05
.05
.11
.19
.23
.34
.22
.17
.11
.09
.10
.07
.05
.02
.00
.00
.O1
.02
.O1
.03
.00
.00
.03
ET
.06
.07
.04
.O1
.00
.00
.00
.00
.00
.00
.04
.00
.00
.02
.O1
.06
.04
.02
.11
.16
DRAIN TVOL DDZ DTWT
.00000E+00 5.93 5.36 103.13
.00000E+00 6.51 6.96 105.47
.00000E+00 5.04 2.36 101.68
.00000E+00 5.59 3.92 103.89
.00000E+00 5.86 4.61 105.82
.00000E+00 5.70 3.97 106.48
.00000E+00 6.27 5.62 109.02
.00000E+00 6.88 7.39 111.58
.00000E+00 5.79 3.96 109.15
.00000E+00 6.15 4.95 111.02
.00000E+00 6.33 5.41 112.46
.00000E+00 6.85 6.90 114.62
.00000E+00 7.44 8.61 116.99
.00000E+00 7.86 9.82 118.86
.00000E+00 8.40 11.41 121.05
.00000E+00 8.90 12.84 123.09
.00000E+00 9.48 14.54 125.35
.00000E+00 10.10 16.37 127.73
.00000E+00 10.58 17.78 129.68
.00000E+00 10.95 18.83 131.29
.00000E+00 11.34 19.94 132.92
.00000E+00 11.77 21.20 134.69
.00000E+00 12.23 22.55 136.52
.00000E+00 12.77 24.13 138.55
.00000E+00 13.34 25.80 140.66
.00000E+00 13.94 27.58 142.85
.00000E+00 14.29 28.62 144.31
.00000E+00 14.61 29.55 145.66
.00000E+00 15.20 31.30 147.77
.00000E+00 15.79 33.04 149.87
DRAIN TVOL DDZ DTWT
.00000E+00 15.93 33.42 150.66
.00000E+00 15.96 33.44 151.15
.00000E+00 15.96 33.40 151.58
.00000E+00 15.96 33.37 151.97
.00000E+00 15.96 33.33 152.34
.00000E+00 13.62 26.18 145.58
.00000E+00 12.75 23.52 143.29
.00000E+00 12.77 23.54 143.61
.00000E+00 12.82 23.66 143.93
.00000E+00 12.87 23.78 144.26
.00000E+00 12.99 24.10 144.78
.00000E+00 12.95 23.95 144.83
.00000E+00 13.18 24.63 145.70
.00000E+00 13.31 25.01 146.26
.00000E+00 8.66 10.87 132.32
.00000E+00 8.83 11.35 132.99
.00000E+00 8.94 11.67 133.50
.00000E+00 9.03 11.92 133.94
.00000E+00 8.28 9.59 131.80
.00000E+00 8.09 9.00 131.40
.00000E+00 8.14 9.12 131.72
.00000E+00 8.16 9.17 131.94
.000OOE+00 7.89 8.30 131.27
.00000E+00 7.89 8.29 131.44
.00000E+00 7.90 8.29 131.63
.00000E+00 7.93 8.34 131.85
.00000E+00 7.94 8.33 132.03
.00000E+00 6.70 4.55 128.43
.00000E+00 6.57 4.14 128.20
.00000E+00 6.55 4.04 128.28
.00000E+00 6.58 4.12 128.53
DRAIN TVOL DDZ DTWT
.00000E+00 6.64 4.28 128.85
.00000E+00 6.61 4.17 128.91
.00000E+00 6.65 4.25 129.17
.00000E+00 5.83 1.74 126.81
.00000E+00 5.83 1.71 126.95
.00000E+00 5.83 1.69 127.10
.00000E+00 5.58 .90 126.47
.00000E+00 5.58 .88 126.61
.00000E+00 5.58 .86 126.75
.00000E+00 5.35 .16 126.21
.00000E+00 5.15 .00 122.90
.00000E+00 5.15 .00 122.94
.00000E+00 5.15 .00 122.96
.00000E+00 5.17 .04 123.19
.00000E+00 2.26 .00 64.68
.27596E-03 .00 .00 .00
.13246E-02 .00 .00 .00
.13246E-02 .00 .00 .00
.13246E-02 .00 .00 .00
.13246E 02 .00 .00 .00
STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
.00 .000 .000 .000 .0000 .0011 .0011
.00 .000 .000 .000 .0000 .0011 .0011
.00 .000 .000 .000 .0000 .0011 .0011
.00 .000 .000 .000 .0000 .0011 .0011
.00 .000 .000 .000 .0000 .0011 .0011
.00 .000 .000 .000 .0000 -0011 .0011
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 10010 .0010
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALO
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0008 .0008
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0009
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0010 .001C
STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALC
.00 .000 1000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .0005
.00 .000 .000 .000 .0000 .0009 .000:
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0010 .OO1C
.00 .000 .000 .000 .0000 .0010 .0010
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0010 .OO1C
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0010 .001C
.00 .000 .000 .000 .0000 .0011 .0011
1.11 .000 .000 .000 .0000 .0014 .0011
1.58 .000 .001 .000 .0000 .0018 .0031
2.00 .751 .752 .000 .0000 .0018 .0031
1.88 .000 .001 .000 .0000 .0018 .0031
1.72 .000 .001 .000 .0000 .0018 .0031
21 .00 .07 .06
22 .00 .04 .04
23 .00 .20 .20
24 .00 .06 .06
25 .00 .03 .03
26 .00 .17 .17
27 .08 .12 .12
28 1.68 .21 .21
29 .00 .26 .25
30 .00 .26 .25
31 .00 .25 .25
1
1995 9
DAY RAIN INFIL ET
1 1.02 .08 .08
2 .00 .05 .05
3 .41 .02 .O1
4 .51 .O1 .O1
5 .10 .05 .05
6 .79 .12 .12
7 .00 .23 .23
8 1.98 .13 .13
9 .00 .02 .O1
10 .00 .02 .O1
11 .00 .08 .08
12 .00 .13 .12
13 .00 .13 .13
14 .00 .19 .19
15 .00 .18 .18
16 .00 .22 .22
17 .00 .27 .27
18 .00 .11 .11
19 .00 .09 .08
20 .00 .15 .14
21 1.52 .17 .17
22 .00 .28 .27
23 .00 .16 .16
24 .00 .12 .12
25 .00 .10 .10
26 .00 .12 .12
27 .00 .16 .16
28 .00 .14 .14
29 .00 .10 .10
30 .00 .15 .15
1
1995 10
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
DRAIN
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.13246E-02
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
TVOL
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.OD
.00
.00
.00
.00
.OD
.00
.00
.00
.00
.00
.00
.00
.00 .00 1.65 .000
.00 .00 1.61 .000
.00 .00 1.41 .000
.00 .00 1.35 .000
.00 .00 1.32 .000
.DO .00 1.15 .000
.00 .00 1.11 .000
.00 .00 2.00 .571
.00 .00 1.74 .000
.00 .00 1.49 .000
.00 .00 1.23 .000
DDZ DTWT STOR RUNOFF
.00 .00 2.00 .167
.00 .00 1.95 .000
.00 .00 2.00 .342
.00 .00 2.00 .496
.00 .00 2.00 .052
.00 .00 2.00 .668
.00 .00 1.77 .000
.00 .00 2.00 1.619
.00 DO 1.98 .000
.00 .00 1.97 .000
.00 .00 1.89 .000
.00 .00 1.76 .000
.00 .00 1.63 .000
.00 .00 1.44 .000
.00 .00 1.26 .000
.00 .00 1.04 .000
.00 .00 .76 .000
.00 .00 .65 .000
.00 .00 .56 .000
.00 .00 .41 .000
.00 .00 1.76 .000
.00 .00 1.49 .000
.00 .00 1.33 .000
.00 .00 1.21 .000
.00 .00 1.10 .000
.00 .00 .98 .000
.00 .00 .82 .000
.00 .00 .67 .000
.00 .00 .57 .000
.00 .00 .42 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.572 .000
.001 .000
.001 .000
.001 .000
WLOSS SLOPSP
.168 .000
.001 .000
.343 .000
.497 .000
.054 .000
.669 .000
.001 .000
1.621 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
VERTSP LATSP TOTALQ
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
DAY RAIN INFIL ET DRAIN TVOL DDZ DTWT STOR RUNOFF WLOSS SLOPSP VERTSP LATSP TOTALQ
1 .00 .09 .08 .13246E-02 .00 .00 .00 .33 .000 .001 .000 .0000 .0018 .0031
2 .00 .08 .08 .13246E-02 .00 .00 .00 .25 .000 .001 .000 .0000 .0018 .0031
3 .00 .06 .05 .13246E-02 .00 .00 .00 .20 .000 .001 .000 .0000 .0018 .0031
4 .00 .18 .18 .13246E-02 .00 .00 .00 .01 .000 .001 .000 .0000 .0018 .0031
5 .00 .01 .15 .97931E-03 .14 .00 6.86 .00 .000 .001 .000 .0000 .0017 .0027
6 .00 .00 .10 .40229E-03 .23 .00 11.73 .00 .000 1001 .000 .0000 .0017 .0021
7 .00 .00 .10 .10887E-03 .34 .00 16.98 .00 .000 .000 .000 .0000 .0017 .0018
8 .00 .00 .23 .00000E+00 .57 .00 26.92 .00 .000 .000 .000 .0000 .0016 .0016
9 .00 .00 .28 .00000E+00 .86 .00 35.98 .00 .000 .000 .000 .0000 .0016 .0016
10 .00 .00 .21 .00000E+00 1.07 .00 41.15 .00 .000 .000 .000 .0000 .0015 .0015
11 .00 .00 .15 .00000E+00 1.22 .00 43.68 .00 .000 .000 .000 .0000 .0015 .0015
12 .05 .05 .19 .00000E+00 1.36 .00 46.04 .00 .000 .000 .000 .0000 .0015 .0015
13 2.90 1.57 .20 .30892E-03 .00 .00 .00 1.33 .000 .000 .000 .0000 .0015 .0018
14 .00 .12 .11 .13246E-02 .00 .00 .00 1.21 .000 .001 .000 .0000 .0018 .0031
15 .00 .12 .11 .13246E-02 .00 .00 .00 1.10 .000 .001 .000 .0000 .0018 .0031
16 .00 .16 .16 .13246E-02 .00 .00 .00 .93 .000 .001 .000 .0000 .0018 .0031
17 .00 .23 .22 .13246E-02 .00 .00 .00 .71 .000 .001 .000 .0000 .0018 .0031
18 .00 .21 .21 .13246E-02 .00 .00 .00 .50 .000 .001 .000 .0000 .0018 .0031
19 .00 .30 .29 .13246E-02 .00 .00 .00 .20 .000 .001 .000 .0000 .0018 .0031
20 .00 .20 .34 .10553E-02 .15 .00 7.43 .00 .000 .001 .000 .0000 .0017 .0028
21 .00 .00 .31 .26913E-03 .46 .00 22.45 .00 .000 .001 .000 .0000 .0017 .0019
22 .00 .00 .27 .00000E+00 .74 .00 32.45 .00 .000 .000 .000 .0000 .0016 .0016
23 .00 .00 .25 .00000E+00 .99 .00 39.76 .00 .000 .000 .000 .0000 .0015 .0015
24 .41 .41 .11 .00000E+00 .70 .00 31.28 .00 .000 .000 .000 .0000 .0015 .0015
25 .10 .10 .03 .00000E+00 .63 .00 29.01 .00 .000 .000 .000 .0000 .0016 .0016
26 .00 .00 .12 .00000E+00 .75 .00 32.92 .00 .000 .000 .000 .0000 .0016 .0016
27 .00 .00 .15 .00000E+00 .90 .00 37.18 .00 .000 .000 .000 .0000 .0015 .0015
28 .00 .00 .22 .00000E+00 1.12 .00 41.99 .00 .000 .000 .000 .0000 .0015 .0015
29 .00 .00 .17 .00000E+00 1.29 .00 44.77 .00 .000 .000 .000 .0000 .0015 .0015
30 .00 .00 .24 .00000E+00 1.53 .00 48.85 .00 .000 .000 .000 .0000 .0015 .0015
31 .00 .00 .24 ,00000E+00 1.77 .00 54.36 .00 .000 .000 .000 .0000 .0014 .0014
1
1995 11
DAY RAIN INFIL ET DRAIN
1 .05 .05 .15 .00000E+00
2 2.34 1.97 .09 .23185E-03
3 .00 .11 .11 .13246E-02
4 .00 .15 .15 .13246E-02
5 .00 .10 .18 .11662E-02
6 .00 .00 .16 .52925E-03
7 .00 .00 .15 .98389E-04
8 .00 .00 .15 .00000E+00
TVOL
1.88
.00
.00
.00
.O8
.24
.40
.54
DDZ
.00
.00
.00
.00
.00
.00
.00
.00
DTWT STOR I
56.97 .00
.00 .36
.00 .25
.00 .10
4.02 .00
12.07 .00
19.86 .00
25.76 .00
.UNOFF
.000
.000
.000
.000
.000
.000
.000
.000
WLOSS SLOPSP VERTSP
.000 .000 .0000
.000 .000 .0000
.001 .000 .0000
.001 .000 .0000
.001 .000 .0000
.001 .000 .0000
.000 .000 .0000
.000 .000 .0000
LATSP TOTAL(
.0014 .0014
.0015 .0017
.0018 .0031
.0018 .0031
.0018 .0025
.0017 .0022
.0017 .0018
.0016 .0016
9 .00 .00
10 .91 .91
11 .00 .00
12 .10 .10
13 .10 .10
14 1.45 .66
is .00 .27
16 .00 .25
17 .00 .27
18 .00 .00
19 1.65 .53
20 .00 .18
21 .00 .19
22 .00 .21
23 .00 .23
24 .00 .26
25 .00 .04
26 .00 .00
27 1.30 .67
28 1.98 .13
29 .00 .29
30 .00 .29
1
1995 12
DAY RAIN INFIL
1 .00 .17
2 .00 .30
3 1.93 .08
4 .00 .13
5 .15 .13
6 .58 .12
7 .00 .14
8 .00 .13
9 1.70 .14
10 .00 .22
11 .00 .27
12 .00 .19
13 .00 .18
14 .00 .23
15 .00 .25
16 .00 .22
17 .00 .26
18 .00 .19
19 .00 .00
20 .00 .00
21 .00 .00
22 .00 .00
23 .00 .00
24 .00 .00
25 .00 .00
26 .00 .00
27 .00 .00
28 .00 .00
29 .00 .00
30 .00 .00
31 .00 .00
.18 .00000E+00 .73
.20 .21320E-03 .02
.30 .62038E-03 .31
.18 .35236E-05 .39
.16 .00000E+00 .45
.21 .33256E-03 .00
.27 .13246E-02 .00
.24 .13246E-02 .00
.29 .12918E-02 .02
.31 .59533E-03 .33
.20 .35830E-03 .00
.18 .13246E-02 .00
.19 .13246E-02 .00
.21 .13246E-02 .00
.22 .13246E-02 .00
.26 .13246E-02 .00
.27 .81547E-03 .23
.29 .11178E-03 .52
.14 .32896E-03 .00
.13 .13246E-02 .00
.28 .13246E-02 .00
.28 .13246E-02 .00
ET DRAIN TVOL
.16 .13246E-02 .00
.10 .13246E-02 .00
.08 .13246E-02 .00
.13 .13246E-02 .00
.13 .13246E-02 .00
.12 .13246E-02 .00
.14 .13246E-02 .00
.13 .13246E-02 .00
.14 .13246E-02 .00
.21 .13246E-02 .00
.26 .13246E-02 .00
.19 .13246E-02 .00
.17 .13246E-02 .00
.23 .13246E-02 .00
.24 .13246E-02 .00
.22 .13246E-02 .00
.26 .13246E-02 .00
.28 .11575E-02 .09
.22 .40413E-03 .31
.16 .83238E-05 .48
.17 .00000E+00 .65
.19 .00000E+00 .84
.21 .00000E+00 1.05
.24 .00000E+00 1.29
.25 .00000E+00 1.55
.27 .00000E+00 1.82
.16 .00000E+00 1.98
.14 .00000E+00 2.12
.26 .00000E+00 2.39
.26 .00000E+00 2.66
.19 .00000E+00 2.85
.00 32.28 .00 .000
.00 .77 .00 .000
.00 15.69 .00 .000
.00 19.49 .00 .000
.00 21.98 .00 .000
.00 .00 .79 .000
.00 .00 .51 .000
.00 .00 .27 .000
.00 1.09 .00 .000
.00 16.56 .00 .000
.00 .00 1.12 .000
.00 .00 .94 .000
.00 .00 .75 .000
.00 .00 .53 .000
.00 .00 .31 .000
.00 .00 .04 .000
.00 11.64 .00 .000
.00 24.99 .00 .000
.00 .00 .63 .000
.00 .00 2.00 .476
.00 .00 1.71 .000
.00 .00 1.43 .000
DDZ DTWT STOR RUNOFF
.00 .00 1.26 .000
.00 .00 1.16 .000
.00 .00 2.00 1.008
.00 .00 1.87 .000
.00 .00 1.89 .000
.00 .00 2.00 .349
.00 .00 1.86 .000
.00 .00 1.73 .000
.00 .00 2.00 1.290
.00 .00 1.78 .000
.00 .00 1.52 .000
.00 .00 1.32 .000
.00 .00 1.15 .000
.00 .00 .92 .000
.00 .00 .67 .000
.00 .00 .45 .000
.00 .00 .19 .000
.00 4.70 .00 .000
.00 15.59 .00 .000
.00 23.07 .00 .000
.00 29.71 .00 .000
.00 35.55 .00 .000
.00 40.87 .00 .000
.00 44.88 .00 .000
.00 49.14 .00 .000
.00 55.46 .00 .000
.00 59.48 .00 .000
.00 62.26 .00 .000
.14 66.39 .00 .000
.36 70.10 .00 .000
.41 73.32 .00 .000
.000 .000
.000 .000
.001 .000
.000 .000
.000 .000
.000 .000
.001 .000
.001 .000
.001 .000
.001 .000
.000 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.000 .000
.000 .000
.477 .000
.001 .000
.001 .000
WLOSS SLOPSP
.001 .000
.001 .000
1.009 .000
.001 .000
.001 .000
.351 .000
.001 .000
.001 .000
1.291 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.001 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.000 .000
.0000 .0016 .0016
.0000 .0016 .0018
.0000 .0017 .0023
.0000 .0016 .0017
.0000 .0016 .0016
.0000 .0016 .0020
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0030
.0000 .0017 .0023
.0000 .0017 .0020
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0017 .0025
.0000 .0016 .0018
.0000 .0016 .0020
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
VERTSP LATSP TOTALO
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0018 .0031
.0000 .0017 .0029
.0000 .0017 .0021
.0000 .0016 .0017
.0000 .0016 .0016
.0000 .0016 .0016
.0000 .0015 .0015
.0000 .0015 .0015
.0000 .0015 .0015
.0000 .0014 .0014
.0000 .0014 .0014
.0000 .0014 .0014
.0000 .0013 .0013
.0000 .0013 .0013
.0000 .0013 .0013
APPENDIX F
HEC-RAS ANALYSIS
Main Channel
PL S. Storm Discharge Proposed WSEL Exiistia WSEL Backwater
0+00 Bkfl. 66.4 209.04 209.78 -0.74
10 485 210.73 210.75 -0.02
25 555 210.86 210.86 0
50 630 210.99 210.97 0.02
100 700 211.12 211.06 0.06
2+60 Bkfl. 66.4 209.98 210.3 -0.32
10 485 211.67 211.52 0.15
25 555 211.8 211.65 0.15
50 630 211.93 211.77 0.16
100 700 212.05 211.87 0.18
R.S. storm discharge proposed WSEL Existing WSEL Backwater

6+30
Bkfl.
2t 1.4
211.49 ,
-0.09
10 213.06 212.69 0.37
25 213.14 212.82 0.32
50 R 213.22 212.94 0.28
100 213.29 213.05 0.24
7+80 Bkfl. 66.4 211.98 213.52 -1.54
10 yWr 213.64 214.32 -0.68
25 213.75 214.4 -0.65
50 630 213.85 214.48 -0.63
100 700 213.93 214.54 -0.61
South-Central Channel
R.S. Storm Discharge Proposed WSEL Existing WSEL Backwater
9+07 Bkfl. 48 214.01 214.64 -0.63
10 325 215.64 215.69 -0.05
25 370 215.7 215.78 -0.08
50 420 215.76 215.88 -0.12
100 465 215.81 215.96 -0.15
R.S. storm discharge roosed WSEL Existin WSEL Backwater
9+70 Bkfl. 48 214.47 214.78 -0.31
10 325 215.85 215.81 0.04
25 370 215.93 215.9 0.03
50 420 216.01 215.99 0.02
100 465 216.08 216.07 0.01
South Trib. Channel
R.S. Storm Discharge Proposed WSEL Existing WSEL Backwater
10+71 Bkfl. 22.9 215.2 216.41 -1.21
10 128 216.32 216.94 -0.62
25 145 216.41 217 -0.59
50 165 216.49 217.05 -0.56
100 185 216.57 217.1 -0.53
12+91 Bkfl. 22.9 216.35 217.41 -1.06
10 128 217.09 218.28 -1.19
25 145 217.16 218.35 -1.19
50 165 217.24 218.43 -1.19
100 185 21732 218.52 1.2
R.S. storm discharge proposed WSEL Existin WSEL Backwater
15+26 Bkfl. 22.9 220.45 219.44 1.01
10 128 221.57 220.67 0.9
25 145 221.65 220.79 0.86
50 165 221.73 220.91 0.82
100 185 221.81 221.01 0.8
18+10 Bkfl. 22.9 226.2 226.86 -0.66
10 128 227.33 227.28 0.05
25
E 145 227.4 227.32 0.08
50 165 227.47 227.36 0.11
100 185 227.51 227.4 0.11
Central Trib. Channel
RS. Storm Discharge Prosed WSEL Eidstin WSEL Backwater
0+95 Bkfl. 34.9 215.14 216.82 -1.68
10 225 21632 217.13 -0.81
25 260 216.4 217.18 -0.78
50 290 216.49 217.22 -0.73
100 325 21656 217.26 -0.7
2+70 Bkfl. 34.9 216.75 218.35 -1.6
10 225 218.1 219.24 -1.14
25 260 218.14 219.33 -1.19
50 290 218.19 219.4 -1.21
100 325 218.23 219.48 -1.25
R.S. storm discharge roosed WSEL Existin WSEL Backwater
5+08 Bkfl. 34.9 221.23 224.43 -3.2
10 225 222.71 224.9 -2.19
25 260 222.8 224.96 -2.16
50 290 222.9 225.01 .2.11
100 325 222.97 225.05 -2.08
North Trib. Channel
R.S. Storm Discharge Proposed WSEL Existing WSEL Backwater
1+20 Bkfl. 26.8 213.14 215.19 -2.05
10 145 214.44 215.87 -1.43
25 165 214.48 215.96 -1.48
50 190 214.53 216.05 -1.52
100 210 214.56 216.13 -1.57
3+50 Bkfl. 26.8 216.03 216.74 -0.71
l0 145 216.95 217.03 -0.08
25 165 217.01 217.06 -0.05
50 190 217.05 217.12 -0.07
100 210 217.09 217.14 -0.05
R.S. storm discharge Proposed WSEL Existin WSEL Backwater
5+05 Bkfl. 26.8 218.34 218.51 -0.17
10 145 219.54 219.39 0.15
25 165 219.61 219.43 0.18
50 190 219.69 219.49 0.2
100 210 219.73 219.53 0.2
Note: The pond water surface was recorded at an elevation of 219.95 ft.
Backwater effects calculated below the pond elevation are to be neglected.
m m ? ? ? m ? ? ? ? ?, ? ? ? ? ? ? ?
\ \ \\\ \ \\\\\\\\ \\\ \\? \\ /' J I l I III IIII 1\il?\r\ !//l,/, 11
III IIII IIII\"\ ? 1 \ \ ` \ \ \ \ \?__? i/ //// // / /
IIrIIII \\1\ \\\\ \\\\ \ --- / / / / I I I IIII 1111 11 \ 1\/l \ 1\ \ \ `' \\ \ \ \-_'' ?i/'/?' ! / +? I
lllilllllill I r 1\\\,\\ \\\\\\?\\\ \\ , / / // / I I I Illl?llllll \ 1 ?1 \\ \\1 \\ \ 1 I 1 \ ?\ \ ?%ii, , / /?,!
111111 '// \ \\ \\\\\ ?\ \\\ \ \ \ \?? `-?/ / r% / / I///// //// I ?!\_ ,
\\\ \\\\\? \ \ / / ' ! l//1!111 l \ \\l\ \//1111 \
\ \ \ \ \/?^ / `
1Iii1\1111IIIi,
I\\ \ \\\\ \?. \ ? ( / II/1111 /II I /r/? J\ \ \ , \ . ?_.-- J//? ,
I ) \ \\\\. \\\\ \ \ / ! 1 1 I 111 / ((? ,\\ 1 \ ,1 1 \ \ \ - / 11
III \\ \\ ? / / / / III ! //) \ -
' I!il ill'I \\`\\\?\\\\\\\\\ \\ ? ? I l l 1I111111111I/ /^ /11r \ \ ?}1,1 \`- - ?*^? _'---' ? J) \
' ! 1 \\\ \\\ \\\ \ \\\ IIII / I \ 1 ? - 'ice- _= _ ??/1 \
/l lrll /'?\\\\?\\\\ \\\\\\\\\ \\ ?•? / / / / Illigll;i ll\ \ ,. IIl1`\? \ \ 1,1\\ \ ?_ ???= ?????-'/! •
////// / it \ ? \\\ \?\\ \\ \\ \ \ ?/ / / /III II\\ \ ! I I 11 I \ \ \ 1 1 \? //,? ? /rj,-ii
/: \\ \ \ \?' / III ) J \ II _ _?/, _? \_^\` ? \
/,, //,'/i / \,•\\ \\\ \\\\?•1\ \ /?/' I IIII 1j,1/ 1,11 r /, , 11 ,I?\\ / , .?i!/? i'ce'\_? ;,i^--?) ? \ ''ii
,,,,,/ ? \\ \\\ \\ /1 \ ? I 111 \ \\l ((/ rr ?- ? / r I J/ - .; ( , J , •.
/??/..\ _._ ?\ \? ??\\\\\\\\? \\\\\`--'?////% / ////'Il/?Illllll?ll f•?a \ r\ \ \\ \\.,?/?/,, /?'/ ? \) Ij /' ?',' ' ?I ?\_
1 \ 'i I it\?llll)/;/r•?--r \ \\\\\\ \ \ \l,// /,/// If \ 1 // \ 1111\I,ii?lI.rl/// !
, , 11111\I/1 \ \ 11 \\ \ \ / I !! // ?il 1 I ' / // / ! , 1'.\1'1 Il It 'rr/
..-
// ?:-
''i '--
I
I \ \\\ \ / !I 1 / l I ! I li
/ 1 1 1
lilljll (, -
?11 (+ r\ \ \\\\\ \\\ \\ ?! -,1 //I\?? I I+OI r11 II?Ilit
1 111 \ \ \ / / I /
11
!(( ii 1'i I II '( I il'lll rli ( ,
?' 1Il/ i I I I 111,,1 -\ \ \\\\? ??? 1 , // / I ,/ I I1 I / I !, lrl. r' I l 1 /
/ / ? ( I \ \ \ \ \?/' / / ? \ I I I I I l I I ? (/ i ? I I f 1 1 l l' . III ? --
'i
`? 1 \ 1 \_` ?? , \ \ / , /I Ill ,1(1 111\ 1\ \ _
1 \'1!,?? .. \ ??\`???\\ --- \) awl \\ ?'%'I ! /1'111/ !1? '!?i I1,?}:\\\\\\\\??\\? I?'.\\ \ ? ,
/ / I ! ! ' 1` \ 1 }1 \ \ \ \?\\`?\?•?\ \ - \ \ ? \ \ _ ?\-__ I 1\ \ ? //? / III11 ' r l ' `\\\,.:?\\\\.\.\4\\\ , 11
/ ' ! ? I ? ? \ \ \. \? \ \ \\ \ \ \ \ - ?\ \ ? \ \ ` \\ \\ , - _ _ / i / )\ ?\\ !//l ;/\ 1 111j !\ 1 I ! I I I I I I I! I I? I ? I 1 i
l I I ! \? \ \ \ \\\\ \ \??_ \? \\ \ ` \ \? \ / ( / \\? //?/, 1 !Il 111,1! /1'111 li!I i\\; 11
\\\\ \ \\ ? \\ ? \\\ ?\\;?\?.?\\\`\\\ \ \ U'_
\\ \ \ \ ??\\\\\? \=`_\?\\\\\\\\ \/ \\ l 1r6/0I?i!,i
\\ ` ! /' ` \ \ \\ \\ \?\\\\ \\ \,\\\\\\\ \ \ A 1 IIII'' /I I 1'111111 111 I III
! \ \ \ \ \ \ ?1 \ ? II 1?„/ 1, III i r I ,
,' // / / ? \ \ ?\ \ 1 1 I 11,111 ,,'? ------ I ! ? IIII 1 I ?f ? / /,//,//I I !Ill,, 1111 I I ! ? I I
/?i,
/ / / / \ \ \\ \ \ \ 11,1 I I I - \ II I it
\ \ \ \ I I I IIP/ Itilt 11' l
/ / 111 / 1 //111r1? II 11 I I
/ - --??„? \ \\ \I I I 11!1 IIII 1 I I1 ,/ /1 l / l
/ / 11 \ ' I I I ? „? ? I , lI / /? /i/ I/ \I1 I it
/ / / / \ I I ? 11 / / ?/ 1111 ll, lI I i 1
I
Ir' //r f l
! / , , \ 1 1 I1 ,11/ /( II III! l I I n !1111 /l!r l ('!p!I !I i?, I 1 1 1 \ \('
,Ir
11111 II, Il I I ,
-' / . ! - - . 1 \ \\\\\ 11 1 1 1 1 11 ; IIII III , \ \ \ `.
' (/ I ?- ? 1 > //!(?'//\?(I,\\'111 1\',•\,\ \?
/ / __?\ \\?\\ 1 , , /ll?lil
\ \? !?
l 1 1 1 1 \ / / _?-'\`I ?\ I\ \1\??\\??\ li1111, l)Q 1 I 1 l \ \\\ \\ \` \\. ;..\\
Il!1 11111111,/ G \? \\\ \ \ \I\\\\ \1 \ 11 ,
"?4 / ( I 1 ! I '/ \\ \ 1?''IIII\\\1 1 \ `,l,l\,\ \ ? 1 f_`,11 \ 'I ,','?.
\ `. \ \ 1 \ \ , 1 11 1 \ \ - - -' _ _ _ -' O,? / l ? / I i'i ' - _ 111, I? I\\\ `\\ \\ \I 1 l,? 1 \\ \1 1 \ I, 1 I\ Ci \ \ \I •,
\ \ \ \ \ \ 'vim , 1 \ I ! / ? / / ' I \ 1\\\\\ \ C \ \ \\ \ \\\` 1 I
1 ,\ ,,\\? \ \ \ ? \\ \ I , 1 \ II /I/ / / / / / / J+? \ \ i \\\ \ \ .?\\?\\\?\\ \\1;11
\\ \ \\'`.. \ ?\` ?\ \ I ? `• r\ , I `\? it ?l//' / / / l / \ l \ \ \ \\\\\ \ \ \\\\ ? \ \\?\ \ 1
\ \ \ \ \ I I? II // / / / \ \ \\\\ \ \? 1 . \?rr\\ 1'\\
`\\\\ \\ \\ ? \\ \\ \ , ? I 11 , , 1 , I Il?rlll ? ? ? ? , ? /' ', 1 ? \I \`;\? \ \\ 1 I 1 1 ,' /i 1 I ' ' 1 , 1 `,\,?\
\ \ \ 1 \ ? \ \ ?` \?\ \ 1 I ? ! 1 Irlrlrl? ' ? I I ? 1 \\? \ I I 1 Il \ Ilr/
\ \ I \\\ \ 11 ', '1 1 \\ \ 1 1, I 1 1 1 Il,'/%l // // / ?r/\` I // I II I I \\\\\I ! I i , \ I I1, 1 ? 11 ,
' '? '-11 \` \\ \ I ? I 1_ \ 111 1 1 ? / ! Ir 1r/l / / , ' `\\I / I 1 1 1 1 III I I 1 \ \ III 1 I ,
? ('?' 1 1 \ \ , -, I !I, } l I ll ?l!a l l ` / I 1 1 II II I` \\ 1 I' I I I II
! \ \ \ 1 1 1 1 1 ? I'mll ( ? \ I I I 1 \ \ \ i1 1 i 1 , ! \ \
, 1 \?\ \ 1 11 I 1 III I I 1 I?,11!I l l / , \ \ 1 I 1 1 1 1 1\ \ I i\\ ?
\ , 1 1 ? I I I 1 I II ll c' , l ? \ , ' I , I,?,I ! ? \ \ I , \ \•\ ,\\\
?? ,`.\\ \ , I 1 I ! it
lll / l / / i ?I \n 1 / l (!/lI? ! i I , \ 1 ! \
I till
+\
p 1 I ? ( I IlI ! I ? 1 1 I I ? i I
\ ??? I ? ? _\ \ ? 1\1 ,1111 I 11111 I/ / / / / ' I I 1 / 1, !' 1 I ' I i I 1 I
\ \`J f -\`1,1\1.111)1 1 I ?I?II;II / / / f !Jr- I ' i / ;(Ili 1 , i I 1 I e?
?\ \ \ ? / /' I;I,II?\111 1f1111 I/ 1 i I r \ °? I I ' I I I ! 11`\' 1 ( I 1 ? , , I
\ \ \ \ \ / /' /' - /! 1 I I l O 1 I I III??I / / / 1 \ 1 I 1 I I i , \\\, / 'i I
It
\ \, \ /Ill,ljl , 11111111, I / 1 - 1 I I ,?\,, / ' i ' I I
\ I.
? / / / ! ! I I I ' \\ 1 / I I I
(111111!1/ / // / \ I I ' I \ \\\1 / / 1 I I I I
\ \ \ \ \ ? ?,, ?'/III 1 / lI l !?ll/1111 ' , / ,' _ I / , I \ \ / , I ! 1 !
\ \ \ 1 l f / T f ? ? i / ? ?? / / /??Il ?/l (/ / / 'l ( ? l / i I / (l I 1 1 Q\\\ / , I I , 1 l I i
//// 1111/I f / /\ / / / / I I I?\\\\( / I
1 \ 1/\ I 1 I// ?- ",z
! I 1 / N 1 r , / , l / I
If /+^ / / / ! / / / 111(/ ??1\`\\\\ \
- - - - - - - - - - - -
00000,
NEC.RAS Plan: -I fim

C
G

L

I

i
Rive

i-
CentrelTnb. i
Central Tdb
CentraiTrib,.,__ ?
C?'

entral Trib -
Ce*alT6b.
irerSta._

95 __.
095_
,
- ts.90

25.00
260.00
Mi1215.50

15.50
215.50
WE, Eley
{ 16.82

217.13
217.18

Crlt 18.82

217.13
217.18

17.36
217.43

E.G. LlopeL
0.008188

0.020057
0.020029

X36.

6.38
6.54

.- 2e
4.82
64.29
70.42

op':Vpfdih
125.03
125.09
125.10

mude'iChl
0.61
1.00
1.01
Central Trio ..
Cerdrai Trib Central Tdb.
Central Tdb. ,.
.
095_,_.,
095 290.00
325.00 215.50
215.50 217.22
217.26 21722
217.26 217.49
217.55 0.020144
0.020498 6.69
6.88 75.24
80.33 125.11
125.11 1.02
1.03
Centre TNb. C:Bntral Trip.
?? - 270-? 34.90 217.00 218.35 218.47 0.009858 3.77 15.91 44.45 0.67
Chatbal Trill
Certbai Tnb --
I-Central Trib,
Central Tnb. Central Tnb
CenbV TrBi___
Central Tnb
Central Trib - ? _ 270
270 V ?..
270
270 _~ - 225.00
260.00
290.00
325.00 217.00
217.00
217.00
217.00 219.24
219.33
219.40
219.48 218.97
219.05
21913
219.20 219.43
219.54
219.62
219.72 0.007746
0.008002
0.008165
0.008270 5.15
5.40
5.59
5.77 69.63
76.81
82.87
90.00 78.79
83.00
86.40
90.23 0.66
0.68
0.69
0.70
Central. T7tb_ ... CCntref Trib....._.. 508..._._......... 34.90 223.00 224.43 224.43 224.55 0.007768 3.68 19.65 73.55 0.60
Ga1?NhalT-?
Cereal Trio. Central Trib
Central Trib 50_8
5W 225.00
260.00 223.00
223.00 224.90
224.96 224.90
224.96 225.16
225.24 0.016244
0.016525 6.66
6.88 62.95
69.37 104.86
107.87 0.91
0.93
Centrai Tnb
CalibaT?Po Cenral Tnb._
Central Ta. 506
508 ??- 290.00
325.00 223.00
223.00 225.01
225.05 225.01
225.05 225.30
225.37 0.016732
0.017192 7.05
7.27 74.62
79.90 110.18
111.69 0.94
0.95
South Trib ? South Ta - 1077 22.90 215.00 216.47 216.41 216.55 0.008513 3.64 10.72 3627 0.63
ipf Tdb
SOUK T)ib. South Trio_
South Thb 1071
1071 ?..._.. 128.00
145.00 215.00
215.00 216.94
217.00 216.94
217.00 217.19
21725 0.013573
0.013300 6.06
6.16 39.42
43.90 71.08
74.95 0.85
0.85
South Tnb. _
South Tdb. ? South Trib.. _
FOUth T b 1077._._..,..
1071 165.00
185.00 215.00
215.00 217.05
217.10 217.05
217.10 217.31
217.37 0.013163
0.013598 6.26
6.48 46.10
51.36 75.32
75.54 0.85
0.87
South Trtbi
Soutiltrb
!!tt Tdb.
Swrth Trib _ .a s"h ilib I{T
South Tdb. -
South Tnb
South Tnb -122991
1281 _
1291
1291 22.90
128.00
145.00
165.00 215.80
215.80
215.80
215.80 217.41
218.28
218.35
218.43 217.45
218.36
218.44
218.53 0.002341
0.002755
0.002853
0.002971 2.15
3.33
3.47
3.63 17.78
61.92
66.71
71.94 37.34
61.54
62.81
64.17 0.34
0.40
0.41
0.43
South Tnb .. l South TTrib _...... 1291 185.00 215.80 218.52 218.62 0.003032 3.75 77.35 65.55 0.43
Sbvu t 8 ?
Sovth Tnb - 1526 22.90 218.00 219.44 21944 219.79 0.014830 4.91 5.44 9.31 0.84
SOUklTrlb
South Tnb South Td_b.
South Tdb 1526
1526 126.00
145.00 218.00
218.00 220.67
220.79 220.67
220.79 221.22
221.35 0.012082
0.011879 7.39
7.58 25.94
28.92 24.05
25.50 0.86
0.88
South ttib _
South Trib. South Trib
Smith Trio .. 1526
1528 T 165.00
185.00 218.00
218.00 220.91
221.01 220.91
221.01 221.49
221.63 0.011936
0.012150 7.85
8.14 32.05
34.91 26.93
28.21 0.87
0.88
Sank Trib. -..
Sw1tl7TrW -_..
SotNn Trftt _?___?
South TnO.
South Tnb.
Main charxtel _ Sou07 Trfb.
South Tdb
South Tnb y _
South Trio.
South Trib.
MaindwmN 181 d
1810
1810 _
1610
1810
000
_ .....?. 22.90
128.00
145.00
165.00
185.00
66.40 225.50
225.50
225.50
225.50
225.50
208.00 226.86
227.28
227.32
227.36
227.40
209.78 226.86
227.28
227.32
227.36
227.40
209.59 226.99
227.52
227.58
227.64
227.71
209.82 0.008460
0.014564
0.015318
0.016714
0.017430
0.003507 3.53
5.86
6.12
6.50
6.76
2.87 12.08
38.77
41.46
43.92
46.75
48.64 48.51
68.79
69.31
69.78
70.32
114.94 0.63
0.87
0.90
0.94
0.96
0.43
Main clanriel _
Main d ahxnel M*n dYnnel
maimdwk* _ 000
000 - 485.00
555.00 208.00
208.00 210.75
210.86 210.25
210.31 210.85
210.97 0.003504
0.003501 4.07
4.19 196.98
215.53 170.39
173.76 0.47
0.47
Main charnM
Main the net Maindtahnel _
Main channel 000
0110 ? - 630.00
700.00 208.00
208.00 210.97
211.06 210.37
210.43 211.08
211.19 0.003502
0.003506 4.31
4.42 234.52
251.57 177.13
180.11 0.47
0.48
Maktdranl>el Maindhemel 280 ____ 68.40 208.20 210.30 208.86 210.32 0.001204 1.84 63.74 96.55 0.25
Main channel
Main channel Main channel -
Mai tlwatel
? 260
260. w.. 485.00
555.00 208.20
208.20 211.52
211.65 211.61
211.74 0.002436
0.002518 3.77
3.94 219.85
241.70 172.43
183.12 0.39
0.40
Main channel
Main chaghel. Maindhemel
.'.
Main dwnel :. 280
260
T 630.00
700.00 208.20
208.20 211.77
211.87 211.86
211.98 0.002584
0.002830 4.10
4.23 264.59
285.58 193.69
202.90 0.41
0.41
Mahi dhatnel
? main channel 630 66.40 210.00 211.49 211.49 211.64 0.013057 4.74 27.04 76.37 0.79
Main channel Mein diasneiM 630 485.00 210.00 212.69 212.82 0.004520 4.55 175.92 156.34 0.53
Main channel Main channel 630 555.00 210.00 212.82 212.95 0.004345 4.62 196.07 162.02 0.52
Main channel Maui charnel 630.00 210.01) 212.94 213.08 0.004221 4.70 216.57 167.59 0.52
Main channel Maki dhainei 830 700.00 210.00 213.05 213.19 0.004141 4.79 234.86 172.42 0.52

Main dhaaiel . Main channel _ 780_ 66.40 212.00 213.52 213.72 0.014629 5.12 24.38 66.84 0.84
Meindomef,--. .Mein00-_ . 780_ 485.00 212.00 214.32 214.32 214.71 0.017554 7.99 105.65 124.65 1.01
Main channel Maincharrlel 780 555.00 272.00 214.40 214.40 214.62 0.017742 8.25 115,60 127.60 1.02
Mainchannel MGndhatwW 780 _
^ 630.00 212.00 214.48 214.48 214.93 0.018164 8.55 125.21 130.40 1.04
Main channel Main c ww*l 780 700.00 212.00 214.54 214.54 215.02 0.018792 8.86 133.14 132.66 1.06

Main channel South-central
- 907 ..
_ 48.00 212.85 214.64 214.55 214.77 0.006624 3.96 21.41 43.96 0.59
Mein: channel central
-oa 907
__ 325.00 212.85 215.69 215.46 215.85 0.006104 5.51 118.09 139.53 0.62
Mali) channel Soutlt•central 907 370.00 212.85 215.78 215.54 215.94 0.005898 5.55 131.81 145.40 0.61
Main diamel ` South-central 907 420.00 212.85 215.88 215.59 216.04 0.005683 5.59 146.08 149.64 0.60
Mainchannel
- South-central .907 465.00 212.85 215.96 215.65 216.13 0.005413 5.56 158.36 150.22 0.59
Main channel
.
Main channel
Main channel
Main channel
Main channel Souac4er*al?
South-central
South-central
South-central
South central 927
927 _
927
927
927 48.00
325.00
370.00
420.00
465.00 213.00
213.00
213.00
213.00
213.00 214.78
215.81
215.90
215.99
216.07 214.92
215.98
216.07
216.17
216.24 0.007019
0.006566
0.006395
0.006287
0.006070 4.05
5.66
5.73
5.62
5.83 20.88
115.18
128.19
141.69
153.15 43.34
138.68
144.23
149.78
150.81 0.60
0.64
0.64
0.63
0.63

North Tnb. North Trib. 120 26.80 214.00 215.19 215.18 215.27 0.009505 3.28 17.42 84.39 0.64

icr_0A0 01-

r

n

k

Riveef--- Reacts River Sin ClTufel MIn LEI- VY.S.Elev Ctitv.,& E.G.Eiev -E:GSlope VelChni Flow Area .
Ta vWesid,. _FYRUdt # hl
?....•?

Nprth Tnb -? j
ttorOr T11D?
420
145.00
214.00
215.87
215.92 (W t -
0.002877 ' . (1Vs}
2.71 (sg fl}
86.66 tt
118.69
0.39
Worth Trib North TAD - 12
20
185.00
214.00
215.96
216.01
0.002656
2.71
97.67
123.17
0.38
Nortlt7Yib? NeMtTnD 120 190.00 214.00 216.05 216.10 0.002538 2.75 108.86 125.66 0.37
_
NorthTAb North Tnb 210.00 214.00 216.13 216.18 0.002334 2.72 119.16 126.49 0.36
_--
_ .._._ _
NoAh 7Yib
N0 MTtib.
350
26.80
215.50
216.74
216.77
0.004781
2.42
22.58
88.17
0.46
NorthTtib ? NorthUb 350 145.00 215.50 217.03 216.96 217.19 0.013373 4.92 49.60 95.68 0.81
NaM 7nD North Ttffi 390 165.00 215.50 217.06 217.00 217.24 0.014276 5.18 52.81 96.35 0.84
Nbnh 7nb NorOi Trib. 350 190.00 215.50 217.12 217.05 217.31 0.014266 5.33 57-88 97.41 0.84
NOr1h Tnb North Trib. 350 . 210.00 215.50 217.14 217.09 217.36 0.015501 5.62 60.12 97.87 0.88
_
iio bTrib ._ NorthTrib
- 26.80 217.00 218.51 218.51 218.75 0.011132 4.43 8.82 20.90 0.73
No Dl T ib Nu9t Tr b 505 145.00 217.00 219.39 219.39 219.65 0.009605 6.05 47.10 74.05 0.75
NDrih Trib -0711b.-
7rib
505
165.00
217.00
219.43
219.43
219.72
0.010899
6.51
49.38
74.34
0.80
North7ib. North TYtb. 505 190.00 217.00 219.49 219.49 219.79 0.011025 8.69 54.32 74.97 0.81
North TAD North Trfb 505 210.00 217.00 219.53 219.53 219.85 0.011386 6.89 57.58 75.38 0.83
I
' HEC-RAS Vera ion 3.0.1 Mar 2001
U.B. Army Corp of Engineers
Hydrologic Engineering Center
609 Bacond Street, Suite D
Davis, California 95616-4687
[phone]
X X XXX)= XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXX)= XXXX X X X X XXXXX
PROJECT DATA
Project Title: Marks Creek, Proposed design
Project File : m creek_prop.prj
Run Date and Time: 9/27/01 5:58:49 PM
' Project in English units
PLAN DATA
Plan Title: existing condition
' Plan File g:\71000138\8ydro\hecras\m creek_prop.p01
Geometry Title: existing layout
Geometry File g:\71000138\Hydro\hecras\m_creek_prop.903
Flow Title proposed discharge
Plow File g:\71000138\Hydro\hecras\m creek_prop.f01
Plan Summary Information:
Number of: Cross Sections = 16 Mulitple openings = 0
Culverts = 0 Inline Weirs = 0
Bridges = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculaton tolerance = 0.01
Maximum number of interations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
computation options
critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Priction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
'
PLOW DATA
Flow Title: proposed discharge
Flow File : g:\71000138\Hydro\hecras\m_creek_prop.f01
Flow Data (cfs)
River Reach RE bankfull 10 yr 25 yr 50 yr 100 yr
Central Trib. Central Trib. 508 34.9 225 260 290 325
South Trib. South Trib. 1810 22.9
Main channel South-central 927 48
Main channel Main channel 780 66
4 128 145 165 185
325 370 420 465
48
.
North Trib. North Trib. 505 26.8 5 555 630 700
145 165 190 210
Boundary Conditions
' River Reach Profile Upstre am Downstream
Central Trib. Central Trib. bankfull Crit ical
Main channel Main channel bankfull Normal S = .0035
North Trib. North Trib. bank£ull Crit ical

GEOMETRY DATA
Geometry Title: existing layout
Geometzy File : g:\71000138\Hydro\hecras\m_cxeek_prop.903
' Reach Connection Table
River Reach Upstream Boundary Downstream Boundary
Central Trib. Central Trib. 981
South Trib. South Trib. 981
' Main channel South-central 981 803
Main channel main channel 803
North Trib. North Trib. 803
' JUNCTION INFORMATION

I

I

I
Name: 803
Description: North Trib. and South-Central confluence
Energy computation Method
Length across Junction Tributary
River Reach River Reach Length Angle
Main channel South-central to Main channel main channel 104
North Trib. North Trib. to Main channel Main channel 120
Name: 981
Description: South Trib. and Central Trib. Confluence
Energy computation method
Length across Junction Tributary
River Reach River Reach Length Angle
Central Trib. Central Trib. to Main channel South-central 95
South Trib. South Trib. to main channel South-central 90 0
CROSS SECTION RIVER: Central Trib.
REACH: Central Trib. RS: 508
INPUT
Description:
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
900 229.18 901.02 225.97 925 225 940 224.5 998 224
999 223 1000 223 1001 223 1002 224 1025 224.5
1035 225 1070 230
Manning's n Values num. 3
Sta n Val Sta n Val Sta n Val
900 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 238 238 238 .1 .3
CROSS SECTION RIVER: Central Trib.
REACH: Central Trib. RE: 270
INPUT
Description:
Station Elevation Data num- 11
Sta Elev St. Elev Sta Elev Sta Elev St. Elev
900 225 945 220 970 218 998 218 999.5 217
1000 217 1000.5 217 1002 218 1025 219 1060 220
1110 225
Manning's n values num. 3
Sta n Val Sta n Val Sta n Val
900 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Coatr. Expan.
998 1002 175 175 175 .1 .3
CROSS SECTION RIVER: Central Trib.
REACH: Central Trib. RS: 095
INPUT
Description:
Station Elevation Data num: 9
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
884.78 221.68 885 216.8 998 216.5 999.5 215.5 1000 215.5
1000.5 215.5 1002 216.5 1010 216.6 1010.76 222.06
Manning's n Values num- 3
Sta n Val Sta n Val Sta n Val
884.78 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 0 0 0 .1 .3
CROSS SECTION RIVER: South Trib.
REACH: South Trib. RS: 1810
INPUT
Description:
Station Elevation Data num. 9
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
955 230 975 227 998 226.5 999.5 225.5 1000 225.5
1000.5 225.5 1002 226.5 1040 227 1060 230
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
955 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 284 284 284 .1 .3
CROSS SECTION RIVER: South Trib.
REACH: South Trib. RS: 1526
INPUT
Description:
Station Elevation Data num= 8
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
990 221 998 219 999.5 218 1000 218 1000.5 218
1002 219 1018 221 1032 222
Maaning's n Values num= 3
Sta n Val Sta n Val Sta n Val
990 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

I

998 1002 235 235 235 .1 .3
CROSS SECTION RIVER: South Trib.
REACH: South Trib. RS: 1291
INPUT
Description:
Station Elevation Data aum= 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
970 220 988 218 998 216.8 999.5 215.8 1000 215.8
1000.5 215.8 1002 216.8 1020 217 1045 218 1060 220
Manning's n values num= 3
Sta n Val Sta n Val Sta n Val
970 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 220 220 220 .1 .3
CROSS SECTION RIVER: South Trib.
REACH: South Trib. RS: 1071
INPUT
Description:
Station Elevation Data aum= 9
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
989.56 221.68 990 216.5 998 216 999.5 215 1000 215
1000.5 215 1002 216 1065 217 1080 220
Manning's n values num. 3
Sta n Val Sta n Val Sta n Val
989.56 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 0 0 0 .1 .3
CROSS SECTION RIVER: Main channel
REACH: South-central R5: 927
INPUT
Description:
Station Elevation Data num= 11
Std Elev Sta Elev Sta Elev Sta Elev Sta Elev
938.36 219.29 940 215 980 215.5 998 214 999.5 213
1000 213 1000.5 213 1002 214 1060 215.5 1090 216
1108.48 219.06
Manning's n Values num- 3
Sta n Val Sta n Val Sta n Val
938.36 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 20 20 20 .1 .3
CROSS SECTION RIVER: Main channel
REACH: South-central RS: 907
INPUT
Description:
Station Elevation Data num- 11
Std Elev Sta Elev Sta Elev Ste Elev Sta Elev
936.12 220.34 941.52 214.89 980 215.35 998 213.85 999.5 212.85
1000 212.85 1000.5 212.85 1002 213.85 1060 215.35 1090 215.85
1120 220.85
Manning's n values num= 3
Ste n Val Sta n Val Sta n Val
936.12 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 0 0 D .1 .3
CROSS SECTION RIVER: Main channel
REACH: Main channel RS: 780
INPUT
Description:
Station Elevation Data num= 10
Sts Elev St. Elev Sta Elev Sta Elev Sta Elev
855 216 880 215 910 214 998 213 999.5 212
1000 212 1000.5 212 1002 213 1015 213 1030 215
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
855 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 150 150 150 .1 .3
CROSS SECTION RIVER: Main channel
REACH: Main channel RS: 630
INPUT
Description:
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
830 216 850 215 923 212 998 211 999.5 210
1000 210 1000.5 210 1002 211 1030 211.1 1110 215
1145 217
Manaing's n Values num= 3
Sta n Val Sta n Val Ste n Val
830 .04 998 .035 1002 .04

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 370 370 370 .1 .3
CROSS SECTION RIVER: Main channel
REACH: Main channel RS: 260
INPUT
Description:
Station Elevation Data num. 11
Sta Elev Ste Elev Sta Elev Sea Elev Sta Elev
785 215 860 212 930 211 970 209.5 998 209.2
999.5 208.2 1000 208.2 1000.5 208.2 1002 209.5 1040 210
1125 215
Manning's n Values num. 3
Sta n Val Sta n Val Sta n Val
785 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 260 260 260 .1 .3
CROSS SECTION RIVER: Main channel
REACH: Main channel RS: 000
INPUT
Description: Cross-section at dam
Station Elevation Data num. 9
Sta Elev Ste Elev Ste Elev Sta Elev Sta Elev
790 215 905 210 998 209 999.5 208 1000 208
1000.5 208 1002 209 1052 210 1093 215
Manning's n Values num= 3
Std n Val Sta n Val Sta n Val
790 .04 998 .035 1002 .04
Bank Sta: Left Right Coeff Contr. Expan.
998 1002 .1 .3
CROSS SECTION RIVER: North Trib.
REACH: North Trib. RS: 505
INPUT
Description:
station Elevation Data num. 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
975 225 998 218 999.5 217 1000 217 1000.5 217
1002 218 1027.5 218.85 1038 219.2 1050 219.2 1065 219
1090 223 1130 225
Manning's n values num. 3
Sta n Val Sta n Val Sta n Val
975 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 155 155 155 .1 .3
CROSS SECTION RIVER: North Trib.
REACH: North Trib. RS: 350
INPUT
Description:
Station Elevation Data num. 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
955 220 965 218 985 217 998 216.5 999.5 215.5
1000 215.5 1000.5 215.5 1002 216.5 1080 216.5 1080.71 220.85
Manning's n Values num. 3
St. n Val Sta n Val Eta n Val
955 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 230 230 230 .1 .3
CROSS SECTION RIVER: North Trib.
REACH: North Trib. RS: 120
INPUT
Description:
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
895 220 905 217 915 216 965 215 998 215
999.5 214 1000 214 1000.5 214 1002 215 1040 215
1040.75 219.81
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
895 .04 998 .035 1002 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
998 1002 0 0 0 .1 .3
SUMMARY OF REACH LENGTHS
River: Central Trib.
Reach River Sta. Left Channel Right
Central Trib. 508 238 238 238
Central Trib. 270 175 175 175
Central Trib. 095 0 0 0

River: South Trib.
Reach River Sta
South Trib. 1810
South Trib. 1526
South Trib. 1291
South Trib. 1071
River: Main channel
Reach River Sta. Left Channel Right

South-central
South-central
Main channel
main channel
Main channel
Main channel
927
907
780
630
260
000
Left Channel Right
284 284 284
235 235 235
220 220 220
0 0 0
20
0
150
370
260
20 20
0 C
150 15C
370 37C
260 26C
River: North Trib.
Reach River Sta. Left Channel Right
North Trib. 505 155 155 155
North Trib. 350 230 230 230
North Trib. 120 0 0 0
Profile Output Table - Standard Table 1
River Reach River Sta Q Total Min Ch E1 W. S. Elev Crit W.S. E. G. Elev E .G. Slope Vel Chnl Plow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Central Trib. Central Trib. 095 34.90 215.50 216.82 216.82 216.89 0.008188 3.36 24.82 125.03 0.61
Central Trib. Central Trib. 095 225.00 215.50 217.13 217.13 217.36 0.020057 6.38 64.29 125.09 1.00
Central Trib. Central Trib. 095 260.00 215.50 217.18 217.18 217.43 0.020029 6.54 70.42 125.10 1.01
Central Trib. Central Trib. 095 290.00 215.50 217.22 217.22 217.49 0.020144 6.69 75.24 125.11 1.02
Central Trib. Central Trib. 095 325.00 215.50 217.26 217.26 217.55 0.020498 6.88 80.33 125.11 1.03
Central Trib. Central Trib. 270 34.90 217.00 218.35 218.47 0.009856 3.77 15.91 44.45 0.67
Central Trib. Central Trib. 270 225.00 217.00 219.24 218.97 219.43 0.007746 5.15 69.63 78.79 0.66
Central Trib. Central Trib. 270 260.00 217.00 219.33 219.05 219.54 0.008002 5.40 76.81 83.00 0.68
Central Trib. Central Trib. 270 290.00 217.00 219.40 219.13 219.62 0.008165 5.59 82.87 86.40 0.69
Central Trib. Central Trib. 270 325.00 217.00 219.48 219.20 219.72 0.008270 5.77 90.00 90.23 0.70
Central Trib. Central Trib. 508 34.90 223.00 224.43 224.43 224.55 0.007768 3.68 19.65 73.55 0.60
Central Trib. Central Trib. -508 225.00 223.00 224.90 224.90 225.16 0.016244 6.66 62.95 104.86 0.91
Central Trib. Central Trib. 508 260.00 223.00 224.96 224.96 225.24 0.016525 6.88 69.37 107.87 0.93
Central Trib. Central Trib. 508 290.00 223.00 225.01 225.01 225.30 0.016732 7.05 74.62 110.18 0.94
Central Trib. Central Trib. 508 325.00 223.00 225.05 225.05 225.37 0.017192 7.27 79.90 111.69 0.95
South Trib. South Trib. 1071 22.90 215.00 216.41 216.41 216.55 0.008513 3.64 10.72 36.27 0.63
South Trib. South Trib. 1071 128.00 215.00 216.94 216.94 217.19 0.013573 6.06 39.42 71.08 0.85
South Trib. South Trib. 1071 145.00 215.00 217.00 217.00 217.25 0.013300 6.16 43.90 74.95 0.85
South Trib. South Trib. 1071 165.00 215.00 217.05 217.05 217.31 0.013163 6.26 48.10 75.32 0.85
South Trib. South Trib. 1071 185.00 215.00 217.10 217.10 217.37 0.013598 6.4B 51.36 75.54 0.87
South Trib. South Trib. 1291 22.90 215.80 217.41 217.45 0.002341 2.15 17.78 37.34 0.34
South Trib. South Trib. 1291 128.00 215.80 218.28 218.36 0.002755 3.33 61.92 61.54 0.40
South Trib. South Trib. 1291 145.00 215.80 218.35 .218.44 0.002853 3.47 66.71 62.81 0.41
South Trib. South Trib. 1291 165.00 215.80 218.43 218.53 0.002971 3.63 71.94 64.17 0.43
South Trib. South Trib. 1291 185.00 215.80 218.52 218.62 0.003032 3.75 77.35 65.55 0.43
South Trib. South Trib. 1526 22.90 218.00 219.44 219.44 219.79 0.014830 4.91 5.44 9.31 0.84
South Trib. South Trib. 1526 128.00 218.00 220.67 220.67 221.22 0.012082 7.39 25.94 24.05 0.86
South Trib. South Trib. 1526 145.00 218.00 220.79 220.79 221.35 0.011879 7.58 28.92 25.50 0.86
South Trib. South Trib. 1526 165.00 218.00 220.91 220.91 221.49 0.011936 7.85 32.05 26.93 0.87
South Trib. South Trib. 1526 185.00 218.00 221.01 221.01 221.63 0.012150 8.14 34.91 28.21 0.88
South Trib. South Trib. 1810 22.90 225.50 226.86 226.86 226.99 0.008460 3.53 12.08 48.51 0.63
South Trib. South Trib. 1810 128.00 225.50 227.28 227.28 227.52 0.014564 5.86 38.77 68.79 0.87
South Trib. South Trib. 1810 145.00 225.50 227.32 227.32 227.58 0.015318 6.12 41.46 69.31 0.90
South Trib. South Trib. 1810 165.00 225.50 227.36 227.36 227.64 0.016714 6.50 43.92 69.78 0.94
South Trib. South Trib. 1810 185.00 225.50 227.40 227.40 227.71 0.017430 6.76 46.75 70.32 0.96
Main channel Main channel 000 66.40 208.00 209.78 209.59 209.82 0.003507 2.87 48.64 114.94 0.43
Main channel Main channel 000 485.00 208.00 210.75 210.25 210.85 0.003504 4.07 196.98 170.39 0.47
Main channel Main channel 000 555.00 208.00 210.86 210.31 210.97 0.003501 4.19 215.53 173.76 0.47
Main channel main channel 000 630.00 208.00 210.97 210.37 211.08 0.003502 4.31 234.52 177.13 0.47
Main channel Main channel 000 700.00 208.00 211.06 210.43 211.19 0.003506 4.42 251.57 180.11 0.48
Main channel Main channel 260 66.40 208.20 210.30 209.86 210.32 0.001204 1.84 63.74 96.55 0.25
Main channel Main channel 260 485.00 208.20 211.52 211.61 0.002436 3.77 219.85 172.43 0.39
Main channel Main channel 260 555.00 208.20 211.65 211.74 0.002518 3.94 241.70 183.12 0.40
Main channel Main channel 260 630.00 208.20 211.77 211.86 0.002584 4.10 264.59 193.69 0.41
Main channel Main channel 260 700.00 208.20 211.87 211.98 0.002630 4.23 285.58 202.90 0.41
Main channel Main channel 630 66.40 210.00 211.49 211.49 211.64 0.013057 4.74 27.04 76.37 0.79
Main channel main channel 630 485.00 210.00 212.69 212.82 0.004520 4.55 175.92 156.34 0.53
Main channel Main channel 630 555.00 210.00 212.82 212.95 0.004345 4.62 196.07 162.02 0.52
Main channel Main channel 630 630.00 210.00 212.94 213.08 0.004221 4.70 216.57 167.59 0.52
Main channel Main channel 630 700.00 210.00 2133.05 213.19 0.004141 4.79 234.86 172.42 0.52
Main channel Main channel 780 66.40 212.00 213.52 213.72 0.014629 5.12 24.38 66.84 0.84
Main channel Main channel 780 485.00 212.00 214.32 214.32 214.71 0.017554 7.99 105.65 124.65 1.01
Main channel Main channel 780 555.00 212.00 214.40 214.40 214.82 0.017742 8.25 115.60 127.60 1.02
Main channel Main channel 780 630.00 212.00 214.48 214.48 214.93 0.018164 8.55 125.21 130.40 1.04
Main channel Main channel 780 700.00 212.00 214.54 214.54 215.02 0.018792 8.86 133.14 132.66 1.06
Main channel South-central 907 48.00 212.85 214.64 214.55 214.77 0.006624 3.96 21.41 43.96 0.59
Main channel South-central 907 325.00 212.85 215.69 215.46 215.85 0.006104 5.51 118.09 139.53 0.62

Main cbannel South-central 907
Main channel South-central 907
Main channel South-central 907
Main channel South-central 927
Main channel South-central 927
Main channel South-central 927
Main channel South-central 927
Main channel South-central 927
North Trib. North Trib. 120
North Trib. North Trib. 120
North Trib. North Trib. 120
North Trib. North Trib. 120
North Trib. North Trib. 120
North Trib. North Trib. 350
North Trib. North Trib. 350
North Trib. North Trib. 350
North Trib. North Trib. 350
North Trib. North Trib. 350
North Trib. North Trib. 505
North Trib. North Trib. 505
North Trib. North Trib. 505
North Trib. North Trib. 505
North Trib. North Trib. 505
370.00 21285
420.00 212..85
465.00 212.85
48.00 213.00
325.00 213.00
370.00 213.00
420.00 213.00
465.00 213.00
2680 214.00
145..00 214.00
165.00 214.00
190.00 214.00
210.00 214.00
26.80 215.50
145.00 215.50
165.00 215.50
190.00 215.50
210.00 215.50
26.80 217.00
145.00 217.00
165.00 217.00
190.00 217.00
210.00 217.00
21578
215..88
215.96
214.78
215.81
215.90
215.99
216.07
215.19
215.87
215.96
216.05
216.13
216.74
217.03
217.06
217.12
217.14
216.51
219.39
219.43
219.49
219.53
215.54 215.94 0.005898
215.59 216.04 0.005683
215.65 216.13 0.005413
214.92 0.007019
215.98 0.006566
216.07 0.006395
216.17 0.006287
216.24 0.006070
215.18 215.27 0.009505
215.92 0.002877
216.01 0.002656
216.10 0.002538
216.18 0.002334
216.77 0.004781
216.96 217.19 0.013373
217.00 217.24 0.014276
217.05 217.31 0.014266
217.09 217.36 0.015501
218.51 218.75 0.011132
219.39 219.65 0.009605
219.43 219.72 0.010899
219.49 219.79 0.011025
219.53 219.85 0.011386
5.55 131.81 145.40 0.61
5.59 146.08 149.64 0.60
5.56 158.36 150.22 0.59
4.05 20.88 43.34 0.60
5.66 115.18 138.68 0.64
5.73 128.19 144.23 0.64
5.82 141.69 149.78 0.63
5.83 153.15 150.81 0.63
3.28 17.42 84.39 0.64
2.71 86.86 118.69 0.39
2.71 97.67 123.17 0.38
2.75 108.86 125.66 0.37
2.72 119.16 126.49 0.36
2.42 22.58 88.17 0.46
4.92 49.60 95.68 0.81
5.18 52.81 96.35 0.84
5.33 57.88 97.41 0.84
5.62 60.12 97.87 0.88
4.43 8.82 20.90 0.73
6.05 47.10 74.05 0.75
6.51 49.38 74.34 0.80
6.69 54.32 74.97 0.81
6.89 57.58 75.38 0.83
HEC RAS PL-' PRCWn.qFn

L'

Weer T

Cenbal Trib
Central Trio
CetillTrtb `Rea,+

ICentem Tr01
Central Try. _
Ce"Trib. _ Rrver Sha

M
096 t? Total

34.90
225.00
260.00 Mm Cn El

213.50
213.50
213.50 W S Elev

215.14
216.32
216.40 Ctlt W.S. E G. Elev

215.25
216.45
216.54 E.G Sfopn

0.004450
0.003196
0.003264 Vol cfwd

2.65
3.72
3.86 FIO V Area
a ft
13.15
100.88
111.19 Wadth
;. ft
14.06
124.96
124.98 Fmtide N CU

0.48
0.46
0.47
Gem" Trip ., Certlrat. Trib. 095 290.00 213.50 216.49 216.62 0.003133 3.86 121.86 125.00 0.47
ICenbaWTrib ?
CeMref 7nb CenbalTnb.
I Central Trfb 096,
270 325.00
34.90 213.50
215.50 216.56
216.75
216.75 216.70
217.09 0.003201
0.021080 4.01
4.69 130.89
7.44 125.01
10.88 0.47
1.00
((?(,entrat Trib. __
r CEntry Trib. _ _
? 1270
~ 225.00 215.50 218.10 218.10 218.34 0.006769 4.89 79.44 135.94 0.66
C er*a! Ttib Central Tnb. 270 260.00 215.50 218.14 218.14 218.41 0.007495 5.24 85.62 136.49 0.70
C &al Tft

_ Ce M4 Trib. 270

-? - 290.00 215.50 218.19 216.19 218.47 0.007833 5.45 91.62 137.03 0.72
2
TAb C"Al Tnb, 270 325.00 215.50 218.23 21823 218.53 0.008253 5.68 97.95 137.59 0.74
?? _- -
Cenb&I?Trr11. _ Cattrgl TrBr. _ 508
... 34,90 220.00 221.23 221.17 221.52 0.016511 4.33 8.06 11.08 0.69
Central Tribes Cerwai Trlb 508 225.00 220.00 222.71 222.71 223.06 0.007467 5.47 63.71 95.72 0.70
Central Tnb....__, Calbai Trtb.., 506 _ 260.00 220.00 222.80 222.80 223.16 0.007585 5.68 72.70 102.96 0.71
Central TtR1.
GEntral Fob. Ceerkel T1fb.
WO21Tnb_ 506
608 290.00
325.00 22000
220400 222.90
222.97 222.90
222.97 223.24
223.32 0.007073
0.006972 5.67
5.77 83.16
91.71 110.36
111.11 0.70
0.69

SrxM Tnb. SOON 7 , 1071 _. _., 22.90 21190 215.20 215.30 0.005735 2.64 8.67 11.27 0.53
South t[fp- So&Trib 1071 128.00 213.90 216.32 216.42 0.002534 3.15 64.40 79.43 0.41
SOUtllTrib_- SouthTr91 _,_ 1071 145.00 213.90 216.41 216.51 0.002488 3.21 71.00 79.67 0.41
$ou0 T W. tuo rN T"Ah
? 1071 165.00 213.90 216.49 216.60 0.002479 3.30 77.93 79.92 0.41
SoMh Tdb. 6ouN Tnb. 1071 ,.. 185.00 213.90 216.57 216.68 0.002537 3.42 83.74 8012 0.42

Soulh.Trfh. Salth Trtt1 1291 22.90 215.00 216.35 215.96 216.45 0.004713 2.46 9.32 11.67 0.48
SouN Tr o. 8o5i ? Tlib
_
_ 12
91
? ?
128.00
215.00
217.09
217.02
217.31
0.006701
4.49
43.17
64.44
0.64
SouN Trib , y_ i
Mw Trlh 1 991
. _.. 145,00 215.00 217.16 217,08 217.39 0.000649 4.61 47.63 65.07 0.64
SouN Tnb,
?? Sadh Trtb 1291
_ 185.00 215.00 217.24 217.15 217.47 0.006531 4.72 52.78 65.76 0.64
South Tnb: SaNh Trio 1291 185.00 215.00 217.32 217.19 217.55 0.006338 4.79 57.99 66.45 0,64
-_
f501iN Trfb? South Trib _ _ 1528_ _ _ 22.90 219.50 220.45 220.45 220.75 0.022519 4.39 5.21 8.84 1.01
SouN T tb
? South Tnb. 1526 128.00 219.50 221.57 221.57 221.96 0.010370 5.53 31.07 41.69 0.80
_
SOllB1 Trlb.
,_ _
South TrN. 1526 145.00 219.50 221.85 221.85 222.05 0.010456 5
74 34
37 43
55 0
81
South Trib $ouN Trib _ ,.
1526 165.00 219.50 221.73 221.73 222.16 0.010514 .
5.97 .
38.17 .
45.60 .
0.82
3ouN Tnb Sou01 Trlb 1526 185.00 219.50 221.81 221.81 222.26 0.010597 6.17 41.79 47.47 0.83

SoWlltfb South Trib. 1810 22.90 225.20 226.20 226.15 226.46 0.017999 4.04 5.66 9.19 0.91
South T' b. South Tnb. LL 1810 128.00 225.20 227.33 227.33 227.62 0.008045 5.00 39.06 67.50 0.71
South Trib. South Trib 1810 145.00 225.20 227.40 227.40 227.69 0.007857 5.09 44.17 70.37 0.70
SaMiTnb. South Tdb. _ 1810 165.00 225.20 227.47 227.47 227.77 0.007930 5.26 48.94 7127 0.71
South 7rib Sou N TIM 1810 185.00 225.20 227.51 227.51 227.84 0.008514 5.54 52.12 71.87 0.74
-_
Main dlatvhel Main dmntel 000 66,40 207.00 209.04 208.34 209.17 0.003500 2.94 22.60 17.21 0.45
Man til3nne Me n dha me 000 485.00 207.00 210.73 110.41 210.96 0.003501 4.85 156.60 125.61 0.51
Ma nme1 Main c1 a uhe 000 555.00 207.00 210.86 210.51 211.10 0.003500 5.OD 173.39 128.11 0.52
Mahn ctannef Man channel 000 630.00 207.00 210.99 210.60 211.24 0.003501 5.15 190.49 130.61 0.52
Maatclhxme4...... - Maki dnarehel 000 700.00 207.00 211.12 210.69 211.39 0.003501 5.30 208.64 139.50 0.52
?
Main chwwiel
,. Mara dlrlnrlet
-.? 260 66.40 208.00 209.98 209.35 210.13 0.003894 3.06 21.73 16.91 0.47
Main chanr>el Maul Charnel 260 485.00 208,00 211.67 211.90 0.003694 4.91 191.71 254.13 0.52
Main dnatuhel Main clarvhe! 280 555.00 208.00 211.80 212
01 0
003440 4
89 225
81 279
68

Mam channel
Mahn drarvlel ,_
Mein channel
Main channel _
Main channel
Main dnarvle
Mein dianne1
Man dharvtel
Math Channel-
Man chamtel...._
260
200. _., ,
830
30 _._,
630,
630.00
700.00
66.40
485.00
555.00
208.00
208.00
209.40
209.40
209.40
211.93
212.05
211.40
213.06
213.14

12.91
213.00 .
212.12
212.22
211.54
213.29
213.38 .
0.003195
0.002906
0.003749
0.003837
0.003983 .
4.85
4.75
3.01
4.99
5.19 .
262.89
301.84
22.04
188.16
210.61 .
305.05
329.60
17.01
251.32
268.60 0.51
0.49
0.47
0.47
0.53
0.55
Main channel
Main channel Main thermal
Main dnaruhei 630
C30 630.00
700.00 209.40
209.40 213.22
213.29 213.47
213.55 0.004136
0.004338 5.39
5.60 233.27
251.64 284.97
297.58 0.56
0.57
Main d aiuw!
Ma n dha v e
Main otovief _
Main Channe _
; Ma n C an a
van d enrmd_
MaindnamH
Main dsarxrel 760

780
760 _ 66.40
485.00
555.00
630.00 210.00
210.00
210.00
210.00 211.98
213.64
213.75
213.85 212.12
213.85
213.94
214.03 0.003963
0.003541
0.003419
0.003287 3.08
4.77
4.81
4.83 21.59
203.31
233.87
264.50 16.86
281.66
300.45
311.93 0.48
0.51
0.51
0.50

Mai
Main doa
O
Man d101uhel
Mefn ct a u ei
Main channel Main chanad

Soutl1-oerp[af __
Southfral
South-central 78
0
907 _
907
907 _
700.00
48.00
325.00
370.00
210.00
212.85
212.85
212.85
213.93
214.01
215.64
215.70

214.01
215.64
215.70
214.11
214.41
215.94
215.02
0.003195
0.020223
0.008800
0.007153
4.85
5.08
5.42
5.67
291.68
9.45
101.12
110.08
321.79
11.91
148.16
148.55
0.49
1.00
0.68
0.70
Main charnel
Main chamid 5aAh Central
South-central 907
907 - -- 420.00
465.00 212.85
212.85 215.76
215.81 215.76
215.81 216.10
216.17 0.007547
0.007906 5.94
6.17 119.08
126.46 148494
149.26 0.72
0.74
_4n' ha -r
Main cham)e1.
Main,da nal South Cmtra
$ou8t.c?ptral
Soub central 927
927
927 46.00
325.00
370.00 213.00
213.00
213.00 214.47
2155
215.93 214.16 214.67
216.06
216.14 0.007756
0.004820
0.004887 3.58
4.66
4.81 13.42
117.94
129.29 13.90
149.09
149.57 0.64
0.57
0.58
Main dianlef
Main dmtwei - SaAh-Centrai
SotdhxerhMal. 927
927 420.00
465.00 213.00
213.00 216.01
216.08 216.23
216.30 0.004967
0.004980 4.97
5.08 140.95
151.42 150.06
150.48 0.59
0.59
N Trib, - NoAh T1ib 120 26.80 212.00 213.14 213.14 213.46 0.021747 4.51 5.94 9.41 1,00

UM' one 01- oononcrn in,..,FO.. ?e.t1
River
No* Ttb ? I
p u.?.
- Rtach
North Trz T ?
t3ortr Trtb. ? .
_? Rtver S?
120 _
120 Q Tgfsl
145.00
165.00 A11n Ch EI
212.00
212.00 W.S. Elriv
214.44
214.48 Crtt W.S.
214.44
214.48 E.6. Etev
214.66
214.71 EG Sirme
0.008080
0.006554 Vet GoU
4.35
4.59 Fbrv Atee
55.78
60.59 Width
118.59
118.96 Froude # chl
O.Bt
0.64
North Tab ? North Trip
. 120 190.00 212.00 214.53 21453 214.78 0.007056 4.66 66.22 119.40 0.67
North Tiw Nortli Trth t2U 210.00 212.00 214.56 214.56 214.83 0.007515 5.08 70.07 119.69 0.69
North Trib. North T rib. 350
??- 26.80 214.60 216.03 215.74 216.17 0.007300 3.00 8.94 11.52 0.60
North Tub Na4t T4b. 950 145.00 214.60 216.95 216.95 217.18 0.007349 4.58 51.43 104.67 0.67
North Tr b. North Tr&1.
~- 350 165.00 214.60 217.01 217.01 217.24 0.007200 4.66 57.86 105.26 0.67
Nartl T b?
-
? NorihTrW 350 190.00 214.60 217.05 217.05 217.31 0.007926 4.98 62.42 105.68 0.70
fZxi TM7
, North Tr% 350 210.00 214.60 217.09 217.09 217.36 0.008231 5.16 66.54 106.06 0.72
?
Notttt Tdb Nar9ti TrIE.
, 505 26.80 217.20 218.34 218.34 218.66 0.021487 4.49 5.97 9.43 59
North TrSb. Notltf Trip. 50 W.00 217.20 219.54 219.54 219.86 0.009073 5.08 40.27 63.72 0.74
North Trib. North Tft 505
?.!- 165.00 217.20 219.61 219.61 219.94 0.009231 5.26 44.49 84.51 0.75
NOM Ttth.
_ - North Trth.
? 505
_ 190.00 217.20 219.69 219.69 220.03 0.009231 5.46 49.79 &5.50 0.78
NO,U Trlb. North Tr81. 505 210.00 217.20 219.73 219.73 220.11 0.009747 5.72 52.69 66.03 0.79

1

HEC-RAS Version 3.0.1 Mar 2001
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
' Davis, California 95616-4687
[phone]
x x )DOOM xXxX XSXX Xx XXXX
X x x x x x x x x x
X x x x x x x x x
' )DOOODOC X)= x xxX XXXX 7ODOGIX XXXX
X x x x x x x x x
X x x x x x x x x x
X x Xxx7OIx XXXX x x X X XXXXX
' PROJECT DATA
Project Title: Marks Creek, Proposed design
Project File : si creekprop.pri
Run Date and Time: 9/28/01 3:27:17 PH
' Project in English units
PLAN DATA
' Plan Title: PROPOSED CONDITION
Plan File : 9:\71000138\Hydro\hecras\u creek_prop.p02
Geometry Title: proposed layout
Geometry File : g:\71000138\Hydro\hecras\m creek_prop.g01
Flow Title : proposed discharge
' Flow File g:\71000138\Hydro\hecras\m_creek-prop.f01
Plan summary Information:
Number of: Cross Sections - 16 Mulitple Openings = 0
Culverts = 0 Inline Weirs = 0
Bridges 0
' Computational Information
Water surface calculation tolerance - 0.003
Critical depth calculaton tolerance - 0.003
maximum number of interations = 20
Maximum difference tolerance - 0.1
Flow tolerance factor - 0.001
' Computation options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: proposed discharge
' Plow File : g:\71000138\Hydro\hecras\m creek_prop.f01
Flow Data (cfs)
River Reach RS bankfull 10 yr
Central Trib. Central Trib. 508 34.9 225
' South Trib. South Trib. 1810 22.9 128
Main channel South-central 927 48 325
Main channel Main channel 780 66.4 485
North Trib. North Trib. 505 26.8 145
Boundary Conditions
' River Reach Profile Upstream
Central Trib. Central Trib. bankfull Critical
Main channel main channel bankfull
North Trib. North Trib. bankfull Critical
' GEOMETRY DATA
Geometry Title: proposed layout
' Geometry File : g:\71000138\Hydro\hecras\m_creek_prop.901
Reach Connection Table
River Reach Upstream Boundary Downstream Boundary
' Central Trib. Central Trib. 981
South Trib. South Trib. 981
Main channel South-central 981 803
Main channel Main channel 803
North Trib. North Trib. 803
' JUNCTION INFORMATION
25 yr 50 yr 100 yr
260 290 325
145 165 185
370 420 465
555 630 700
165 190 210
Downstream
Normal S s .0035
Name: 803
Description: North Trib. and South-Central confluence
Energy computation Method
Length across Junction Tributary
River Reach River Reach
Main channel South-central to Main channel main channel
North Trib. North Trib. to Main channel Main channel
Name: 981
Description: South Trib. and Central Trib. Confluence
Energy computation Method
Length across Junction Tributary
River Reach River Reach
Central Trib. Central Trib. to Main channel South-central
South Trib. South Trib. to Main channel South-central
CROSS SECTION RIVER: Central Trib.
REACH: Central Trib. RS: 508
INPUT
Description:
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
899.32 231.49 900.91 225.95 905.71 222.89 933.01 222.51 992 221.9
999 220 1000 220 1001 220 1008 221.9 1025 224
1035 225 1070 230
Manning's a values Dun= 3
Sta n Val Sta n Val Sta n Val
899.32 .04 992 .035 1008 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
992 1008 238 238 238 .1 .3
CROSS SECTION RIVER: Central Trib.
REACH: Central Trib. RS: 270
INPUT
Description:
station Elevation Data num. 10
Sta Elev Ste Elev Sta Elev Sta Elev Sta Elev
900 225 901.14 218.03 902.56 217.92 992 217.4 999 215.5
1000 215.5 1008 217.4 1033.96 217.84 106D 220 1110 225
Manning's n Values num= 3
Sta n Val Sta n Val Sta a Val
900 .04 992 .035 1008 .04
Bank Sta: Left Right Lengths: Left Channel Right Coef£ Contr. Expan.
992 1008 175 175 175 .1 .3

CROSS SECTION RI VER: Cent ral Trib .
REACH: Central Trib. RS: 095
PUT
IN
Description:
' Station Elevation Data num- 30
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
934.02 224.36 935.11 216.02 992 215.4 999 213.5 1000 213.5
1001 213.5 1008 215.4 1058.7 215.9 1060 216 1060.71 223.7
Manning's n Values num= 3
' Sta n Val Sta n Val Sta n Val
934.02 .04 992 .035 1008 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
992 1008 0 0 0 .1 .3
CROSS SECTION RI VER: Sout h Trib.
' REACH: South Trib. RS: 1810
INPUT
Description:
Station Elevation Data num= 11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
' 900 235 925 230 942.59 227.36 994 226.6 998.95 225.2
1000 225.2 1001.05 225.2 1006 226.6 1010 227 1030 230
1050 235
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
' 900 .04 994 .035 1006 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
994 1006 284 284 284 .1 .3
CROSS SECTION RI VER: South Trib.
REACH: South Trib. RS: 1526
' INPUT
Description:
Station Elevation Data num= 12
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
941.98 226.16 950
1000 219.5 1001.05 225
219.5 990
1006 221
220.9 994
1019.8 220.9
221.13 998.95
1032 219.5
222
t 1060 225 1064.71 226.06
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
941.98 .04 994 .035 1006 .04
Length Angle
104
120
Length Angle
95
90 0

I

Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expaa.
994 1006 235 235 235 .1 .3
CROSS SECTION RIVER: South Trib.
REACH: South Trib. RS: 1291
INPUT
Description:
Station Elevation Data sum. 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
929.86 227.32 930 225 970 220 983.89 216.76 994 216.4
998.95 215 1000 215 1001.05 215 1006 216.4 1045.53 216.81
1047.17 217.15 1060 220 1090 225
Manning 's n values num= 3
Sta n Val Sta n Val Sta n Val
929.86 .04 994 .035 1006 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
994 1006 220 220 220 .1 .3
CROSS SECTION RIVER: South Trib.
REACH: South Trib. RS: 1071
INPUT
Description:
Station Elevation Data num. 10
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
949.87 224.45 950.35 216.21 994 215.3 998.95 213.9 1000 213.9
1001.05 213.9 1006 215.3 1028.4 215.83 1040 220 1070 225
Manning's n values aum= 3
Sta n Val Sta n Val Sta n Val
949.87 .04 994 .035 1006 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
994 1006 0 0 0 .1 .3
CROSS SECTION RIVER: Main channel
REACH: South-central RS: 921
INPUT
Description:
Station Elevation Data num= 11
Sta Elev Sta Blev Sta Elev Sta Elev Sta Elev
939.25 221.62 940.1 215.13 978.21 215.13 991 215.1 997.8 213
1000 213 1002.2 213 1009 215.1 1086.86 215.49 1090 216
1120 221
Manning's n Values num. 3
Sta n Val Sta a Val Sta n Val
939.25 .04 991 .035 1009 .04
Bank Ste: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
991 1009 20 20 20 .1 .3
CROSS SECTION RIVER: Main channel
PEACE: South-ceatral RS: 907
INPUT
Description:
Station Elevation Data num= 12
Sta Elev Sta Blev Sta Elev Sta Elev Sta Elev
938.96 222.34 940.67 214.97 980.49 214.97 991 214.95 997.8 212.85
1000 212.85 1002.2 212.85 1009 214.95 1088 215.53 1090 215.85
1120 220.85 1128.38 222.05
Manning's n values mum= 3
Sta n Val Sta n Val Sta n Val
938.96 .04 991 .035 1009 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
991 1009 0 0 0 .1 .3
CROSS SECTION RIVER: Main channel
REACH: Main channel RS: 780
INPUT
Description:
Station Elevation Data num. 9
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
772 227 811 214.1 990 212.5 997.5 210 1000 210
1002.5 210 1010 212.5 1151 213.7. 1187 225.8
Manning 's n Values num. 3
Sta n Val Sta n Val Sta n Val
772 .04 990 .035 1010 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
990 1010 150 150 150 .1 .3
CROSS SECTION RIVER: Main channel
REACH: Main channel RS: 630
INPUT
Description:
Station Elevation Data num= 9
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
770 223.8 800 213.8 990 211.9 997.5 209.4 1000 209.4
1002.5 209.4 1010 211.9 1170 213.5 1200 223.5
Manning's n values num= 3
Sta n Val Sta n Val Sta n Val
770 .04 990 .035 1010 .04

' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expaa.
990 1010 370 370 370 .1 .3
CROSS SECTION RIVER: Main channel
REACH: Main channel RS: 260
' INPUT
Description:
Station Elevation Data num. 9
Sta Elev Std Elev Sta Elev Sta Elev Sta El-
700 223.1 730 213.1 990 210.5 997.5 208 1000 208
1002.5 208 1010 210.5 1180 212.2 1210 222.2
' Manning's n values num. 3
Ste n Val Sta n Val Sta n Val
700 .04 990 .035 1010 .04
Sank Sts: Left Right Lengths: Left Channel Right Coeff Contr. Expaa.
990 1010 260 260 260 .1 .3
' CROSS SECTION RIVER: Main channel
REACH: Main channel RS: 000
INPUT
Description: Cross-section at dam
Station Blevat ion Data num. 11
' Ste Elev Ste Blev Sta Elev Sta Elev Sta Elev
810 213 930 211 940 209.9 990 209.5 997.5 207
1000 207 1002.5 207 1010 209.5 1042 209.7 1051 210
1100 215
Manning. a Values num. 3
' Ste n Val Sta n Val Ste n Val
810 .04 990 .035 1010 .04
Bank Sta: Left Right Coeff Contr. Expan.
990 1010 .1 .3
CROSS SECTION RIVER: North Trib.
' REACH: North Trib. RE: 505
INPUT
Description:
Station Elevation Data num= 1,3
Ste Elev Sta Elev Sta Elev Sta Elev Sta Elev
' 955 225 982 220 986.76 219.18 992.5 219.1 999.5 217.2
1000 217.2 1000.5 217.2 1007.5 219.1 1018 219.2 1030 219.2
1045 219 1070 223 1090 225
Maming's n Values num. 3
Sta n Val Sta n Val Sta n Val
' 955 .04 992.5 .035 1007.5 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
992.5 1007.5 155 155 155 .1 .3
CROSS SECTION RIVER: North Trib.
REACH: North Trib. RS: 350
' INPUT
Description:
Station Elevation Data num. 10
Sta Elev Sta Elev Ste Elev Sta Elev Sta Elev
915 220 925 218 936.95 216.72 992.5 216.5 999.5 214.6
' 1000 214.6 1000.5 214.6 1007.5 216.5 1039.43 216.72 1040.89 220.62
Manning's n Values num. 3
Sta n Val Sta n Val Sta n Val
915 .04 992.5 .035 1007.5 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
' 992.5 1007.5 230 230 230 .1 .3
CROSS SECTION RIVER: North Trib.
REACH: North Trib. RS: 120
INPUT
De s
cription:
'
Station Elevation Data
num.
11
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
945 220 954.93 217.04 968.94 214.26 992.5 213.9 999.5 212
1000 212 1000.5 212 1007.5 213.9 1086.35 214.38 1088.9 214.99
1089.26 218.64
' Manning19 n Values num. 3
Sta n Val Sta n Val Sta n Val
945 .04 992.5 .035 1007.5 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
' 992.5 1007.5 0 0 0 .1 .3
SUMMARY OF REACH LENGTHS
' River: Central Trib.
.each River Sta.
Left
Channel
Right
Central Trib. 508 238 238 238
Central Trib. 270 175 175 175

1 Central Trib. 095 0 0 0

River: South Trib.
Reach River Sta. Left Channel Right
South Trib. 1810 284 284 284
South Trib. 1526 235 235 235
South Trib. 1291 220 220 220
South Trib. 1071 0 0 0
River: Main channel
Reach River Sta. Left Channel Right
South-central 927 20 20 20
South-central 907 0 0 0
Main channel 780 150 150 150
Main channel 630 370 370 370
Main channel 260 260 260 260
Main channel 000
River: North Trib.
Reach River Sta. Left Channel Right
North Trib. 505 155 155 155
North Trib. 350 230 230 230
North Trib. 120 0 0 0
Profile Output Table - Standard Table 1

River Reach River Sta O Total Min Ch E1 W. S. Elev Crit N.S. S .G. Elev E. G. Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/8) (sq ft) (ft)
Central Trib. Central Trib. 095 34.90 213.50 215.14 215.25 0.004450 2.65 13.15 14.06 0.48
Central Trib. Central Trib. 095 225.00 213.50 216.32 216.45 0.003196 3.72 100.88 124.96 0.46
Central Trib. Central Trib. 095 260.00 213.50 216.40 216.54 0.003264 3.86 111.19 124.98 0.47
Central Trib. Central Trib. 095 290.00 213.50 216.49 216.62 0.003133 3.88 121.86 125.00 0.47
Central Trib. Central Trib. 095 325.00 213.50 216.56 216.70 0.003201 4.01 130.89 125.01 0.47
Central Trib. Central Trib. 270 34.90 215.50 216.75 216.75 217.09 0.021080 4.69 7.44 10.88 1.00
Central Trib. Central Trib. 270 225.00 215.50 218.10 218.10 218.34 0.006769 4.89 79.44 135.94 0.66
Central Trib. Central Trib. 270 260.00 215.50 218.14 218.14 218.41 0.007495 5.24 85.62 136.49 0.70
Central Trib. central Trib. 270 290.00 215.50 218.19 218.19 218.47 0.007833 5.45 91.62 137.03 0.72
Central Trib. Central Trib. 270 325.00 215.50 218.23 218.23 218.53 0.008253 5.68 97.95 137.59 0.74
Central Trib. Central Trib. 508 34.90 220.00 221.23 221.17 221.52 0.016511 4.33 8.06 11.08 0.89
Central Trib. Central Trib. 508 225.00 220.00 222.71 222.71 223.06 0.007467 5.47 63.71 95.72 0.70
Central Trib. Central Trib. 508 260.00 220.00 222.80 222.80 223.16 0.007585 5.68 72.70 102.96 0.71
Central Trib. Central Trib. 508 290.00 220.00 222.90 222.90 223.24 0.007073 5.67 83.16 110.36 0.70
Central Trib. Central Trib. 508 325.00 220.00 222.97 222.97 223.32 0.006972 5.77 91.71 111.11 0.69
South Trib. South Trib. 1071 22.90 213.90 215.20 215.30 0.005735 2.64 8.67 11.27 0.53
South Trib. South Trib. 1071 128.00 213.90 216.32 216.42 0.002534 3.15 64.40 79.43 0.41
South Trib. South Trib. 1071 145.00 213.90 216.41 216.51 0.002488 3.21 71.00 79.67 0.41
South Trib. South Trib. 1071 165.00 213.90 216.49 216.60 0.002479 3.30 77.93 79.92 0.41
South Trib. South Trib. 1071 185.00 213.90 216.57 216.68 0.002537 3.42 83.74 80.12 0.42
South Trib. South Trib. 1291 22.90 215.00 216.35 215.96 216.45 0.004713 2.46 9.32 11.67 0.48
South Trib. South Trib. 1291 128.00 215.00 217.09 217.02 217.31 0.006701 4.49 43.17 64.44 0.64
South Trib. South Trib. 1291 145.00 215.00 217.16 217.08 217.39 0.006649 4.61 47.63 65.07 0.64
South Trib. South Trib. 1291 165.00 215.00 217.24 217.15 217.47 0.006531 4.72 52.78 65.76 0.64
South Trib. South Trib. 1291 185.00 215.00 217.32 217.19 217.55 0.006338 4.79 57.99 66.45 0.64
South Trib. South Trib. 1526 22.90 219.50 220.45 220.45 220.75 0.022519 4.39 5.21 8.84 1.01
South Trib. South Trib. 1526 128.00 219.50 221.57 221.57 221.96 0.010370 5.53 31.07 41.69 0.80
South Trib. South Trib. 1526 145.00 219.50 221.65 221.65 222.05 0.010456 5.74 34.37 43.55 0.81
South Trib. South Trib. 1526 165.00 219.50 221.73 221.73 222.16 0.010514 5.97 38.17 45.60 0.82
South Trib. South Trib. 1526 185.00 219.50 221.81 221.81 222.26 0.010597 6.17 41.79 47.47 0.83
South Trib. South Trib. 1810 22.90 225.20 226.20 226.15 226.46 0.017999 4.04 5.66 9.19 0.91
South Trib. South Trib. 1810 128.00 225.20 227.33 227.33 227.62 0.008045 5.00 39.06 67.50 0.71
South Trib. South Trib. 1810 145.00 225.20 227.40 227.40 227.69 0.007857 5.09 44.17 70.37 0.70
South Trib. South Trib. 1810 165.00 225.20 227.47 227.47 227.77 0.007930 5.26 48.94 71.27 0.71
South Trib. South Trib. 1810 185.00 225.20 227.51 227.51 227.84 0.008514 5.54 52.12 71.87 0.74
Main channel Main channel 000 66.40 207.00 209.04 208.34 209.17 0.003500 2.94 22.60 17.21 0.45
Main channel Main channel 000 485.00 207.00 210.73 210.41 210.96 0.003501 4.85 156.60 125.61 0.51
Main channel Main channel 000 555.00 207.00 210.86 210.51 211.10 0.003500 5.00 173.39 128.11 0.52
Main channel Main channel 000 630.00 207.00 210.99 210.60 211.24 0.003501 5.15 190.49 130.61 0.52
Main channel Main channel 000 700.00 207.00 211.12 210.69 211.39 0.003501 5.30 208.64 139.50 0.52
Main channel Main channel 260 66.40 208.00 209.98 209.35 210.13 0.003894 3.06 21.73 16.91 0.47
Main channel Main channel 260 485.00 208.00 211.67 211.90 0.003694 4.91 191.71 254.13 0.52
Main channel main channel 260 555.00 208.00 211.80 212.01 0.003440 4.89 225.81 279.68 0.51
Main channel main channel 260 630.00 208.00 211.93 212.12 0.003195 4.85 262.89 305.05 0.49
Main channel Main channel 260 700.00 206.00 212.05 212.22 0.002906 4.75 301.84 329.60 0.47
Main channel Main channel 630 66.40 209.40 211.40 211.54 0.003749 3.01 22.04 17.01 0.47
Main channel Main channel 630 485.00 209.40 213.06 212.91 213.29 0.003837 4.99 188.16 251.32 0.53
Main channel main channel 630 555.00 209.40 213.14 213.00 213.38 0.003983 5.19 210.61 268.60 0.55
Main channel Main channel 630 630.00 209.40 213.22 213.47 0.004136 5.39 233.27 284.97 0.56
Main channel main channel 630 700.00 209.40 213.29 213.55 0.004338 5.60 251.64 297.58 0.57
Main channel Main channel 780 66.40 210.00 211.98 212.12 0.003963 3.08 21.59 16.86 0.48
Main chancel Main channel 780 485.00 210.00 213.64 213.85 0.003541 4.77 203.31 281.66 0.51
Main channel main channel 780 555.00 210.00 213.75 213.94 0.003419 4.81 233.87 300.45 0.51
Main channel Main channel 780 630.00 210.00 213.85 214.03 0.003287 4.83 264.50 311.93 0.50
Main channel Main channel 780 700.00 210.00 213.93 214.11 0.003195 4.85 291.68 321.79 0.49
Main channel South-central 907 48.00 212.85 214.01 214.01 214.41 0.020223 5.08 9.45 11.91 1.00

Main Channel South-central 907
Main channel South-central 907
Main channel South-central 907
Main channel South-central 907
Main channel South-central 927
Main chann el South-central 927
Main channel South-central 927
Main channel South-central 927
Main channel South-central 927
North Trib. North Trib. 120
North Trib. North Trib. 120
North Trib. North Trib. 120
North Trib. North Trib. 120
North Trib. North Tzib. 120
North Trib. North Trib. 350
North Trib. North Trib. 350
North Trib. North Trib. 350
North Trib. North Trib. 350
North Trib. North Trib. 350
North Trib. North Trib. 505
North Trib. North Trib. 505
North Trib. North Trib. 505
North Trib. North Trib. 505
North Trib. North Trib. 505
325.00 212.85
370.00 212.85
420.00 212.85
465.00 212.85
48.00 213.00
325.00 213.00
370.00 213.00
420.00 213.00
465.00 213.00
26.80 212.00
145.00 212.00
165.00 212.00
190.00 212.00
210.00 212.00
26.80 214.60
145.00 214.60
165.00 214.60
190.00 214.60
210.00 214.60
26.80 217.20
145.00 217.20
165.00 217.20
190.00 217.20
210.00 217.20
215.64
215.70
215.76
215.81
214.47
215.85
215.93
216.01
216.08
213.14
214.44
214.48
214.53
214.56
216.03
216.95
217.01
217.05
217.09
218.34
219.54
219.61
219.69
219.73
215.64 215.94 0.006800
215.70 216.02 0.007153
215.76 216.10 0.007547
215.81 216.17 0.007906
214.16 214.67 0.007756
216.06 0.004820
216.14 0.004887
216.23 0.004967
216.30 0.004980
213.14 213.46 0.021747
214.44 214.66 0.006090
214.48 214.71 0.006554
214.53 214.78 0.007056
214.56 214.83 0.007515
215.74 216.17 0.007300
216.95 217.18 0.007349
217.01 217.24 0.007200
217.05 217.31 0.007926
217.09 217.36 0.008231
218.34 218.66 0.021487
219.54 219.86 0.009073
219.61 219.94 0.009231
219.69 220.03 0.009231
219.73 220.11 0.009747
5.42 101.12 148.16 0.68
5.67 110.08 148.55 0.70
5.94 119.08 148.94 0.72
6.17 126.46 149.26 0.74
3.58 13.42 13.90 0.64
4.66 117.94 149.09 0.57
4.81 129.29 149.57 0.58
4.97 140.95 150.06 0.59
5.08 151.42 150.48 0.59
4.51 5.94 9.41 1.00
4.35 55.78 118.59 0.61
4.59 60.59 119.96 0.64
4.86 66.22 119.40 0.67
5.08 70.07 119.69 0.69
3.00 8.94 11.52 0.60
4.58 51.43 104.67 0.67
4.66 57.88 105.26 0.67
4.98 62.42 105.68 0.70
5.16 66.54 106.06 0.72
4.49 5.97 9.43 0.99
5.08 40.27 63.72 0.74
5.28 44.49 64.51 0.75
5.46 49.79 65.50 0.76
5.72 52.69 66.03 0.79
021131,

STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
MICHAEL F. EASLEY
GOVERNOR

LYNDO TIPPETT
SECRETARY
June 28, 2002
U. S. Army Corps of Engineers
6508 Falls of the Neuse Road, Suite 120
Raleigh, North Carolina 27615
N.C. Division of Water Quality
Wetlands/401 WQC Unit
1621 Mail Service Center
Raleigh, North Carolina 27699
ATTN.: Mr. Eric C. Alsmeyer
Regulatory Permit Manager
Dear Sir:
Mr. John Domey
Unit Supervisor
Subject: Application for Nationwide Permit #27, Section 404 and 401 authorization
for the Marks Creek, Phase II Stream and Wetland Mitigation Site.
The North Carolina Department of Transportation (NCDOT) proposes to convert a 10
acre man-made pond adjacent to the proposed Knightdale Bypass (R-2547) southeast of
Knightdale to a stream and wetland mitigation site. The Marks Creek, Phase II stream and
wetland mitigation project will restore 3,200 linear feet of stream channel (unnamed tributary
to Marks Creek) and 8.5 acres of bottomland hardwood forest wetlands, which had been
previously flooded by a pond. Another 1.6 acres of wetland will be created in the non-hydric
soil around the edge of the pond. Due to further refinement of the design process, the wetland
mitigation acreages differ slightly from those reported in the attached Marks Creek, Phase II
Stream and Wetland Mitigation Plan (i.e. 8.4 acres and 2.3 acres).
Purpose and Need: The Marks Creek mitigation site will restore stream and wetland habitat
and water quality functions to mitigate for wetland and stream impacts from roadway projects
in the Marks Creek watershed.
Summary of Impacts:
The construction of the Marks Creek Phase II mitigation project will temporarily impact up to
0.95 acres of shrub-herbaceous wetlands along the three tributaries entering the pond. These
wetlands will be impacted during the stream restoration process, but should reform along with
the bottomland hardwood wetland community created along the streams.
RESOURCE STATUS
Marks Creek Phase II Mitigation Site:
The project is located on an unnamed tributary to Marks Creek just south of the proposed
Knightdale Bypass. The watershed is approximately 426 acres in size. At present, about one
third of the watershed has been impacted by development including agriculture, residential
development, power line right-of ways, and a power substation. The remainder of the basin is
in a fairly natural state.
A maintained/disturbed community is located along the southern shore of the drained pond.
Two houses and a number of outbuildings had occupied a significant portion of this area. The
buildings were demolished in May 2002 leaving scattered large oaks and disturbed areas. A
mesic-mixed hardwood community lies north of the pond. Past land use activities, most
notably logging, have greatly impacted this community. The dominant canopy species include
yellow popular, (Lirodendron tulipifera), red oak (Quercus rubra), sweetgum (Liquidambar
styraciflua), and loblolly pine (Pinus taeda). The understory is composed of alder (Alnus
serrulata), oak species (Quercus sp.), and saplings of the canopy species. This community
extends north to the right-of-way for the bypass.
Along the unnamed tributaries just above the old pond elevation are three shrub-herbaceous
wetland communities totaling 0.95 acres in size (see Exhibit 2.2.1 of the attached Stream and
Wetland Mitigation Plan). This community is composed of alder, black willow (Salix nigra),
elderberry (Sambucus canadensis), softrush (Juncus effusus), nut-rush (Scirpus sp.), jewelweed
(Impatiens capensis), and scattered saplings of sweetgum, water oak (Quercus nigra), and red
maple (Acer rubrum). These areas have been impacted by the creation of the pond, unstable
hydrology, and other past land use activities, including timbering.
A 10-acre drained pond exists on the site. The soil survey for Wake County documents the
pond as a recent addition to the landscape (USDA, 1970). The pond was created by the
construction of an earth dam at a natural narrowing of the valley approximately 600-feet
upstream of the confluence with Marks Creek. A 15-inch vertical riser with an open top
located in the pond maintained a maximum water depth of approximately 15 feet at the dam.
The pond was drained in July 2001 by siphoning the water over the dam. The existing pond
bottom consists of hydric soils through the deeper areas. The small streams are downcutting
through the old pond sediments and invasive herbaceous species are beginning to grow. The
higher edges on the pond bottom consist of non-hydric soils.
Below the pond dam is a wetland area, approximately 25 acres in size, which is heavily
influenced by beaver activity. This wetland area and surrounding upland buffer is the focus of
Phase I of the Marks Creek Mitigation Plan and is the subject of a separate report.
PROTECTED SPECIES
Plants and animals with Federal classification of Endangered (E) or Threatened (T) are
protected under provisions of Section 7 and Section 9 of the Endangered Species Act of 1973,
as amended. As of March 23, 2001, the U.S. Fish and Wildlife Service (FWS) lists four
federally protected species for Wake County (Table 2).
Table 2. Federally Protected Species for Wake County
SCIENTIFIC NAME COMMON NAME STATUS
Alasmidonta heterodon dwarf wedge mussel E
Haliaeetus leucocephalus bald eagle T
Rhus michauxii Michaux's sumac E
Picoides borealis red-cockaded woodpecker E
"E" denotes Endangered (a species that is in danger of extinction throughout all or a
significant portion of its range).
"T" denotes Threatened "likely to become endangered within the foreseeable future
throughout all or a significant portion of its range."
A biological conclusion of "No Effect" was reached for all species based on on-site surveys.
The results of the surveys indicate that there will be no effect on the species.
Marks Creek Mitigation Site
The NCDOT (North Carolina Department of Transportation) purchased a 228-acre parcel from
Mr. Temple Sloan in June 2000. Approximately 162 acres of the parcel will be impacted by
the proposed Knightdale Bypass, leaving 66 acres of land available for on-site mitigation. The
mitigation will be developed in two Phases. Phase I focuses on the preservation and
enhancement of wetland areas located along the eastern edge of the property and preservation
of adjacent upland buffer.
Phase II focuses on the existing pond also located adjacent to'the proposed right-of-way.
Phase II will provide stream restoration and wetland restoration and creation. The project site
is located approximately two miles southeast of Knightdale off Knightdale-Eagle Rock Road
(SR 2501). The site is immediately adjacent to the right-of-way for the proposed Knightdale
Bypass.
Project Description: Phase II focuses on a 10-acre pond located on the Sloan Property. The
pond is located on an unnamed eastward-flowing tributary to Marks Creek, which is a tributary
to the Neuse River. Three tributaries feed the pond. The project involves restoring the
unnamed tributary to a natural state. Following the draining of the pond and removal of the
dam, a new stable channel for the stream will be created. By reconnecting the stream to its
original floodplain, this Priority I restoration will yield approximately 3,200 linear feet of
stream restoration (see Exhibit 5. 1.1 of the attached Marks Creek, Phase II Stream and Wetland
Mitigation Plan).
The wetland mitigation plan includes restoration (8.5 acres) and creation (1.6 acres) within the
area delineated by the former pond footprint (see Exhibit 5.2.5 of the attached Marks Creek,
Phase II Stream and Wetland Mitigation Plan). The target vegetative community is a
bottomland hardwood forest. Wetland restoration will be based on the hydric soils while
creation will be based on non-hydric soils. Grading will be minimized in the area delineated as
having hydric soils (USDA, 1970). Site modifications will attempt to provide adequate
hydrology for those vegetative species proposed for planting.
Phase II of the Marks Creek Mitigation Site will yield approximately 3,200 linear feet of
stream restoration and approximately 8.5 acres of wetland restoration and 1.6 acres of wetland
creation. A full description of the stream and wetland mitigation plans can be found in the
attached Marks Creek, Phase II Stream and Wetland Mitigation Plan.
REGULATORY APPROVALS
Application is hereby made for a Department of the Army Nationwide Permit #27 and a
401 Water Quality Certification from the Division of Water Quality. In compliance with
Section 143-215.3D(e) of the NCAC we have enclosed a check for $475.00 to act as payment
for processing the Section 401 permit application. We are providing seven copies of this
application to the North Carolina Department of Environment and Natural Resources, Division
of Water Quality, for their review.
If you have any questions or need additional information please call Ms. Lei Lani
Paugh at [phone].
Sincerely,
.r V. Ch es Bruton, Ph.D., Manager
Office of the Natural Environment
Pre-Construction Notification (PCN) Application Form
Office Use Only: Form Version
February 2002
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather
than leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
X Section 404 Permit
? Section 10 Permit
X 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: 27
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 (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: North Carolina Department of Transportation
Mailing Address: 1548 Mail Service Center
Raleigh, NC 27699-1548
Telephone Number: 919-733-3141 Fax Number:
E-mail Address:
2. Agent 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:
Company Affiliation:
Mailing Address:
Telephone Number: Fax Number:
E-mail Address:
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 I 1 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: Marks Creek Mitigation Site Phase II
2.T.I.P. Project Number or State Project Number (NCDOT Only):
Note: Mitigation to be used for R-2547 and R-2641
3. Property Identification Number (Tax PIN):
4. Location
County: Wake Nearest Town: Knightdale
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): Proiect site is located on
Sloan Property, off Knightdale-Eagle Rock Road 2 miles southeast of Knightdale.
See Attached Marks Creek, Phase II Stream and Wetland Mitigation Plan
Site coordinates, if available (UTM or Lat/Long):
(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. Describe the existing land use or condition of the site at the time of this application:
10 acre drained pond, homesite, old pasture, timbered woodland
7.Property size (acres): 228 acres
8.Nearest body of water (stream/river/sound/ocean/lake): UT to Marks Creek
9. River Basin: Neuse
(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/.)
10. Describe the purpose of the proposed work: To restore 3,200 linear feet of stream
channel and 8.5 acres of bottomland hardwood forest wetlands which had been
previously flooded by the pond. Another 1.6 acres of wetland will be created in the
non-hydric soil along the edges of the pond.
11. List the type of equipment to be used to construct the project: Trackhoe,
dozer, and other earth moving equipment.
12. Describe the land use in the vicinity of this project: Approximately one third of the
watershed is in agriculture, residential development, and electric utility development.
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.
1. Provide a brief written description of the proposed impacts: The existing unstable
stream channels forming in the former pond bottom will be restored to a stable
dimension, pattern , and profile using Rosgen techniques of natural channel design.
Approximately 0.95 acres of disturbed wetland will be temporally impacted during
the restoration work. Wetlands will be re-created along the restored stream channels.
2. Individually list wetland impacts below:
Wetland Impact Area of Located within Distance to
Site Number Type of
*
Impact 100-year Nearest
Type of Wetland***
(indicate on Impact (acres) Floodplain** Stream (linear
ma) (yes/no) feet)
A Grading 0.1 0 Headwater-Shrub
B Grading 0.26 0 Headwater-Shrub
C Grading 0.59 0 Headwater-Shrub

* List each impact separately and identify 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.jzov.
*List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh,
forested wetland, beaver pond, Carolina Bay, bog, etc.)
List the total acreage (estimated) of all existing wetlands on the property: 27
Total area of wetland impact proposed: 0.95 for Phase II of the Mitigation Plan
Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on
map)
Type of
Impact* Length of
Impact
(linear
feet)
Stream Name** Average
Width of
Stream Before
Impact Perennial or
Intermittent?
(please specify)
Restoration 2900 UT to Marks Creek 1.5 ft 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.
xX 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.aov. Several internet sites
also allow direct download and printing of USGS maps (e.g., www.topozone.com,
ww-w.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 3,200 linear feet of
Stream Channel will be Restored
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)

ype of Impact
Area of

Impact
(acres)

Name of Waterbody
(if applicable)
Type of Waterbody

(lake, pond, estuary,
sound, bay, ocean, etc.)
Pond drained 10 Pond

List each impact separately and identify temporary impacts. Impacts include, but are not limited to:
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
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.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
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 existing unstable channels will need to be altered in order to restore them to a
natural stable form. Wetland areas and riparian buffers will then be restored adiacent to
the stream channels. Appropriate sediment and erosion control BMP's will be used
during construction.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .05 00, 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
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/iicwetl.ands/`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.
Project is a mitigation site; see cover letter and attached Marks Creek Phase II
Stream and Wetland Mitigation Plan,
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must
be reviewed and approved before it can be used to satisfy mitigation requirements.
Applicants will be notified early in the review process by the 401/Wetlands Unit if payment
into the NCWRP is available as an option. For additional information regarding the
application process for the NCWRP, check the NCWRP website at
http://h2o.enr.state.nc.Lis/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):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes X 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 X
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 ?
IX. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
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
Yes ? No ? If you answered "yes", provide the following
information:
Any riparian buffers impacted during construction will be replaced along the restored
stream channels.
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
Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2
extends an
additional 20 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.
X. Stormwater (DWQ Only)
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.
No impervious surfaces are proposed.
XI. Sewage Disposal (DWQ Only)
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
Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ?No X
Is this an after-the-fact permit application?
Yes ?No X
XII. 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).
N/A

`1
U-_
Appllcant/Agent's Signature I I Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)