HomeMy WebLinkAbout20031852.tiff ..
PLANNED UNIT DEVELOPMENT (PUD) CHANGE OF ZONE APPLICATION 04 tci,, _ 1��
FOR PLANNING DEPARTMENT USE DATE RECEIVED: Pz 59y
RECEIPT#/AMOUNT# /S CASE#ASSIGNED:
APPLICATION RECEIVED BY PLANNER ASSIGNED:
Parcel Number o ® ®ill_® ®_m_0 ®_0 ® ®
(12 digit number-found on Tax I.D.information.obtainable at the Weld County Assessor's Office,or www.co.weld.co.us).
(Include all lots being included in the application area,If additional space is required,attach an additional sheet)
Legal Description Ph/is) P¢i'f/J Y2>t J k'c(- Section Z9.Township SW North.Range West
PropertyAddress(If Applicable) way rl envoy
Pub cstate-
Existing Zone District: A9 Proposed Zone District:+as Total Acreage: ?D/#(!Propos�ed"#/L1ots 17 _
Average Lot Size: 3. '5 Minimum Lot Size: -2 5Proposed Subdivision Name:144 d/Q lakes fan&/1
Proposed Area(Acres)Open Space: r2S OMe c
•
Are you applying for Conceptual or Specific Guide? Conceptual Specific x
FEE OWNER(S)OF THE PROPERTY(If additional space is required,attach an additional sheet)
Name: TOP /Iowa A tam Mau, f eL/ K+2e8S
Work Phone#7tD-530-5A31 Home Phone# 303- T-947'1 Email Address I/doIeJ✓no .eem
Address: 22/(o Z t(f Ave. C/
City/State/ZipCode LDA4/7a/IT, Co. $OSO/
APPUCANT OR AUTHORIZED AGENT, (Sea Below:AAothwiaUorrf must accompany applications signed by Authorized Agent)
Name: /OGYCQ/Ja/1)€.gl.e4 AA
Work Phone#720-3'3o-5931 Home Phone#3o3-682-%7' Email Address foJdo/VWe.I Juno ,&in
Address: ?741/6 7 /MPG
City/State/ZpCode An in, Z- 7") r / "/) $D 5O/ / 1
UTILITIES: Water. _ %GGLf.- nips' ' t //./01/4 -
Sewer. c.-p Va.- ny7/7et.C«/
Gas: XD,..1
Electric: /-'eu iic //¢//ey lea-2C f�t-
Phone: (94u.S/-
DISTRICTS: School: %Ansiootn Lase/
Fire: to.Ansitotan ri!/e/c(
Post: joitexrce.nn /rl4/of
I(We)hereby depose and state under penalties of perjury that all statements,proposals,andlor plans submitted with or contained
within the application are true and correct to the best of my(our)knowledge. Signatures of all fee owners of property must sign
this application. if an Authorized Agent signs,a letter of authorization from al fee owners must be included with the application.
If a corporation is the fee owner,notarized evidence must be included indicating the signatory has the legal authority to sign for
the corporation.I(we),the undersigned,hereby request hearings before the Weld County Planning Commission and the Board
of County Commissioners concerning the proposed Change of Zone for the above described unincorporated area of Weld eld County,
o an nt
Sattirire,:Owner or
Authorized Agent ` ate Signature:Owner or Authorized Agent Date
Ll ZlJ�2 Cir�"7 /�J2Q7� G�2 '/�%3 ca-imASA., 7✓/�+7)
- EXHIBIT
2003-1852 1
roes
res
Zak 4 4a&e¢ Rand, 4.1'. e
Owners: Todd and Debra Eberl-Muckler
Eli Krebs and Jennifer Landen
2216 24th Ave. Longmont, CO.
80501
To: Weld County Department of Planning Services
Weld County District Agencies and Services
Board of Weld County Comnrisioners
RE: Change of Zone Application for the described property; PNW '/ & SW '/, Sec29, T5N,
R67W,6thPM Weld County.
On October 31, 2002 we, the above owners, purchased the described property from Scott
and Wayne Forbes. The Forbes had started a P.U.D. together with Milton Forbes, their father.
Unfortunately Milton Forbes passed away last year and the property was sold.
It has been our objective to to pick up where the Forbes left off and proceed with the
plans. As native Coloradoans we appreciate the history of the agriculture in this location. We
invision a well planned pasture/lake- land and home for our families.
Utilities were installed on the property to accommodate Scott Forbes' home (built in
2001) and the home sites which are proposed in the P.U.D. Having the utilities in place was an
encouragement for us to take on the vision.
We have also been encouraged by Coulson Excavating and KP Kauffman. Both mining
companies have been cordial and informative as to their plans and considerations of the land.
Attached is a copy of the letter we sent to our neighbors. We are very excited and hope to
move to this property as soon as possible.
Thank you,
Lakota Lakes Ranch, L.L.C.
Todd and Debra Eberl-Muclder
Eli Krebs and Jennifer Landen, members
iota idea Rand,-4e
Date: March 3, 2003
Todd&Debra Eberl-Muckier
Eli Krebs & Jennifer Landen
P.O. Box 74
Johnstown, CO 80534
Hello,
We are writing to introduce ourselves as your new neighbors. We have purchased
property from Scott and Wayne Forbes, located at the south/east corner of County Road 54 &
Road 15. Our plan is to proceed with the Planned Unit Development that the Forbes had
initiated and to make this our home.
Our attitudes and those of perspective buyers are cooperative and supportive of the
agricultural operations in the surrounding area. We appreciate the agricultural history established
here. Our aim is to enhance the land and to contribute to the community.
This plan includes seven, three acre home sites along the north/east corner of the
property. This includes Scott Forbes' existing home. Open space will be maintained for
common use. Homeowners will agree to comply with covenant standards. The existing road
access will remain the same. Coulson Excavation Co. is in the last stages of mining. They are
aiming to begin the reclamation(restoration)of the land late this fall. We hope to get the P.U.D.
approved as soon as possible so that the land does not sit idle.
We would like to meet and discuss any questions or concerns you might have. You are
welcome to contact us:
Todd Muckier- 720 - 530 - 5831
Debra Eberl-Muckler- 303 - 570 - 4598
Sincerely,
Todd&Debra Eberl-Muckler
Eli Krebs & Jennifer Landen
Lakota Lakes Ranch
Planned Unit Development Change of Zone Application
Located in the NWl/4 AND THE N112,SW1/4,Sec 29,T5N,R67W)of the 64 P.M.
General Concept of the Development
Lakota Lakes Ranch is a seven lot Planned Unit Development located in western Weld
County north of Johnstown. Five are new lots and two exist as a part of Recorded
Exemption 0957-29-2-RE 2695. The Recorded Exemption is being incorporated into the
subdivision. The property contains approximately 80 acres,nearly 60 acres being passive
open space that is currently a mineral extraction operation that is to now in its final stages
and reclamation will begin within the next few months. The proposed use of the seven
lots is single-family residential homes on an approximate, average lot size of 3.5 acres.
The open space will be a predominately passive area to enjoy fishing,picnicking and
hiking activities. A small area(Outlot D)located on the south of the proposal and with
the river running through it,will continue to be used for pasture uses. It is expected that
the residential lots will be considered as Estate lots and the open space will continue to be
Agriculture. No buildings,except for common use picnic shelters and similar common
facilities that will be used by the homeowners as a part of the shared access,will be
expected.
Open Spaces
The site will have four Outlots: one contains the utility and access activity;one is an
open space tract adjacent to County Road 54 and the Great Western RR; the third is the
large 40 acre private,common open space with lakes for the residents of the subdivision;
and the fourth continues as a pasture.
Numbers and Types of Uses
Seven residential homes, typically 2,500 to 4,000 square feet can be expected. Some
owners may wish limited domestic pets and livestock use such as horses and 4-H
projects. Domestic pets will be maintained on the private lots and controlled from
running at large in response to Division of Wildlife concerns for wildlife. The covenants
for the subdivision will accommodate these concerns. The livestock uses will be
determined as covenants are prepared and will be consistent with Weld County Zoning
Regulations.
Accessory buildings may include garages;barns and sheds; and,other storage buildings
not to exceed a total of 3,000 square feet per lot. No more than four animal units per lot
(Lots 1 — 7)will be permitted. A Homeowner's Association will be established to
administer the Covenants and a Mandatory Association for the purpose of maintaining
the common open space and landscaping features as well as maintenance of the limited
access roadway.
Permitted Uses
Uses Allowed by Right
Lots 1 —7 - Those uses listed in Section 36.2.1, E (Estate)District of the Weld
County Zoning Resolution.
Outlots B, C and D- Those uses listed in Section 31.2, A(Agricultural)District of
the Weld county Zoning Resolution except no residential uses shall be permitted.
Accessory Uses
Lots 1 —7 -Those uses listed in Section 36.2.2, E (Estate) District of the Weld
County Zoning Resolution.
Outlots B, C, and D - Those uses listed in Section 31.3, A(Agricultural)District
of the Weld county Zoning Resolution except no residential uses shall be
permitted.
Uses by Special Review
Lots 1 —7- Those uses listed in Section 36.2.3, E (Estate)District of the Weld
County Zoning Resolution.
Outlots B, C, and D - Those uses listed in Section 31.4, A (Agricultural) District
of the Weld county Zoning Resolution except no residential uses shall be
permitted.
Bulk Requirements
Minimum Lot Size—2.5 acres.
Minimum Setback and Offset— Setback—20 feet; Offset—20 feet
Maximum Building Height—40 feet.
Maximum number of Animal Units—four(4) per lot. Out lot"D" will be allowed 4
Animal Units per acre. Animals may be kept, housed or exercised as specified by the
Homeowner's Association.
Numbers of Employees
Not Applicable.
Water Source
Little Thompson. Water taps have been purchased.
Sewer System
Individual Septic Systems. The Weld County Health Department has reviewed the
Sketch Plan submittal and found the material consistent with County standards. It is also
expected that the individual systems will be engineered. Because the septic systems can
meet Health Department standards and there is no Public system within reasonable
access, a variance from urban standards is requested.
Vehicular System
A 60-foot wide access road is proposed from an existing intersection with Weld County
Road 54 and extends the length of the site adjacent to all lots in the subdivision. It is
proposed as a private roadway built to County standards. A variance from urban road
construction is proposed based upon the location of the subdivision, The limited traffic
generated by the seven lot subdivision, reduction of drainage impacts and the use of the
road for oil and gas service vehicle traffic.
Storm Water
The developed site is located upstream from the river and the floodplain. All drainage
will be directed to the river or the lake left as a result of the gravel extraction activities.
Foundations will be designed to be elevated appropriate distance above road surface to
establish positive drainage. Over lot grading will accomplished where necessary to
establish drainage ways as determined in drainage studies completed with the preliminary
and final plat submittals.
Soils Information
Soils classification and description and Preliminary Geologic and Mineral Resource
Statement was prepared for the Sketch Plan submission by Church and Associates, Inc.
The Colby loam presents no unusual conditions for development of the site. The soils are
not considered prime for agricultural use.
Natural Features
The site contains the Big Thompson River and its attendant floodplain on the southerly
portion of the property. The mineral extraction of the commercial gravel will result in
creation of lakes that will be a part of the open space of the subdivision.
r
Commercial Minerals
The portion of the subdivision to be developed for residential use does not contain any
commercial gravel deposits. The adjacent land does contain mineral deposits and is in
the process of being developed for those minerals. An existing gas well is located on the
plat and required setback restrictions will be noted on the subdivision plat.
Floodplain, Geologic or similar Impact Issues
The site does include the Big Thompson River floodplain that is identified on the plat
map. The floodplain does not extend into the proposed residential lots. No other hazards
or conditions adversely affect the site.
Landscape Plan
A detailed Landscape Plan will be prepared for the Rezone submission. The Outlot
adjacent to the RR and Co Rd 54 will be over planted with dry land grassland species.
The open space lot that includes the gravel extraction will be reclaimed pursuant to the
approved plan by the company holding the approved permit. Lakota Lakes LLC will
seek guidance from the Division of Wildlife to create enhancement guidelines for
fisheries and waterfowl habitats. These will permit a greater enjoyment and natural value
for the future homeowners of Lakota Lakes Ranch.
Impacts
Development Guide components have been outlined in the Specific Development Guide.
The environmental issues such as noise and air quality are not significantly produced
from this scale of residential development. Preservation and restoration of the natural
environment associated with the gravel activity will have the opportunity to be improved
and enhanced as a result of the adjacent subdivision. Public services are not adversely
impacted by this development. The design makes the most of developable property and
preserves the natural amenities and protects private investment from hazards. The area
proposed for residential uses is not large enough to be considered economical to farm. It
is an isolated parcel as a result of the County Road,Rail Road, and gravel extraction.
Adjacent agricultural uses west of the site are predominately sub-irrigated pasture. East
and North of the site include irrigated farm activity and a livestock confinement use.
Services Plan
This Planned Unit Development should not impact public service providers adversely.
School impact fees required will off set school capital impacts. Long-term property taxes
support the use by school children. Fire and Emergency Services are satisfied with
adequate water pressure, hydrants and access provide adequate standards for fire and
other emergency services. Internal streets, while private, will be designed and built to
meet County standards. The adjacent public street system is adequate to absorb this
small development.
Comprehensive Plan and Code Compliance
The Weld County Comprehensive Plan relates to this property and the proposed
development in two primary ways:
• The goal to preserve prime agriculture land is consistent with this project. The
land is not considered prime and the development of this site will create lots that
may relieve pressure for lots in other less appropriate sites in the County.
• This subdivision does not conflict with the goal to locate urban development
adjacent to existing municipalities. This subdivision contains seven lots, two
already exist as a result as a previous Recorded Exemption. A variance is being
requested to reduce the requirements for paving and sewer for this project. This
subdivision has been interpreted as needing urban facilities on the basis that the
adjacent five lot Challenger Ranch and this Lakota Lakes Ranch when combined
make more than nine lots. The two developments are unique from each other.
The location of the two properties, and the unique environmental conditions
adjacent to them, however, establish the potential for rural residential lots,
clustered around natural features and non-prime agricultural land. The fact that
they are adjacent only helps promote clustering of the lots near each other while
maximizing rural open natural features but does not make the two projects urban
development. The densities are not urban. Lakota Lakes Ranch contains seven
lots in 80 acres, which is more than 10 acres per lot. This development concept,
adjacent to a development of similar concept promotes protection of agricultural
and natural resources while not impacting services.
• Facilities and services are available to adequately permit this subdivision and
meet the Public Health, Safety and General Welfare. Water has been acquired
from Little Thompson Water District. The Weld County Health Department has
approved the individual sewage system concept with the understanding each lot
will likely require an engineered system. Schools will receive payments for
capital construction at the time of development.
• Adjacent agricultural uses, including those that contain livestock concentrations,
will be acknowledged by the "Weld County Right-to-Farm" statement on all
documents and via disclosure within the covenants and all sale information. The
uses on the individual lots include limited livestock and 4-H uses which can only
occur in rural settings. The future residents will be well informed that they are in
a rural setting because the enjoyment they desire is only potential in this type of
rural location.
• The Hill and Brush Ditch Company will be accommodated as requested by the
Ditch Company further promoting the goal to promote continuing agriculture.
• Agreement with the Oil and Gas companies that develop minerals under the
subdivision are underway. Setbacks from the existing facilities and provision for
future drilling sites in the Outlots away from the proposed lots are provided for.
Specific Development Guide
Component One—Environmental Impacts
The proposed use, a rural oriented, seven-lot residential subdivision located on a limited
productive parcel of land. The adjacent minerals have been mined and the site is in the
process of reclamation. The lots will be located on the small portion of the site that has
been cultivated in the past and today is planted to a pasture/hay crop. The soils are
considered to be less than prime agricultural soils. The following are the relevant issues
that may have limited to no impact.
1. Erosion and sedimentation—The nature of a subdivision and home construction
will create earth moving and grading operations. In this case, the site will require
minimal over lot grading and with appropriate grading practices, erosion is
maintained on the premises. The ultimate ground cover as pasture/hay replace the
previously tilled operation and exposed soils. A slight reduction to runoff
siltation should be the benefit.
2. Traffic Impacts—The proposal will produce approximately 70 vehicle trips per
day. The existing road system is adequate in design and capacity to address this
modest increase in trips. No traffic study is required.
3. Analysis of the Prebles mouse habitat and Ute Ladies-tresses Orchid have been
determined to not be an issue at this site. The development's covenants will
address the Division of Wildlife's concerns for roaming of domestic pets,
notification of nuisance wildlife, and management of the pasture of animals.
4. Floodplain analysis has been accomplished to insure that the floodplain has not
been changed in any detrimental way that would adversely affect the proposed
lots.
5. The right to farm information will be incorporated into the covenants with the
specific intent of disclosure to all residents of the subdivision.
6. A weed management plan will be prepared to address concerns for controlling
noxious weeds.
7. The proposed subdivision is designed to be compatible with the adjacent
Challenger Ranch development and wildlife sanctuary. The orientation of lots
and the large open space common tracts are intended to create clustered lots away
from the major sanctuary and the open space further buffers any human activity
from the river. Generally hiking, fishing and wildlife observation will occur in
the nearly 60 open space acres.
Component Two- Service Provisions
Service provisions have been studied during the sketch plan review. No unusual
comments were received.
1. Schools will be satisfied with agreement that fees are to be collected at the time of
building permits. A bus pickup for students is currently made along County Road
54.
2. Law Enforcement requests adequate addresses posted at the entrance to the
subdivision. This will be done as a part on an entry identification. Street signage,
house addressing and homeowner association organization will be accomplished
as suggested by the Sheriffs Office. The Oil and Gas Well and facilities will be
secured for safety and visual benefits.
3. Fire Protection will be satisfied by the compliance with requirements of the
Johnstown Fire Department including additional hydrants, cul-de-sac design and
access standards.
4. Storm Drainage will be accomplished through appropriate grading of residential
foundations to create positive drainage and the large impervious area of the site.
5. Water requirements of the Little Thompson Water District are satisfied and all
needed water taps have been acquired.
6. Sewer will be addressed with individual septic systems. Each lot will be platted
with two leach field locations. At the time of a building permit, detailed soil and
percolation tests will be completed to determine the size and type of septic
system. Standard conditions of approval should address any minimal concerns.
7. The public transportation infrastructure that serves the site is considered adequate.
The internal access, as shown on the site plan, is requested to be a private street
and designed and built with a dust controlled gravel surface. A variance from the
requirements for a public and paved street is herein requested. The access
design is in large part due to the development concept for the larger rural use lots,
minimizing the impacts to the natural drainage in the area,the use of the roadway
for large oil and gas maintenance vehicles, the limited local use and the fact that
there is a private road maintenance association that will be created for the Lakota
Lakes Ranch subdivision. The design of the internal roadway will satisfy the
County standards for construction of a gravel surface and accommodate all traffic,
utility and drainage concerns. There will be a mandatory Homeowner's
Association created to establish and manage a road maintenance agreement for
the internal street. Because the County will not maintain the interior road, and
there is no connecting value to the street for public use, it is requested that with
the approval of this PUD, that the interior roadway, as depicted, be allowed to be
a private access easement with all dedications required for public utility and
emergency access.
Stop signs and street signs will be installed at appropriate locations.
No traffic study is required.
Utility easements will be established on the final plat per the County code.
8. Mail boxes are currently established on the north side of County Road 54 adjacent
to the entrance to the subdivision.
Component Three—Landscaping Elements
The landscaping for this development is all on private lots, on open spaces that are
controlled by the reclamation plans that are part of the gravel pit, or part of a natural grass
or pasture area. A small entry area will be provided by an easement from Lot 2 which
will be maintained by the association to include an entry monument identification sign
consisting on a natural stone and an adjacent address identification sign for emergency
services for identification. These signs will not exceed 32 square feet each and will be
maintained in a xeriscape feature consisting of ground cover and shrubs. Plans for this
entry will be included in the final plat for approval.
Component Four— Site Design
The following discussion addresses the intent behind the development proposal and how
it achieves the spirit behind the Comprehensive Plan policies. The proposal's
compatibility is also addressed below.
1. Site features and development objectives: The property contains nearly 80 acres.
The majority of the site will be kept as an open space natural area as a result of
the existing floodplain and nearly completed gravel extraction operation. The
property has had approximately 12 acres actively under irrigated cultivation.
2. The property is not located within a growth boundary but within a three mile area
of Greeley and Johnstown. The comments from Johnstown which has the most
potential to annex this property is the future is concern for the lake edges being
created natural and a concern that there may be a regional recreation trail in the
area. The reclamation design does account for a natural edge to the water bodies
and the open space designation will create the potential for a regional trail
sometime in the future. Greeley commented that this plan does not fit their
Comprehensive Plan in that it is not an urban development and is not a cluster and
therefore sprawl. The apparent conflict presented here by The City of Greeley's
comments are unfortunate because they do not permit any interpretation of the
specific set of circumstances This property has unique features which make it
desirable to be developed in the manner proposed: First it is utilizing non-prime
soils; second it is clustering lots on an area of non-prime soils, adjacent to an
significant natural feature made possible from intensive resource extraction; third,
by creating opportunity for rural residential sites at a single clustered location,
less pressure is placed on other sites which may have prime soils; and fourth, if
this site were to be annexed into an urban setting, it would be desired and
expected that setbacks to preserve the natural environs and low density to not
encroach or impact the natural setting would commonly be required. Such an
approach would be considered buffering a natural area from more intense urban
activity.
3. The ability to preserve prime agricultural land may be achieved when a smaller,
isolated area, such as the proposed property, can be developed thereby relieving
other less appropriate area from development pressures.
4. Uses within the PUD are residential and rural uses. Livestock will be permitted
per the limits for animal units in the code. The Homeowner's Association and the
Lakota Lakes, LLC will own and control the common area as equestrian use and
recreation use. Parts of the open space will therefore be active and some will be
passive. Should additional oil and gas development be requested, the common
tract will permit such activity separated from the housing uses.
5. Hunting restrictions have been incorporated to further enhance compatibility with
the adjacent Challenger sanctuary. The location of the lots are located as far away
from the sanctuary and are consistently placed with the lots in the adjacent
Challenger Ranch.
Component Five—Common Open Space Usages
The common open space within the PUD will be operated and maintained by a
Homeowner's Association and Lakota Lakes,LLC. The open spaces are for the common
enjoyment and use of the future residents and a mandatory program for collection of fees
for roadway maintenance and any common expenses will be established through the
Homeowner's Association. Grazing of livestock will continue on Out lot D. Outlet C
will contain lakes and natural grass areas. Pathways and limited features such as benches
and rest areas may be placed by the HOA. Out lot B is a passive grasses area which will
be maintained as a dry land grassed parcel.
Component Six- Signage
Signage for this PUD may include a single entry identification sign. In all cases signs
shall meet the requirements of Section.6.3.6.3 Sign District Regulations as prescribed
within the Weld County PUD Ordinance 197. An additional sign for identification for
Emergency Service responders will also be located at the entry.
Component Seven—MUD Impact
Not applicable
Component Eight—Intergovernmental Agreement Impacts
Not applicable
WELD COUNTY ROAD ACCESS INFORMATION SHEET
Road File#:
RE#: Date: a-if 03
Other Case#: Weld County Department of Public Works
•
111 H Street,P.O. Box 758, Greeley,Colorado 80632
Phone: (970)356-4000,Ext.3750 Fax: (970)304-6497
1. Applicant Name '4'4 a'teex n/PN, LLC. Phone 303 6a7. g6-79
Address zz/L 29l=- ."l✓<. City '�'9 Ln•'/Ma AJ/ State de Zip }6.S0/
2. Address or Location of Access 7W NG< S9 .✓oHN57-640 ./i eo. ,A705-3y-
Section Section Z9 Township T$ Range &7& Subdivision7
Weld County Road#: S4 Side of Road i Block Lot
y Distance from nearest intersection `J'rb 'AOFP.a}(,
3. Is there an existing ao ss(es)to the property? Yes
No #of Accesses 2-
4. Proposed Use:
0 Permanent 0 Residential/Agricultural 0 Industrial
❑ Temporary 0 Subdivision 0 Commercial ❑ Other
•
5. Site Sketch • wag_ I S
41 WG2 ISty
Legend for Access Description: L._
��AG = Agricultural WC2 T 1
RES = Residential -i-J
O&G = Oil&Gas
D.R. = Ditch Road a IST/Afq
O = House alai-/NFL /- REs, Accss5
.-. o = Shed /ACCESS -- k Rau)
40 ICA 1142.0
�,'ioA (rucoilA J )��- - -
Yct,`,
•
r"---
OFFICE USE ONLY:
Road ADT Date
Accidents
Road ADT Date Date
Accidents
Drainage Requirement Culvert enls- Date
Special Conditions Size Length
❑ Installation Authorized CI Information Insufficient
Reviewed By:
Title:
•
-19-
r
!EllCMEMORANDUM
• TO: Sheri Lockman, Planner DAT 4oJanuazy-2003
COLORADO
FROM: Peter Schei,P.E., Civil Engineer( //1
SUBJECT: S-594, Forbes Park Ranch P Ian)
The Weld County Public Works Department has reviewed this sketch plan request. Comments
made during this phase of the subdivision process may not be all-inclusive, as other concerns or
issues may arise during the remaining application process.
COMMENTS:
o CR 15 does not exist adjacent to the west boundary of the proposed development. The
County will require the applicant to dedicate a 30-foot right-of-way along the entire west
boundary of the section line and be shown on the change of zone plat. This will provide
the applicant with access to Outlot C and Outlot D, along with utilities.
o The applicant at change of zone must address access to property located on the south side
of Big Thompson River(Outlot D).
RECOMMENDATION:
The Public Works Department recommends approval of this sketch plan.
The applicant shall address the comments listed above at the specific step of the review
process stated. The review process will continue only when all appropriate elements have
been submitted. Any issues of concern must be resolved with the Public Works
Department prior to recording the change of zone and final plats.
PC: S-594
Email & Original: Planner
PC by Post: Applicant bl,`,t, E bef
PC by Post: Engineer Mc Re,t,
M\'PuaWmu[Mier\I-skaa P'.lt-594 Fvba pin Aria PIM(Sketch PM3)ML Page 1 of 1 IL,riva,.2 3
Juno e-mail tor looaoltkafjuno.com pnntea on weanesaay, Marcn 19, LOW, 8:i/ AM
From: EbeDeb@aoloom
To: toddo10@juno.com
Date:Wed, 19 Mar 2003 00:57:41 EST
Subject: (no subject)
Date: March 10, 2003
Debra Eberl, Manager
P.O. Box 74
Johnstown, CO 80534
303-570-4598
Weld County Public Works Department
RE: Property described as, S-594, Lakota Lakes Ranch, LLC (former Forbes Park Ranch)
Atten: Peter Shei
Please review the following response to your Jan. 14th, 2003 Memo to Sheri Lockman that addresses road
access to Outlots C& D of the said property.
Access-Weld County Public Works Department, Peter Shie, P.E., Civil Engineer, has submitted a letter to
respond to the proposed roadways. A copy was sent to Sheri Lockman, Planning Department, on January 16,
2003.
Comments include: a)A requirement for a 30 foot right of way to be dedicated along the entire west boundary of
the section line to provide access to Outlots C and D and that it be shown on the change of zone plat. •b)
Address access to property located on the south side of the Big Thompson River(Outlot D).
* Reply -a) A 30 foot right of way up to outlot C, along a portion of the west boundary, will be dedicated to the
county by the applicant. Outlot C will have an access road with the sole purpose being to access the
pasture/conservation land. This road will provide access to Outlot C but not through Outlot D. The road will then
tum to the east, connecting to the east access road. This will provide a continual road around the property for
agricultural use.
* Reply - b) Outlot D extends south, over the Big Thompson River. Outlot D is fenced off for pasture
use. There is road access to Outlot D but not through it. If necessary, we now cross the river on horseback or by
foot over a bridge. The applicant has contacted the land owner, Emanuel Betz, adjacent to Outlot D. Mr. Betz
has given verbal permission to enter his property for emergency or maintenance needs. Mr. Betz will not commit
his signature to any document.
Please advise me of any additional comments.
Sincerely,
Lakota Lakes Ranch, L.L.C.
Debra Eberl, Member
1 of 1
Noxious Weed Management Plan
For
Lakota Lakes Ranch
Lakota Lakes Ranch,LIZ
Debbie Ebert and Todd Muckier
2216 24th Avenue
Longmont,Colorado 80501
Parcel Number:
095729000049
Legal Description:
Pt NWl/4 and N1/2 SWI/4, Section 29,T5N,R67W,6th P.M.,Weld County,Colorado
General Description:
Southeast corner of County Roads 54 and 15.
Acreage:
Approximately 80 acres
Mar la ua u0: lop . ` ... .. .- — - . -- - -
Description of Land and Current Use
This property contains two primary components. The northerly 20 acres have historically
been under irrigated cultivation. It is currently seeded to a grass and alfalfa hay and
pasture treatment.
The southerly 60 acres is currently nearing completion of a 40 acre gravel extraction
operation and approximately 20 acres of livestock pasture.
Future Plans
The northerly 20 acres will be platted into seven(7),2.5 to 4 acre lots,which will include
residential yards and gardens,and limited livestock use such as horses and 441 animal
projects.
The gravel extraction will be reclaimed as follows: lakes,and agricultural pasture.
Topsoil has been stripped and saved for replacement over disturbed area. Slopes along
the lake will be back filled to a 3:1 configuration. Seed mixes will be used to reestablish
a pasture ground cover.
All land outside of residences,barns or other buildings shall be planted with ground
covers appropriate for the soil conditions at each site. Each owner shall be responsible to
maintain and water the domestically improved area within the building envelope from the
domestic water service at the site. The balance of the lot shall be seeded,as needed using
a"Dry land Pasture Mix"formulated by the Arkansas Valley Seed Company for this
locale. The mix shall include a combination of Orchard grass,Smooth Biome,Perennial
Ryegrass and Crested Wheat grass.
Animal pastures shall be divided to permit alternating animal use. Ground cover should
be allowed to grow to a height of at least 4 inches in height and be foraged to no lower
than 1 '/s inches in height.
Description of Weed Infestation
Current identified weed infestation has been identified predominately as Canada Thistle.
Additional species of Thistle and Knapweed are suspected but not dominant herbaceous
plants on the site.
Management Plan
The management plan shall consist of two parts:Mechanical and Chemical. Mowing will
be conducted during the growing season with the intent of preventing development of any
seed heads. As a general rule this will occur when the grass height approaches 4—6
inches or whenever seed buds are visible. In the fall an application of Clarity and 2,4-13
before any hard frost will be used in accordance with labeled directions.
0
PUBLIC WORKS DEPARTMENT
PHONE (970) 356-4000, EXT. 3750
FAX: (970) 304-6497
1111 H STREET
P.O. BOX 758
O GREELEY, COLORADO 80632
•
COLORADO
December 31, 2002
Debbie Eberl
2216 24th Ave
Longmont, CO 80501
Dear Ms. Eberl:
Enclosed are the guidelines for developing a noxious weed management plan. The weed species
that you should address in the management plan include; Canada thistle, musk thistle, Scotch
thistle, field bindweed, Russian knapweed, and diffuse knapweed. If you have any questions
with the guidelines or want assistance with developing a plan, please call me at
(970) 356-4000, ext 3770.
Sincerely, •
Ron Broda
Public Works Weed Supervisor
RB/pka
Enclosure
m:\wpfiles\pest\eberllet.wpd
Guidelines For Noxious Weed Management Plans
The following are general guidelines for landowners/developers to follow for
preparing a weed management plan. These guidelines also provide general integrated
weed management options for each weed species mandated for control in Weld County.
Note: It is the landowner's/developer's responsibility to control the noxious weeds
on the property as long as these weeds occur. This may mean multiple years of treatment.
Location:
1. Include name and address of owner/development.
2. Legal and general description of land and Parcel Number(An example of a
general description is: property is located North of the St. Vrain River and
East of I-25 frontage road).
3. Acreage of development/property.
Description of Land and Current Uses:
Give a brief description of the land type such as; grass pasture,
farm ground, wetland and wooded riparian area. Also provide current uses such
as; farming, grazing, wildlife cover, idle ground, etc.
Future Plans for the Land
If you plan to continue with the same use or change in the coming year provide
the use.
Description of Weed Infestation
If you don't know the weed species or acres infested on the property, contact the
Weld County Public Works Dept. at (970) 356-4000 ext.3770 for assistance or to
schedule a survey.
Management Plan
Provide the techniques you plan to use for each weed species listed on the
management plan. Various integrated management options are provided in these
guidelines for each weed species. Must be as specific as possible.
Weed Management Techniques
The methods of control are cultural, mechanical, biological, and chemical. These
methods are defined as follows:
1. Cultural—The method or management practices that encourage the growth of
desirable plants over undesirable plants.
2. Mechanical—The method or management practices that physically disrupt
plant growth including, but not limited to, tilling, mowing, burning, flooding,
mulching, hand-pulling and hoeing.
3. Biological—The use of organisms such as sheep, goats, cattle, insects and
plant diseases to disrupt the growth of undesirable plants.
4. Chemical—The use of herbicides or plant regulators to disrupt the growth of
undesirable plants.
Pick one type of control method for each weed species that is on the property.
This is what you will be implementing on a regular basis. Be sure it can be carried
out. However, if the weed infested sites occur in different habitat types such as;
pasture, riparian area, wetlands, etc. pick one type of control method for each
area. Be sure to indicate where the methods will be used.
Try to include the grass species that will be used, if reseeded and the chemicals
that will be applied.
Weed management of noxious weeds in range,pasture and non-crop sites is as
follows:
Canada Thistle
A. Mechanical and Chemical Control—Mowing will occur throughout the
growing season in order to keep the plants from going to seed. Mowing will
be terminated in late August followed by a herbicide treatment during late
September through October—before a hard frost.
B. Cultural and Chemical Control—Use of a short residual herbicide followed
by a seeding with a competitive grass such as western wheatgrass or other sod
forming species (indicate species).
C. Chemical Control Only—A herbicide application will be applied from rosette
to bud stage. This will be followed up with a fall application, if needed. The
herbicides that can be used independently or in combination with other
herbicides on Canada thistle include: Curtail, Redeem R&P, Clarity, Tordon
22K, 2,4-D, Telar and Roundup Pro. You must read the label and use a
herbicide labeled for the intended site.
Musk and Scotch Thistle
A. Mechanical and Chemical Control—Mowing will occur several times
throughout the summer, but no later than the bud stage of the thistle plants.
This will keep the plants from going to seed. A herbicide will be applied in the
fall, before a hard frost, on the new rosettes and any plants that have bolted.
B. Mechanical Control Only—Multiple mowings will be conducted throughout
the summer to keep the plants from going to seed. Potentially two to four
times during the growing season.
C. Chemical Control Only—A herbicide will be used in the spring and fall when
the plant is in the rosette stage. The herbicides that can be used independently
or in combination with other herbicides on musk and Scotch thistle include:
Curtail, Redeem R&P, Clarity, Tordon 22k, Telar, Escort, Roundup Pro and
2,4-D. You must read the label and use a herbicide labeled for the intended
site.
Russian Knapweed
A. Cultural and Chemical Control—An herbicide application,using short
residual herbicides will be used followed up by seeding the area with a
competitive grass such as western wheatgrass or other sod forming species
(indicate species).
B. Mechanical and Chemical Control—Mowing will be carried out throughout
the season with the first and successive mowing cycles carried out at the bud
stage. A herbicide treatment will be made in the fall before a hard freeze.
C. Mechanical Control Only—Multiple mowings will be carried out throughout
the season to prevent seed set. (This is the least effective option.)
D. Chemical Control Only—A herbicide will be used in the spring from bolting
to bud stage and in the fall, if necessary. The same herbicides listed above for
Canada thistle can be used on Russian knapweed.
Diffuse and Spotted Knapweed
A. Cultural and Chemical Control—Apply herbicide in early summer when the
knapweed is in the rosette up through bolt stage. Re-seed area with
competitive perennial sod forming grass (indicate species) Another herbicide
application will be applied the following year as needed to prevent plants from
going to seed.
B. Mechanical and Chemical Control—During the growing season, multiple
mowings of the knapweed, no later than the bud stage to prevent seeding. An
application of a herbicide to any plants that have re-bolted will be made in the
fall before a hard frost.
C. Mechanical Control Only - Multiple mowings will be carried out throughout
the season to prevent seed set.
D. Chemical Control Only—An herbicide application will be made during the
rosette stage (spring and fall) and while bolting. The herbicides that can be
used independently or in combination with other herbicides on diffuse and
spotted knapweed include: Curtail, Redeem R& P, Clarity, Telar, Roundup
Pro, and 2,4-D. You must read the label and use a herbicide labeled for the
intended site.
Leafy Spurge
A. Biological and Chemical Control—A combination of grazing with sheep or
goats; or the release of one of the Apthona flea beetle species will occur
during the spring and summer. This will be followed up by the application of
a herbicide in the fall before a hard freeze.
B. Mechanical and Chemical Control—Multiple mowings will be carried out
throughout the growing season with the first mowing cycle at the bud stage.
Mowing will stop during late August followed by a herbicide treatment during
late September or early October (before a hard freeze).
C. Chemical Control Only—A herbicide will be used in the spring, early summer
during the true flower stage and in the fall just before a hard freeze, if
necessary. The herbicides that can be used independently or in combination
with other herbicides on leafy spurge include: Clarity, Tordon 22K, Plateau,
Roundup Pro, and 2,4-D. You must read the label and use a herbicide labeled
for the intended site.
Field Bindweed
A. Cultural and Chemical Control—A herbicide application using short residual
herbicides will be made. This will be followed by a fall reseeding program
with a competitive sod forming grass mix. Additionally, fertilization (based on
soil tests) or irrigation will be instituted to stimulate grass growth.
B. Chemical Control Only—A herbicide will be used during the flowering stage,
typically in June and July, and in the fall just before a hard freeze, if
necessary. The herbicides that can be used independently or in combination
with other herbicides on field bindweed include: Clarity, Tordon 22K,
Roundup Pro, Paramount, and 2,4-D. You must read the label and use a
herbicide labeled for the intended site.
Dalmatian Toadflax
A. Cultural and Chemical Control—A herbicide application using a short
residual herbicide will be made up to early flowering. This will be followed be
reseeding in the fall with a competitive sod forming mix of grasses.
Additionally, fertilization (based on soil tests) or irrigation will be instituted to
stimulate grass growth.
B. Mechanical and Chemical Control—Multiple mowings will be carried out
throughout the summer when Dalmatian toadflax is in the bud stage. A fall
herbicide application will be made in October to any bolted plants, before a
hard frost.
C. Chemical Control Only—A herbicide application will be applied up to the
early flowering stage. This will be followed up with a fall application, if
necessary. The herbicides that can be used independently or in combination
with other herbicides on dalmatian toadflax include: Clarity, Tordon 22K,
Roundup Pro, or 2,4-D. You must read the label and use a herbicide labeled
for the intended site.
Azaleota ,Ikea Ra e4,4.I. e.
March 19, 2003
Johnstown Fire Protection District
100 Telep Street
Johnstown, CO 80534
Attn: Steve Seewald
Fire Prevention Bureau
RE: Lakota Lakes Ranch PUD
Located in the NW1/4 &the N1/2, SWI/4, SEC. 29,T5N, R67W, 6th P.M.
Weld County, Colorado
Dear Mr. Seewald,
We are writing to discuss our meeting,regarding the aspects of your requests for
our PUD.
You stated that a 65' radius cul-de-sac would fulfill the requirement to turn an
emergency vehicle around if needed. This has been added to the end of our access road
on the change of zone plat.
It was determined that, in order to meet the safety standards,three more fire
hydrants will be necessary. (In addition to the existing hydrant) This will be done
through Little Thompson water district.
We also understand that homes larger than 4500 square feet will need fire
sprinklers. This will be addressed in the Lakota Lakes Ranch Home Owners Association
Covenants.
Please respond if you have any other additional questions or concerns. We look forward
to meeting on the property in the near future to view and discuss these issues.
Sincerely,
Lakota Lakes Ranch, LLC
Todd Muckler,member
Debra Eberl,member
Contact#'s 720-530-5831
303-570-4598
P.O. Box 74, Johnstown, CO 80534
eri
rr
Memo
To: Weld County Planning Department
Front Dr.Jack E. Pendar, Superinte n
Datum 1/10/03 �� QJ 4t
Rs S-594 11.cl/it
Please be advised that Ms. Debra Eberl did speak with me concerning a cash-in-lieu of land dedication
fee for the school district.
Ms. Eberl stated that all builders would pay the appropriate fee that is in effect when a building permit is
issued.
This arrangement is satisfactory to the school district and we have no further objections at this time.
I would Ike to thank you for your support in this matter.
Johnstown Schools
Superintendent, Jack Pendar has responded favorably to the Lakota Lakes PUD.
His letter is attached regarding the cash in lieu of land dedication in the amount of
$750.00 for each residence building permit.
Letter attached.
Transportation, Contacted Judy Sobeski,transportation administrator,
regarding a bus stop at described location. There is an existing roadside stop on the bus
route.
r
Mar 09 00 09: 35a Div' 'ion of Wildlife l -9- !-352-2143 p. 1 '
February 28, 2000
t4qt,%of
• .Pbr wilaifs
lbw People
Larry Rogstad, District Wildlife Manager
Colorado Division of Wildlife
TO: Weld Department ofPlanning Services 304-6498
From: Larry Rogstad
•
# Pages (including cover):, k
Words of Wisdom or any): _ Please get this/these to the appropriate planner for their
files. Thanks!
People phone: 970-352-2143
Fax back: 970-352 2143
•
• DEPARTMENT OF NATURAL RESOURCES,Jim Lothhed,Emotive Director
Mar , 09 00 09: 35a Div' <ian of Wildlife 1-P' 1-352-2143 p. 3
•
et
STATE OF COLORADO
BM Owens,Governor E
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF WILDLIFE 3 k/PA?
AueahKovwRrwrnh afea '1r OF/P
John W.Mumma,Directs .
80CD Broadway • For Wildlife-
Telephone: old For People
Telephone:(:�
March 7,2000
Lairy Rmgstad District Wildil5e Manager
•
1528 28e Avenue Cohort
Greeley,Colorado 80634 Phone:970-352-2143
Kim Ogle,Planner
Weld County Planning Services
1555 North 17'`Avenue
Greeley,Colorado 80631
•
Dear ICim;
I received the packet concerning Forbes Park Ranch LLC,case number RE-2695 and have made a field
inspection of the parcel today. In this letter you will find the Division's comments concerning this case.
The parcel is located in the flood plain along the north bank of the Big Thompson River to the north of
the Challenger Gravel pit. Lot B is currently being mined as part of that operation. The 100 year flood
zone runs through the southeast corner of lot A and continues to the west along the south edge of the
harvested corn field constituting the northern portion of lot B. An active gravel operation is located
within the 100 year flood zone in the southern of lot B. From the map provided,it appears that there
are plans at some point to convert the corn field into home sites averaging 3.98 acres. The corn field
has been in production for years and seems to produce healthy crop.
The Divisions is concerned about the proximity of the 100 year flood zone to lot A and fixture home
sites that maybe developed on the upland portion of lot B. Ahhongh most oflot A is on upland
ground,it is influenced by the flood plain and flood zone of the Big Thompson River. The failed
percolation test and supplied soil profile indicating moist salty sandy clay at 9 inch depth,with standing
water at 5'6",indicates the influence ofthe river on this site. The percolation test was performed in
September when the water table should have been relatively low. According to exhibits D and E it
appears that the proposed home site may be located within the 100 year flood zone. This would require
the placement of fill within the 100 year flood zone for the home pad and possibly the septic field.
DEPARTMENT OF NATURAL RESOURCES,Greg Welcher,emotive Dkector
WILDLIFE COMMISSION,Chuck Levhla.Chairmen-Mark Lel/aney.Vice-Chalmun•Bernard L Bledc Jr.,Secretary
Rick Endrom.Member-.Philip James Member•Medenne Rasopouios,Member
Arnold Salazar,Member•Bob Shoemaker.Member •Greg Walther,Non-Valhi('Member •Don Anent.Non-Voting Member
Mar, 09 00 09: 36a - Div' -ion of Wildlife 1 -P' 1-352-2143 p. 4
The Division cannot support development that involves filling in the flood zone. Development in these
areas will be vulnerable to damage by flooding, and high water tables. Fill activity the flood zone will
also result in the narrowing of the flood channel and at some point will adversely impact neighboring
property. For these reasons,the Division would recommend placement of homes, septic systems and
out buildings toward the north end of lot A as far from the flood zone as practical
The Division of Wildlife would also urge the County to give careful consideration to the design of the
septic system. With the high water table and proximity to the flood zone there is a significant chance
that the system will at times be inundated. When this happens, a poorly designed septic system would •
adversely impact water quality and public health-downstream. If there will be large areas of pavement
ov
on site we would recommend that runoff be directed to a sedimentation basin for controlled release into
the flood zone. We would also recommend the use of suitable pasture grass mixtures for landscaping
except immediately around the home site. Homeowners often over fertilize blue grass. If this occurs
on site,the excess fertilizer would rim off or percolate down to the acquifer adversely impacting the
River ecosystem.
From my quick site visit it did not appear that there was a significant acreage of grass pasture on this
parcel in areas that may be effected by the proposed development. Lot A and the north portion of lot B
have been in yearly cultivation for row crops. Therefore the site in question does not provide the type
of habitat consistent with the needs of either Preble's Jumping Mouse or Ute Ladies Tresses Orchid.
However,if there are wet meadow pasture lands over two acres in size that will be cleared for
development, a search should be conducted for these listed species by a biologist certified for this work.
Thank you for the opportunity to review this proposal. Please call on me if you have any questions.
Sin ours,
Larry Rogstad
Cc Dave Clarkson,Area Wildlife Manager
Courtney Crawford,District Wildlife Manager
Mike Sherman,Habitat Biologist
r
ENT OF
1'- pP C7:9 i tmel,
yp United States Department of the Interior
;- 1
= ./ FISH AND WILDLIFE SERVICE
aq .9 Ecological Services
Colorado Field Office
755 Parfet Street, Suite 361
Lakewood, Colorado 80215
IN REPLY REFER TO:
ES/CO: T&E/PMJM/Survey
Mail Stop 65412
FEB 1 3 2002
Eric Be
Wildlands Consultants Inc.
1001 Jefferson Drive
Berthoud, Colorado 80537
Dear Mr. Berg:
Based on the authori conferred to the U.S. Fish and Wildlife Service (Service)by the Endangered
Species Act of 1973 (ESA), as amended(16 U.S.C. 1531 et seq.),the Service reviewed the Preble's
meadow jumping mouse,zzapus hudsonius preblei, (Preble's) survey report submitted with your
letter of November 8,2001. This report regards the Forbes Ranch Subdivision in Weld County,
Colorado (Section 29, Township 5 North,Range 67 West).
Given your compliance with the Preble's survey guidelines,the Service finds the report acceptable
and agrees that Preble's habitat is not present within the area of proposed development. Thus, the
Service concludes that development, as proposed, should not have direct adverse effects to Preble's.
Should Preble's populations exist downstream from the site, actions on the site that result in
significant modification of Preble's habitat downstream (for example, through alteration of existing
flow regimes, or sedimentation) may be subject to provisions of the ESA.
If the Service can be of further assistance,please contact Peter Plage of my staff at(303) 275-2370.
Since � J
eRoy WiCarlson
Colorado Field Supervisor
cc: Plage
Reference:Peter/PMJM2002-C
n
Wildland Consultants. Inc.
Environmental Permitting,Ecological Studies, Threatened and Endangered Species, Wetlands
Tom Honn March 17,2003
Thin.
1601 Quail Hollow Drive
Fort Collins, CO 80525
RE: Rare Plants Lakota Lakes Ranch Development,Weld County
Dear Tom,
Wildland Consultants, Inc. completed a field reconnaissance of the proposed Lakota
Lakes Ranch Development(formerly Forbes Park Ranch Development)for threatened
and endangered species. The site is located in Weld County along the north side of the
Big Thompson River(1514,R67W, S29,NW I/4). The wetlands and river bottoms along
the Big Thompson River provide potential habitat to 2 federally listed plant species:Ute
ladies' tresses orchid (Spiranthes dthrvialis),and Colorado butterfly weed(Gaura
neontexicana). The the ladies' tresses orchid occurs in wetland and riparian habitat in
drainages to the South Platte River. The Colorado butterfly weed occurs in subirrigated
alluvial bottoms in northeastern and north central Colorado.
.—
No formal surveys were completed for either of these threatened plants. All development
lots are located on agricultural land that has recently been seeded with a grass-alfalfa
mix. This agricultural zone does not provide potential habitat to these rare plants. No
impact to potential habitat for these rare plants will occur with project development. No
impacts to wetlands or riparian habitat along the Big Thompson River will occur with
project development. Areas of potential habitat along the River will remain as an open
space natural area.
Please let me know if you need any additional information regarding this project.
Sincerely,
Wildland Consultants,Inc.
, .' 4
Eric Berg
Project Manager, Wildlife Biologist
I�j
1001 Jefferson Drive,Berthoud,CO 60537— (970)532-4354(Office),(970)532-3341 (Fax)__._
4 0;d7,44 4XES' ZI7i9 ', 4,4. e.
Great Western Railroad
950 Taylor Ave.
Loveland, CO 80539
Contact: Gary Earnshaw
Phone: 970-667-6883
RE: Lakota Lakes Ranch PUD
Located in the NW1/4 &the NI/2, SW1/4, SEC. 29,T5N, R67W, 6th P.M.
Weld County, Colorado HWY 54 & WCR 15, the southeast section
The applicant has contacted The Great Western Railroad several times. David Lafferty
was the first contact. He advised us that there were no concerns other than informing all
land owners of tpe existing tracks and that there would be no intrusion on the easement
along the tracks. He would not agree to give us a signed statement,
pgry FgrIstiqw in tip IRO recent contact. He will agree to get a written response to us if
necessary. AjIt{ci w4 is Plic letter to him.
Jake gfin L„j,,F.
PORI) berj,TOW
r
Great Western Railroad
950 Taylor Ave.
Loveland, CO 80539
Contact: Gary Earnshaw
Phone: 970-667-6883
RE: Lakota Lakes Ranch PUD
Located in the NW1/4&the N1/2, SW1/4, SEC. 29,T5N, R67W, 6th P.M.
Weld County, Colorado HWY 54 & WCR 15,the southeast section
Mr. Earnshaw,
This contact is to advise that we are submitting an application to the county to build
homes on the described property. The Great Western Railroad tracks run along the east
boundary of the described property. A plat of this plan is attached for your review.
We would like your response as to any concerns the railroad might have regarding this
matter. We acknowledge that there is a 40' easement along the railroad and will plan
accordingly. You will see that no obstructions/building is proposed near the tracks. We
understand that there is to be no intrusion of the easement.
Please use the space provided for your response.
Thank you for your response. Please contact me for any questions. You can fax this
document back to me at 303-682-9674 Please call this number first, so I can turn on
the fax. I can also be reached at(cell# 303-5704598)
Lakota Lakes Ranch, L.L.C.
Debra Eberl,member
Coulson Excavating Co. , Inc.
Phone 970-667-2178
Fax If 970-667-2193
3609 N.County Road 13
Loveland,Colorado 80538
January 20, 2003
Debra Eberl
2216 24th Avenue
Longmont, Co. 80501
RE: Challenger Pit
Dear Debra,
This letter is in reference to the gravel pit site known as the
Challenger Pit operated by our company, Coulson Excavating Co. ,
Inc. The property is located in part of the West '� of Section
29, T5N, R67W of the 6th P.M. , Weld County, Colorado. Our
company has scheduled completion of mining operations for June,
2003. Reclamation of the site is scheduled to begin late summer
and fall of 2003 . Our company will not be working in the same
area as your subdivision and building lots . Our work will not
encroach on or conflict with your development plans.
If you have any questions, please call me at 970-667-2178 .
Sincerely,
Coulson Excava ' g Co. , Inc.
�y
1 � v
veCe re
Richard Coulson, President
1111R-2O-2UU3 MU II; Ii nu it r nnurninn • .-. .._
K. P.KAVFfltAZt Coscesbr .r. Inc
WORLD TRADE CCNTCR
�,'", IB75 BROADWAY. MN FLOOR
DrAIDR,COLORADO R02O2-4020
VIA FACSIMILE:(363)682A67'Ja"°"`"oa,"5"' — -- -- ——
Aats(3°3)
909 a26�l26
NO HARD COPY TO FOLLOW' " www.1,,c,,,,
March 20.2003
Todd and Debra Elberl-Muckler
Lakota Lakes Ranch,LLC
Hwy 54&Rd15
Johnstown,Colorado
RE: KPIC—Challenger 4132
Labia Lakes Ranh.LLC
NWNW W of Section 29 Township 5 North—Range 67 West,6a PM
Weld County,State of Colorado
Dear Mr and Mrs.Muckier.
K. P. Kauffman Company, Inc. (KPK) operates the subject well located in the
NW/NW of Section 29 T5N-R67W,6th PM. Under the active oil and gas lease,KPK has
the opportunity to drill four (4) additional wells within the Northwest quarter of said
Section 29. KPK will drill each well in the center of 40-acre spacing with one well in the
center of the 160 acre NW/4.
Alter reviewing the Forbes Park Ranch Sketch Plan, KPK has one existing well
within Lots 1 through 5. It is my understanding from my discussing with Mr. Muckier
that all said Lots total approximately 20 acres. KPK does not intend to reserve additional
drill sites within Lots 1-5 or the approximate 20 acres. KPK will reserve the lease right
to twin or drill additional wells) within the reserved 150 radius of the existing
Challenger 41-32 well,if the said Challenger well is plugged and abandoned.
All surface and mineral rights issues and concerns will be discussed and
negotiated with a Surface Use Agreement. Should you have any questions please contact
me at any time. Thank you for your concern on this matter.
ly,
p. 1 +MPANY,INC.
J n . ey,RLP
Manager
Zakta Ada RasS, AC'e
Date: February 26, 2003
From: Todd&Debra Eberl-Muckier and Eli Krebs
Owners of Lakota Lakes Ranch,L.L.C. (former Forbes Park Ranch)
P.O. Box 74, Johnstown, Co 80534
To: The Hill and Brush Ditch Co.
Attention Mr. Croissant,President
We,the above,have purchased the property on the south east section of County Road 54 and
road 15. Please advise us if the ditch company will have any specific concerns regarding the ditch
that runs along the west section line or that enters at the northeast corner of the property.
Plans for the property are to carry out the plan that the Forbes had started. This includes the
Planned Unit Development of seven lots along the east side of the future lake, open spaces,lakes,and
pasture land. Scott Forbes' home will be included. There will be no significnt changes in the
existing roadways and land contours. Activities and development will not impede on the ditches.
Please use the space provided for comments.
The Hill and Brush Ditch Company has/.concerns.
J . O AQ A)
Urc 6z �,, o�ao ern.tith
CO dJ�n ha.ko air -7"4'
Signed: Jim Croissant -tint. /�zra ,46.0,
President of Hill& Brush Ditch Co.
Thank You,
Todd&Debra Eberl-Muckier
Eli Krebs
Report Date: 03/20/2003 04:06PM WELD COUNTY TREASURER Page: 1
STATEMENT OF TAXES DUE
SCHEDULE NO:
r ASSESSED TO:PA
RK PARKK RANCH LLCCI° el
2216 24 AVE
LONGMONT,CO 80501
LEGAL DESCRIPTION:
PT W2 29-5-67 LOT B REC EXEMPT RE-2695 EXC SUB EXEMPT SE-843 (.27R.89D)
PARCEL: 095729000055 SITUS ADD:
TAX YEAR CHARGE TAX AMOUNT INTEREST FEES PAID TOTAL DUE
2002 TAX 781.00 0.00 0.00 0.00 781.00
TOTAL TAXES 781.00
GRAND TOTAL DUE GOOD THROUGH 03/20/2003 781.00
ORIGINAL TAX BILLING FOR 2002 TAX DISTRICT 2364-
Authority Mill Levy Amount Values Actual Assessed
WELD COUNTY 20.056 234.26 AGRICULTUR 219 60
SCHOOL DIST RE5J 29.764 347.65 NATURAL RE 40,067 11,620
NCW WATER 1.000 11.68
LTW WATER 0.000 0.00 TOTAL 40,286 11,680
JOHNSTOWN FIRE 6.480 75.69
AIMS JUNIOR COL 6.316 73.77
WELD LIBRARY 3.249 37.95
TAXES FOR FOR 2002 66.865 781.00
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER
OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURERS OFFICE WILL NEED TO BE
CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY AND MOBILE HOMES-AUGUST 1,
REAL PROPERTY-AUGUST 1. TAX UEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIERS CHECK.
P.O. Box 458
r Greeley,CO 80632
(970)353-3845 ext.3290
Weld County Treasurer
Prusuant to the Weld County Subdivision Ordinance, the attached Statement(s) of Taxes
Due, issued by the Weld County Treasurer, are evidence of the current status as of this date of all
property taxes, special assessments and prior tax liens attached to this (these) account(s).
Current year's taxes are due butnot delinquent.
•
Signed: —
Sn Date:
L� C� �X — 3 oZi®
J
r
Report Date: 03/20/2003 04:12PM WELD COUNTY TREASURER Page: 1
STATEMENT OF TAXES DUE
SCHEDULE NO: R0518001 }}}
enN ASSESSED
FORBES PARK RANCH LLC !I�
1872 BLUE RIVER OR
LOVELAND,CO 80538
LEGAL DESCRIPTION:
PT NW4 29-5-67 LOT A REC EXEMPT RE-2695(.52R)
PARCEL: 095729000054 SITUS ADD:
TAX YEAR CHARGE TAX AMOUNT INTEREST FEES PAID TOTAL DUE
2002 PROCESSING FEE 5.00 0.00 0.00 0.00 5.00
2002 TAX 0.72 0.00 0.00 0.00 0.72
TOTAL TAXES 5.72
GRAND TOTAL DUE GOOD THROUGH 03/20/2003 5.72
ORIGINAL TAX BILLING FOR 2002 TAX DISTRICT 2371 -
Authority Mill Levy Amount Values Actual Assessed
WELD COUNTY 20.056 0.21 AGRICULTUR 38 10
SCHOOL DIST RE5J 29.764 0.30
NCW WATER 1.000 0.01 TOTAL 38 10
LTW WATER 0.000 0.00
JOHNSTOWN FIRE 6.480 0.07
AIMS JUNIOR COL 6.316 0.06
THOMPSON RIVER REC 3.601 0.04
WELD LIBRARY 3.249 0.03
TAXES FOR 2002 70.466 0.72
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER
OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURERS OFFICE WILL NEED TO BE
CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY AND MOBILE HOMES-AUGUST 1,
REAL PROPERTY-AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIERS CHECK.
P.O.Box 458
Greeley,CO 80632
(970)353-3845 ext.3290
Weld County Treasurer
Prusuant to the Weld County Subdivision Ordinance, the attached Statement(s) of Taxes
Due, issued by the Weld County Treasurer, are evidence of the current status as of this date of all
property taxes, special assessments and prior tax liens attached to this (these) account(s).
Curren ear's taxes are due but not delinquent.
Signed: Date: O 3
LAKOTA LAKES
RANCH
PRELIMINARY
DRAINAGE REPORT
Weld County, Colorado
Prepared By:
Weiland, Inc.
10395 W. Colfax Ave., Suite 350
Lakewood, CO 80215
March 19, 2003
TABLE OF CONTENTS
1.0 INTRODUCTION
1.1 SITE LOCATION
1.2 SITE DESCRIPTION AND PROPOSED DEVELOPMENT
1.3 PROPOSED RECLAMATION CONDITION
1.4 FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO THE
_ SITE
2.0 HISTORIC DRAINAGE
2.1 HISTORIC BASINS AND SITE DRAINAGE
2.1 OFF-SITE DRAINAGE
3.0 PROPOSED DRAINAGE
3.1 On-Site Drainage
_ 3.2 Off-Site Drainage
4.0 SUMMARY
5.0 CONCLUSIONS
5.1 IMPACT OF THE PROPOSED IMPROVEMENTS
6.0 REFERENCES
APPENDIX A - EXHIBITS
• SITE LOCATION
• HISTORIC DRAINAGE
APPENDIX B - HYDROLOGIC COMPUTATIONS
• HISTORIC RUNOFF
• PROPOSED CONDITIONS RUNOFF
APPENDIX C - HYDRAULIC COMPUTATIONS
• DETENTION CALCULATIONS
• OPEN CHANNEL CALCULATIONS
APPENDIX D - CHARTS, TABLES, AND GRAPHS
BACK POCKET- DRAINAGE PLAN SHEETS 1 AND 2
PROFESSIONAL ENGINEER CERTIFICATION
I hereby affirm that this report for the drainage design of the Boyd Gravel Pit was
prepared under my direct supervision for the owners thereof and meets or
exceeds the criteria set forth by Weld County.
Joseph M. Wright, P.E. GI SS/
M.
State of Colorado No. 36214 ° ��i43Q�, t'. ': ,
`--
1.0 INTRODUCTION
1.1 SITE LOCATION
The Lakota Lakes Ranch development is located in the northwest quarter of
Section 29, Township 5 north, Range 67 west of the 6th prime meridian. A site
vicinity map is given as Figure 1.
1.2 SITE DESCRIPTION AND PROPOSED DEVELOPMENT
The existing topography slopes to the southwest towards the big Thompson
River. The drainage is bound by the Hill and Brush Irrigation Ditch to the North
and the Big Thompson River to the South. County Road 54 lies along the north
boundary of the property. The average slope across the property is
approximately 1 percent.
The Lakota Lakes Ranch proposed development consists of approximately 84.7
acres that has been subdivided into 7 lots and 4 outlots. The proposed
development will be residential houses (one per lot) within the 7 lots. Outlots C
and D contain a gravel mine known as the Challenger Pit. There are no existing
man made drainage improvements on the property.
1.3 PROPOSED RECLAMATION CONDITIONS
Coulson excavating is currently reclaiming the mining operation and final
reclamation will consist of allowing the current pits to fill with groundwater and
stockpiles removed from the site.
1.4 FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO THE SITE
The Federal Emergency Management Agency (FEMA) Flood Insurance Rate
Map (FIRM) pertaining to this study is located in panel 615, Community panel
080266 0615 C, dated September 28, 1982. The most recent Flood Insurance
Study (FIS) dated September 22, 1999 shows 500, 100, 50, and 10-year base
flood elevations for the Big Thompson within the vicinity of the development. The
existing FEMA floodplain crosses lots 5 through 7, however, there will be no
structures constructed in this area. All buildings constructed in these lots will
have a finished floor elevation of 4790.5. None of the structures on the
development will have basements.
2.0 HISTORIC DRAINAGE
2.1 HISTORIC BASINS AND SITE DRAINAGE
Runoff has historic flowed as sheet flow across the site to the southwest to the
Big Thompson River.
Runoff from County Road 54 flows to the south and joins the sheet flow across
the site. Runoff from the northeast in offsite basin OS-1 flows to the southwest
and is captured by the Hill and Brush Irrigation Ditch.
3.0 PROPOSED CONDITIONS DRAINAGE
3.1 ON-SITE RUNOFF
Onsite runoff from Basin A will sheet flow through the developed area to the
southwest into the northern reclaimed gravel pit. Runoff from Basin B will also
sheet flow to the southwest, however, it will be captured by a constructed grass
lined ditch flowing at a 0.5% slope to the southeast along the southern border of
the development. This runoff will be discharged into the northern reclaimed
gravel pit where it will be completely detained. The proposed grass lined ditch
will have erosion control bails placed along the direction of the flow as outlined by
Urban Drainage and Flood Control District Storm Drainage Criteria Manual.
3.2 OFF-SITE RUNOFF
All of the offsite runoff will remain to be captured by the Hill and Brush Ditch on
the northeast border of the development. It is assumed the Hill and Brush Ditch
does not currently overtop during the minor storm event.
4.0 SUMMARY
Table 1 shows summary of peak flows.
Table 1. Summary of Peak Flows Table
miii
3'` st fir' V vstaes
a3 :c i� k "'� s as 4Ii i�r�, `' '�VialtaNHA 8.4 4.3 26.7
Historic HB 19.9 8.2 51.2
OS-1 2.1 1.0 6.5
_ A 8.4 9.4 30.0
Proposed B 19.9 19.8 63.4
_ OS-1 6.8 1.0 6.5
5.0 CONCLUSIONS
5.1 Impact of the Proposed Improvements
The developed site will have minimal adverse impact with respect to drainage, on
the surrounding area. The reclaimed gravel pits will detain storm runoff for the
proposed development. All developed flows will meet or exceed the
requirements set forth by Weld County.
Appendix A
Figures
Ate/
-__ Pi
P Ile 1 C _-
_ 4800- -� O .•.> \ ( r
•
809
PROPOSED LAKOTA
LAKES DEVELOPMENT N
... \\
— cb
i �� •
ifI— O
i
'A
II CA
— 48 .: 4 �a
■ •ao
•
—
\ MS
irt0 6.
as
BM •; oo % 77 =
!� ■482•
— p • a
-\ •
\ \ %
s_ \ .s.,
( .1 ) jirxr-\-)r--\---\-'\-\,\ (1 I
LAKOTA LAKES RANCH FIGURE 1
1"=1000' o
WeNend Sugnet Inc.
�v al said VICINITY MAP SOURCE:JOHNSTO/N AND WINDSOR URGE WAD 3
NW CORNER,S29,T5N,RSIW
CO
I
k 1
k ---__ \
\ \\`__ �\ LEGEND
+ •
• \ \
1; \\ \ iv' E4sfiw COMOIA1w1
14��� ....................
...w..« .. ..• \ uasnwcovran al
I _ _ __ _ ` — — __ __ COUNTY ROAD 34 \-ti. — __ — .__ _ _~~ Y _ _\_�� _- _- — _ /1/ PioxvArH
—\'�" _ �_S �� �/ PARCEL eotm y
� `�` — .N ROW LRRIS
`\ ` `� •.:?........ \\\\ os ^r EWE OF ROOD
`\\ V ` \w� VA\A :2 �1 ® .SIGN POINT
\ \ r xI b HA �\ BASIN
\\\ \ 11 AREA
MINOR COEFF
C\\ / \ M.�ao�
\\\\`� \\ \'\ \ nR s� e t\ \ 0 FLOWVAIH
\ ;♦ \ \ ,. \ sas \\ OL\ \
♦ �.� 1 V �_ - � eorlovx�wH
�= HB \•\_`\\ ~ti\ -• I . Ii( \'I\\ ,
` 1 I \ N
\ `''( 11`,\ I 111 b \\ \ N.
` 1/4
I ;\ 1`♦ I •".. ; r I \ \ \ \
\ ! . \ 1 I • - -� \i i 1• \ l\
41 /1 I e2•\ \
1\\\ //' !`��-' \\ / II ♦\ \\` . \ \ ..
\
+ \ ; -. ♦Z C-.,„\--J / I \\ \ \ \- // ` \ y \\ \\ V"\ \ `♦\
A ' + � \ \ \1
I•.'‘',... \ \ . \\ k
vv A vvv
r' I \ \ r1
i \ \`\ \ ♦
i! t 8
/ \ q ��aeo 't\ "I\� ' •\ \ \ o
/ �` `\
` \\ �i�rl1\i — A \ t
\\ \ \ I
i
m
\ it CO
y m
1 I v vv '\ 1 \V A 3
1
I \\ \\ \\ '\ } A a !O0' 1OW 1250' JUW C
I I t N A 'lp
1 — \600 \ � III \ \ un1e: r- sav a
\ 1 l \
V A\ vv I \ A\ 0
1 \ \ ! R \
tap
REVISIONS �^ LAKOTA LAKES RANCH FIGURE 2 .0
le weN� ® Welland 1r 9ns3,Fr � HISTORIC DRAINAGE
•
RI:W.tam SUMS
1.Nwmt WM WELD COUNTY, COLORADO NMI 0051103.
Aso
Nils m RI a.
MIIat A..Fiw. OWN Wt. UMW It MR .WI
NNw. sar DEBRA EBERL JDW JMW 03/18/03 13
CO
U
)i
Appendix B
_ Hydrologic Computations
IDF TABLE FOR ZONE ONE IN THE STATE OF COLORADO
Zone 1:South Platte, Republican,Arkansas, and Cimarron River Basins
Project: Lakota Lakes
Enter the elevation at the center of the watershed: Elev= 4,800 (input)
1. Precipitation-Duration-Frequency Table
Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume III in rightmost blue columns
Return Rainfall Depth in Inches at Time Duration
Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
output output output output output output output input input
2-yr 0.29 0.45 0.56 0.78 0.99 1.13 1.23 1.40 1.80
5-yr 0.40 0.63 0.80 1.10 1.40 1.53 1.64 1.80 2.40
10-yr 0.48 0.75 0.95 1.31 1.66 1.85 1.98 2.20 2.80
25-yr 0.58 0.90 1.14 1.58 2.00 2.24 2.42 2.70 3.40
50-yr 0.67 1.04 1.32 1.83 2.32 2.52 2.67 2.90 3.80
100-yr 0.76 1.18 1.49 2.07 2.62 2.88 3.08 3.40 4.60
Note: Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths.
2. Rainfall Intensity-Duration-Frequency Table
Return Rainfall Intensity in Inches Per Hour at Time Duration
Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
output output output output output output output output output
2-yr 3.45 2.67 2.26 1.56 0.99 0.57 0.41 0.23 0.08
5-yr 4.86 3.77 3.18 2.21 1.40 0.77 0.55 0.30 0.10
10-yr 5.79 4.49 3.79 2.63 1.66 0.92 0.66 0.37 0.12
25-yr 6.96 5.40 4.56 3.16 2.00 1.12 0.81 0.45 0.14
50-yr 8.06 6.26 5.28 3.66 2.32 1.26 0.89 0.48 0.16
100-yr 9.10 7.06 5.96 4.13 2.62 1.44 1.03 0.57 0.19
UD-Rainzone Design Storms.xls, Z-1 3/20/2003, 10:41 AM
IMM
One-Hour Rainfall Depth Design Char(
3.00 -
2.62 ♦
2.50 - I ---
' 2.32
2.00 - - x;00
t
1.66
.c
$ 1.50 -
-
O 1.40 •
Ts
ac
1.00 --
0.99♦ �
0.50 I
' I
0.00 -
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
Return Period
UD-Rainzone Design Storms.xls, Z-1 3/20/2003, 10:41 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Lakota Lake
Catchment ID: Historic Drainage
I. Catchment Hydrologic Data
Catchment ID= HS-A
Area= 8.44 Acres
Percent Imperviousness=
NRCS Soil Type= A, B,C, or D
._ II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)^C3
Design Storm Return Period,Tr= 100 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.62 inches (input one-hr precipitation—see Sheet"Design Info")
w„ III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C=
Overide Runoff Coefficient,C= 0.50 (enter an overide C value if desired,or leave blank to accept calculated C.)
-- 5-yr. Runoff Coefficient, C-5=
Overide 5-yr. Runoff Coefficient,C= 0.15 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
overland LEGEND
Reach 1 t]ati.
` Reach 2 O Beginning
Flow Direction
i
Reach 3 Catehm
- Bou y
ndary__
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swalesl Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2 5 5 L 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0100 500 0.15 0.22 38.35
1 0.0100 75 5.00 .0.50 2.50
2
3
4 5
Sum 575 r Computed Tc= .. 40.85
Regional Tc=:: 13.19
IV.
Peak Runoff Prediction using Computed Tc ediction using Regional Tc
Rainfall Intensity at Tc, I = 3.40 inch/hr Rainfall Intensity at Tc, I= 6.31 inch/hr
Peak Flowrate,Qp= 14.36 cfs Peak Flowrate,Qp= 26.62 cfs
Historic Drainage HS-A-Major Storm.xls,Tc and PeakQ 3/20/2003, 10:37 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD••: :'::.::
Project Title: Lakota Lake
Catchment ID: Historic Drainage
I. Catchment Hydrologic Data
Catchment ID= HS-A
Area= 8.44 Acres
.— Percent Imperviousness=
NRCS Soil Type= A,B,C, or D
II. Rainfall Information I(inchlhr)=C1 •P1 /(C2+Td)"C3
Design Storm Return Period,Tr= 5 years (input return period for design storm)
C1 = 28.5Q (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.40 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
.................
Runoff Coefficient,C=
Overide Runoff Coefficient, C= 0.15 (enter an overide C value if desired,or leave blank to accept calculated C.)
-- 5-yr. Runoff Coefficient, C-5=
Overide 5-yr. Runoff Coefficient, C= 0.15 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
lllu;itration
----- -
overland LEGEND
Reach 1 flaw
Reach 2. O Beginning
• Flow Direction
Reach 7 Catchment
Bo nnaary
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways , (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
_ input input output input output output
Overland 0.0100 500 0.15, 0.22 38.35
1 0.0100 75 5.00 0.50 2.50
2
3
4
5
Sum 575 Computed Tc= 40.85
Regional Tc= 13.19
IV.
Peak Runoff Prediction using Computed Tc ediction using Regional Tc
Rainfall Intensity at Tc, I= 1.82 inch/hr Rainfall Intensity at Tc, I= 3.37 inch/hr
Peak Flowrate,Op= 2.30 cfs Peak Flowrate,Qp= 4.27 cfs
Historic Drainage HS-A-Minor Storm.xls,Tc and PeakQ 3/20/2003, 10:37 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD " ' •
Project Title: Lakota Lake
Catchment ID: Historic Drainage
I. Catchment Hydrologic Data
Catchment ID = HS-B
Area= 19.92 Acres
Percent Imperviousness=
NRCS Soil Type= A,B, C,or D
II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3
Design Storm Return Period, Tr= 100 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.62 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient, C=
Overide Runoff Coefficient, C= 0.50 (enter an overide C value if desired,or leave blank to accept calculated C.)
-- 5-yr.Runoff Coefficient, C-5=
Overide 5-yr. Runoff Coefficient,C= 0.15 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
-------
•
mierland LEGEND
Roach
Reach 2 O Beaming
Flaw Direction
Reach 3 Catchment
$oundary
MRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales! Shallow Paved Swales
"— Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 1 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0100 500 :0.15 0.22 38.35
1 0.0100 1,318 5.00 0.50 43.93
2
3
4
5
Sum 1,818 Computed Tc= 82.29
Regional Tc= 20.10
IV.
Peak Runoff Prediction using Computed Tc edlction using Regional Tc
..� Rainfall Intensity at Tc, I = ,.:'2.13 inch/hr Rainfall Intensity at Tc, I= 5.14 inch/hr
Peak Flowrate, Qp= 21.22 cfs Peak Flowrate,Qp= 51.20 cfs
.— Historic Drainage HS-B-Major Storm.xls,Tc and PeakQ 3/20/2003, 10:38 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Lakota Lake
Catchment ID: Historic Drainage
I. Catchment Hydrologic Data
Catchment ID= HS-8
Area= 19.92 Acres
Percent Imperviousness=
NRCS Soil Type= A, B,C,or D
II. Rainfall Information I(inch/hr)=C1 *P1 l(C2+Td)AC3
Design Storm Return Period,Tr= 5 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.40 inches (input one-hr precipitation—see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C=
Overide Runoff Coefficient,C= 0.15 (enter an overide C value if desired,or leave blank to accept calculated C.)
5-yr.Runoff Coefficient,C-5=
Overide 5-yr. Runoff Coefficient,C= 0.15 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
eve rind LEGEND
Reach 1 flew
— Reach 2• 0 Beginning
• Flew Direction
— Reach 3 Catchnunt
Boundary
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 I 5 I 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ff/ft ft C-5 fps minutes
input input output input output output
— Overland 0.0100 500 0.15 0.22 38.35
1 0.0100 1,318 5.00 0.50 43.93
2
3
4 _.
5
Sum 1,818 Computed Tc= 82.29
Regional Tc= 20.10 <.
IV.
Peak Runoff Prediction using Computed Tc ediction using Regional Tc
Rainfall Intensity at Tc, I= 114 inch/hr Rainfall Intensity at Tc, I= 2.75 inch/hr
Peak Flowrate,Qp= P 3.40 cfs Peak Flowrate,Qp= 8.21 cfs
.— Historic Drainage HS-B-Minor Storm.xls,Tc and PeakQ 3/20/2003, 10:38 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Lakota Lake
Catchment ID: Developed Drainage
._ I. Catchment Hydrologic Data
Catchment ID= A
Area= 8.44 Acres
Percent Imperviousness=
NRCS Soil Type= A, B,C,or D
II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)"C3
Design Storm Return Period, Tr= 100 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.62 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient, C=
Overide Runoff Coefficient, C= 0.60 (enter an overide C value if desired,or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5=
Overide 5-yr. Runoff Coefficient, C= 0.35 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
illustration
-----•
Overland LEGEND
Reach 1 flow
Reach 2• O Bing
Flow Diction
Catchment
-- Reach 3 Boaadar/
NRCS Land Heavy Tillage! Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture! Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0100 383 0.35 0.24 . • 26.50
1 0.0100 541 15.00 1.50 .• 6.01
2
3
'- 4
5
Sum 924 Computed Tc= 32.51
Regional Tc= 15.13
Iv.
Peak Runoff Prediction using Computed Tc ediction using Regional Tc
Rainfall Intensity at Tc, I = 3.92 inch/hr Rainfall Intensity at Tc, I = 5.92 inch/hr
Peak Flowrate, Qp= 19.84 cfs Peak Flowrate, Qp= 29.99 cfs
Imn Developed Drainage A Major Storm.xls,Tc and PeakQ 3/20/2003, 10:36 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL.METHOD
Project Title: Lakota Lake
Catchment ID: Developed Drainage
I. Catchment Hydrologic Data
Catchment ID= A
Area= 8.44 Acres
Percent Imperviousness= %
NRCS Soil Type= A, B,C,or D
II. Rainfall Information I(inchfhr)=C1 *P1 /(C2+Td)AC3
Design Storm Return Period,Tr= 5 years (input return period for design storm)
Cl = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.40 inches (input one-hr precipitation—see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C=
Overide Runoff Coefficient, C= 0.35 (enter an overide C value if desired, or leave blank to accept calculated C.)
._ 5-yr.Runoff Coefficient,C-5=
Overide 5-yr. Runoff Coefficient,C= 0.35 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
lllustratiQ.n
-------
-!
overland LEGEND
Reach 1 flow
Reach 2 0 Beginning
now Direction
Catchment
�- Reach 3 Boundary
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 J 5 7 1 10 15 20
Calculations: Reach Slope Length Syr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output _ output
Overland 0.0100 383 0.35 0.24 26.50
1 0.0100 541 15.00 -1.50 . 6.01 > .
2
3
4
5
Sum 924 Computed Tc= 32.51
Regional Tc= 15.13
IV.
Peak Runoff Prediction using Computed Tc ediction using Regional Tc
Rainfall Intensity at Tc, I= 2.09 inch/hr Rainfall Intensity at Tc, I = 3.17 inch/hr
Peak Flowrate,Qp= 6.19 cfs Peak Flowrate,Qp= 9.35 cfs
Developed Drainage A Minor Storm.xls,Tc and PeakQ 3/20/2003, 10:36 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I
Project Title: Lakota Lake
Catchment ID: Developed Drainage
I. Catchment Hydrologic Data
Catchment ID= B
Area= 19.92 Acres
Percent Imperviousness=
NRCS Soil Type= A,B,C,or D
II. Rainfall Information I(inch/hr)=Cl *P1 l(C2+Td)AC3
Design Storm Return Period,Tr= 100 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.62 inches (input one-hr precipitation—see Sheet"Design Info")
Ill. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C=
Overide Runoff Coefficient,C= 0.60 (enter an overide C value if desired,or leave blank to accept calculated C.)
._ 5-yr.Runoff Coefficient,C-5=
Overide 5-yr. Runoff Coefficient,C= 0.35 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
illustration
• overland •
flowLEGEND
Reach 1
Reach 2• 0 Beginning
• Flow Direction
^ Reach 3 Catchment
Hovndazy
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 I 7 10 1 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0100 500 0.35 -.`0.28 30.28
1 0.0100 1,110 15.00 .:1.50 ';: 12.33
2
3
4
5
Sum .':.1,610 Computed Tc= 42.61.
Regional Tc= 18.94
IV.
Peak Runoff Prediction using Computed Tc ediction using Regional Tc
Rainfall Intensity at Tc,I= =3.31 inch/hr Rainfall Intensity at Tc, I= :" 5.30 inch/hr
Peak Flowrate,Qp= " : 39.61,cfs Peak Flowrate,Qp= ' 63.36 cfs
._ Developed Drainage B Major Storm.xls,Tc and PeakQ 3/20/2003, 10:37 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Lakota Lake
Catchment ID: Developed Drainage
I. Catchment Hydrologic Data
Catchment ID= B
Area= 19.92 Acres
Percent Imperviousness=
NRCS Soil Type= A, B,C,or D
II. Rainfall Information I(inch/hr)=C1 "P1 I(C2+Td)"C3
Design Storm Return Period,Tr= 5 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.40 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C=
Overide Runoff Coefficient,C= 0.35 (enter an overide C value if desired,or leave blank to accept calculated C.)
5-yr.Runoff Coefficient,C-5=
Overide 5-yr. Runoff Coefficient,C= 0.35 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
overflow
1and LEGEND
Reach 1
'— Reach 2• O Beginning
• Flaw Direction
Reach 3 Catct rent
Ho.nd ry
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 I 7 II 10 I 15 J 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0100 500 c -.0.35 0.28 30.28
1 0.0100 1,110 15.00 < 1.50 12.33 2
3
4
5
Sum 1,610 Computed Tc= ' 42.61
Regional Tc= 18.94
IV.
Peak Runoff Prediction using Computed Tc adiction using Regional Tc
,.� Rainfall Intensity at Tc, I= ?1.77 inch/hr Rainfall Intensity at Tc,I = 2.83 inch/hr
Peak Flowrate,Qp= 12.35 cfs Peak Flowrate,Qp= 19.75 cfs
Developed Drainage B Minor Storm.xls,Tc and PeakQ 3/20/2003, 10:37 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Lakota Lake
Catchment ID: Historic Drainage
I. Catchment Hydrologic Data
Catchment ID= OS-1
Area= 2.11 Acres
Percent Imperviousness=
NRCS Soil Type= A, B,C,or D
II. Rainfall Information I(inchlhr)=Cl•P1 l(C2+Td)^C3
Design Storm Return Period,Tr= 100 years (input return period for design storm)
C1 = 2850 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.62 inches (input one-hr precipitation—see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C=
Overide Runoff Coefficient,C= 0.50 (enter an overide C value if desired,or leave blank to accept calculated C.)
5-yr.Runoff Coefficient, C-5=
Overide 5-yr.Runoff Coefficient, C= 0.15 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
overland LEGEND
Reach 1 flow
Reach 2• O Beginning
Flow Direction
• E
^ Catclunent
Reach 3
Honndasy
L
NRCS Land Heavy Tillage/ Shod Nearly Grassed Paved Areas 8.Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 [ 5 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
Ml ft C-5 fps minutes
input input output input output output
Overland 0.0100 147 0.15 0.12 -20.80 .
1 0.0100 601 15.00 1.50 6.68
2
3
4
5
Sum 748 Computed Tc= 27.47
Regional Tc= 14.16
IV.
Peak Runoff Prediction using Computed Tc ediction using Regional Tc
Rainfall Intensity at Tc, I= 4.33 inch/hr Rainfall Intensity at Tc, I= '.:6.11 inch/hr
Peak Flowrate,Qp= ,_- 4.57 cfs Peak Flowrate,Qp= - 6.45 cfs
Historic Drainage OS-1 -Major Storm.xls,Tc and PeakQ 3/20/2003, 10:39 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: Lakota Lake
Catchment ID: Historic Drainage
I. Catchment Hydrologic Data
Catchment ID= OS-1
Area= 2.11 Acres
._ Percent Imperviousness=
NRCS Soil Type= A,B,C,or D
II. Rainfall Information I(inchlhr)=C1 *P1/(C2+Td)AC3
Design Storm Return Period,Tr= 5 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.40 inches (input one-hr precipitation--see Sheet"Design Info")
III. Analysis of Flow Time(Time of Concentration)for a Catchment
Runoff Coefficient,C=
Overide Runoff Coefficient, C= 0.15 (enter an overide C value if desired,or leave blank to accept calculated C.)
�- 5-yr.Runoff Coefficient,C-5=
Overide 5-yr.Runoff Coefficient,C= 0.15 (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.)
Illustration
mraland LEGEND
Reath 1
Reach 2• O Bela h g
Flaw Dimction
Reach 3 Catchment
Boundary
NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas&
Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales
Lawns Ground Waterways (Sheet Flow)
Conveyance 2.5 5 L 7 10 15 20
Calculations: Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey- Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.0100 147 0.15 0.12 20.80
1 0.0100 601 15.00 1.50 6.68
2
3
4
5
Sum ! 748 Computed Tc= 27.47
Regional Tc= 14.16
IV.
Peak Runoff Prediction using Computed Tc adiction using Regional Tc
Rainfall Intensity at Tc, I= 2.31 inch/hr Rainfall Intensity at Tc, I= 3.27 inch/hr
Peak Flowrate,Qp= 0.73 cfs Peak Flowrate,Qp= 1.03 cfs
�— Historic Drainage OS-1 -Minor Storm.xls,Tc and PeakQ 3/20/2003, 10:40 AM
Appendix C
Hydraulic Computations
LA VEA/fcN%rot/ I/ocunr - - - 3,9
3 hr- , I0O7i CrogM[v4SEt' Vocutr
ASswhPTION Q Assu,ir No ourFcow, POND wiLi-
CA PrviZe7 E,vr/M C ? ArC7o,M
— a
O ASS Lim E Tce,i ✓(, uc 4 a r�7,/ IC co
Y0OGkt 4 Pq
C
o p
_ d I
,- U
N
I
N
c
._
OC
Z w
_ I
+-3 �r
V+ ' ( dp " ( 31,r )
-n 2
3ASIA) A :
V4 : (3o. c<s )( ? 1„r ) 4 ?6oO s 4 1 o.c
Z. Y5601
3/4 etc - I;
Qc.5 inl E : v+ = �� �. cl c cs) (3 4 r ) 36 00 s 4 I ac
7- br 4cU6o t f
a 9. 9 at-ft
1r44 ✓oc une - St ? f 7 9 - // , ac- 4
Ditch.txt 3/19/2003
Channel Calculator
Given Input Data:
Shape Trapezoidal
Solving for Flowrate
Slope 0.0100 ft/ft
Manning's n 0 .0300
Depth 1.5000 ft
Height 2.5000 ft
Bottom width 0.0000 ft
Left slope 0.3330 ft/ft (V/H)
Right slope 0.3330 ft/ft (V/H)
Computed Results:
Flowrate 26.6759 cfs
Velocity 3.9480 fps
Full Flowrate 104.1637 cfs
Flow area 6.7568 ft2
Flow perimeter 9.4954 ft
Hydraulic radius 0 .7116 ft
Top width 9.0090 ft
Area 18.7688 ft2
Perimeter 15.8256 ft
Percent full 60.0000 %
— Critical Information
Critical depth 1.3745 ft
Critical slope 0.0159 ft/ft
Critical velocity 4.7022 fps
Critical area 5.6731 ft2
Critical perimeter 8.7006 ft
Critical hydraulic radius 0.6520 ft
Critical top width 8.2550 ft
�.� Specific energy 1.7422 ft
Minimum energy 2 .0617 ft
Froude number 0 .8037
Flow condition Subcritical
1
-- Appendix D
Reference Material
Table 602
Recommended Runoff Coefficients and Percent Impervious
Land Use or Surface Percent Runoff Coefficients
—
Characteristics Impervious 2-yr 5-yr 10-yr 100-yr
Business
—
Commercial 95 .87 .87 .88 .89
Neighborhood 70 .60 .65 .70 .80
Residential
— Single-family * .40 .45 .50 .60
Multi-unit (detached) 50 .45 .50 .60 .70
Multi-unit (attached) 70 .60 .65 .70 .80
—
/2 acre lot or larger * .30 .35 .40 .60
Apartments 70 .65 .70 .70 .80
Industrial
—
Light Areas 80 .71 .72 .76 .82
Heavy Areas 90 .80 .80 .85 .90
Parks, Cemeteries 7 .10 .18 .25 .45
Playgrounds 13 .15 .20 .30 .50
Schools 50 .45 .50 .60 .70
--, Railroad yard areas 20 .20 .25 .35 .45
Undeveloped Areas
Historic Flow Analysis 2 I .05 I .15 I .25 I .50
—
Streets
Paved 100 .87 .88 .90 .93 _
—
Gravel (packed) 40 .40 .45 .50 .60
Drive and Walks 96 .87 .87 .88 .89
Roofs 90 .80 .85 .90 .90
— Lawn, sandy soil 7 .10 .18 .25 .45
Lawn, Clayey soil 7 .10 .18 .25 .45
* See Figure 603 for percent impervious.
Note: These Rational Method formula coefficients may not be valid for large basins.
6-8
i •
) I I I I I I I I I I I I I I I I I
I
was \ APPROXIMATE SCALE
/Th'th / 1COO1 '0 WOO FEET
ICIN
Illk lithea,
J -L--� ZONES \
j. -
F���' WOW OM Y6rua rnua
V • �J II
-I-\ all I\ i H FRIA
/ ROOD WSUNAMCF RATE MAP
II i
ZONE B o \ WELD
i °V4Po COUNTY,
(\ illy COLORADO
UNINCORPORATED AREA
29 28
\,7 ZONES \ \ i III PAYEL 6150E 1075 �•••yp
b �r _ I (h\sik ZONE C M �. ' \_\
i / \
CIIM INITI PANEL MIER
_.-�" ZONE B �-� PI 010166 0615 C
I��d MAP REVISED.
\\ ZONE B ill
\ SEPTEMBER 16.1981,
Hardman
IJ .sd.n.P.w n ar...R...R
ee.r e..s.amw......
ZONES .
c.J^-...
u
ZONE B —. \ ,t• \` ZONE
...pa.'to`e das an Ins
FLOODPLAIN ANALYSIS
MODELING REPORT FOR
_ PROPOSED LAKOTA LAKES
RANCH DEVELOPMENT
Weld County, Colorado
Prepared By:
Weiland, Inc.
10395 W. Colfax Ave., Suite 350
Lakewood, CO. 80215
March 19, 2003
TABLE OF CONTENTS
1.0 INTRODUCTION 1
2.0 SITE LOCATION 1
3.0 RIVER VALLEY SETTING AND GEOMORPHOLOGY 1
4.0 PREVIOUS STUDIES 1
5.0 SITE SURVEY 2
6.0 FLOODPLAIN ANALYSIS 2
7.0 CONCLUSION 4
8.0 PROFESSIONAL ENGINEERING CERTIFICATION STATEMENT 5
Appendix A— Figures and Drawings
Appendix B — HEC-RAS Output
Appendix C — Relative documents and figures
Pocket— Exhibit A
Lakota Lakes Ranch Floodplain Analysis March 19, 2003
1.0 INTRODUCTION
The Lakota Lakes Ranch proposed development consists of approximately 84.7
acres that has been subdivided into 7 lots and 4 outlots. The proposed
development will be residential houses (one per lot) within the 7 lots. Outlots C
and D contain a gravel mine known as the Challenger Pit. Coulson excavating is
currently reclaiming the mining operation and final reclamation will consist of
allowing the current pits to fill with groundwater and stockpiles will be removed
from the site. Currently, the FEMA floodplain extents runs along the southern
edge of the lots crossing into lots 5, 6, and 7. The purpose of this report is to
calculate the new floodplain extents due to the mining reclamation along the
southern border of the 7 lots.
2.0 SITE LOCATION
The Lakota Lakes Ranch development is located in the northwest quarter of
Section 29, Township 5 north, Range 67 west of the 6th prime meridian. A site
vicinity map is given as Figure 1.
3.0 RIVER VALLEY SETTING AND GEOMORPHOLOGY
The proposed development is adjacent to approximately 3000 ft of Big
Thompson River frontage (Figure 1). The surrounding valley setting consists of
a broad, relatively flat valley bottom approximately 4000 ft wide. The valley
generally trends east west in this area.
4.0 PREVIOUS STUDIES
The Federal Emergency Management Agency (FEMA) Flood Insurance Rate
Map (FIRM) pertaining to this study is located in panel 615, Community panel
080266 0615 C, dated September 28, 1982. The most recent Flood Insurance
Study dated September 22, 1999 shows 500,100,50, and 10-year base flood
elevations for the Big Thompson within the vicinity of the development. These
elevations match the elevations of a US Army Corp of Engineers (USAGE) study
of the Big Thompson dated February 1978. Table 1 outlines the flow data used
from the USAGE study.
Table 1 —Peak discharge data from FIS used for this study.
Peak Discharge(cfs)
Drainage Area
Location (m12) 10-year 50-year 100-year 500-year
Big Thompson River
Upstream from Little 613 2,200 4,700 6,500 12,000
Thompson River
1
Lakota Lakes Ranch Floodplain Analysis March 19, 2003
5.0 SITE SURVEY
Weiland, Inc. (WSI) performed a topographic survey of the Big Thompson in the
vicinity of the development to effectively analyze the effects of the changes in
topography within the existing floodplain. The floodplain survey was located
within the Johnstown and Windsor Quadrangles northwest quarter of Section 29,
Range 67 West, Township 5 North. The control for the survey began at the West
quarter of section 29, Township 5 north, Range 67 west. An aluminum cap was
found with PLS reference to 12374 set March 16, 1998. The back sight was the
northwest corner of section 29, Township 5 north, Range 67 west. An aluminum
cap with PLS reference 12374 was set on September 21, 1993. The vertical
control was set with a USGS Benchmark at an elevation of 4826 feet above
mean sea level (NADV 29 datum). The survey used State Plane Coordinates,
North Zone, NAD 27 standards with a scale factor of 0.9998. The survey was
closed with a vertical distance error of 0.03 ft. and a horizontal error of 1.80 ft.
6.0 FLOODPLAIN ANALYSIS
Analyses of the hydraulic characteristics of the Big Thompson River in the vicinity
of the development were performed to show the current floodplain effects due to
the mining reclamation. The water surface elevations were computed using the
U.S. Army Corps of Engineers HEC-RAS step-backwater computer program.
Cross sections used for this model were field surveyed and additional cross
sections were secured as necessary using the topographic map generated from
this survey. Because an existing effective model for this reach could not be
located, a duplicate effective model was created by WSI to represent the existing
conditions. The cross sections for this model are shown in Exhibit A.
_ The duplicate effective model was used to calculate the 100-yr water surface
elevation (WSEL) and 100-yr floodway. The WSEL, in turn, was used to
delineate the floodplain onto the newly surveyed topography. For modeling
purposes, the downstream water surface elevation for the 100-year flow was set
to 4787.2 ft corresponding to USACE section 63 and FEMA section CB. The
upstream water surface elevation does not tie into the FEMA FIS most likely
because the topology within the floodplain has changed extensively since the
FIS.
The channel roughness factors (Manning's "n") were estimated to be 0.06 for the
overbank areas and 0.04 for the main channel. This comes from a mixed result
of the previous literature for the Big Thompson and field observations. Plate 1
shows a photograph taken during the time of the survey used for this report.
2
Lakota Lakes Ranch Floodplain Analysis March 19, 2003
• • r 1 , i ',{ 14� r 1 ,l id 1 ( p a
b li ,I1 y 19. I .3 ,4y� „ ,i+i 1 '�.r4
i I/Oi 1 ♦ H ,4I pp li N i ,� 1 ,nllA , . , ;1 ,II �� 1,Y',
1., ALA
1 999 1 p{ i ,s �i �1 k;d ,�i{ ulli
j^h�r5 f ,lti l l yg�I,, '. 1.�IId�G 11 11 Qilll�il�i�° • �1�t I�' i i�
4111 iS n fl I A�{Id t � H�t,q,Ty! ,��11»I i�' il' Ir 9 1 l� fl II �,�
4�y u I y 77
Vtl' M�i 411,Y15A 61 .�i X41 ,� t. i t t
r41 F ul� �fi 6 ' 1 , n'l l 1 ill n nyy P: ,I� ir,l
PI a tin
/` „,,
' 1
LW
1 1e°Ai h .
n. tlt• 4v
ye=1 r 1 y[ f �14 J
k1J
• v 'Ptp� r
tat
1."llI ,t a
Plate 1 —Looking Upstream along Big Thompson River
For the reclaimed mining pits within the study, it is assumed they will be full of
water during a 100-year event. Because this flow can be considered ineffective,
the pit area was modeled as a blocked obstruction with an elevation set to the
estimation spillway elevation for that pit. The channel roughness factor was set
to be 0.02 for water that is conveyed over the ponded water.
The duplicate effective model indicates the development is located outside of the
floodplain. This is primarily because the floodplain is completely filled inside the
ponds left from the reclaimed Challenger Pit mining operation. Table 2 shows
the water surface elevations for each section for this model. Detailed HEC-RAS
output is included in the Appendix B.
Table 2— Existing and Proposed Water Surface Elevations
River Duplicate Effective
Station WSEL(ft)
78421 4795.2
78009 4794.6
77376 4792
76558 4788.7
75707 4788.3
74937 4788.1
_ 74387 4787.7
73720 4787.2
3
Lakota Lakes Ranch Floodplain Analysis March 19, 2003
The 100-year floodway was calculated using channel encroachment methods to
obtain at least a 1.0 ft increase in water surface elevation. The two HEC-RAS
methods used for this model are as follows:
1) Method 1 —A left and right encroachment station is specified and the
new water surface elevation is computed.
2) Method 4 —A target elevation difference is specified and the
encroachment stations are computed to meet the target.
Method 4 was first used to establish the left and right encroachment stations and
this information was translated into Method 1 for a final model simulation.
Exhibit A shows the duplicate effective floodway delineation.
7.0 CONCLUSION
The proposed Lakota Lakes Ranch development will take place in Lots 1 through
7 as shown in Exhibit A. These lots are located completely outside of the 100-
year floodplain and floodway.
4
Lakota Lakes Ranch Floodplain Analysis March 19, 2003
8.0 PROFESSIONAL ENGINEER STATEMENT
I, Joseph M. Wright, herby certify that myself and people under my direct
supervision have prepared this report. All data and calculations are, to the best
of my knowledge, correct and in compliance with the criteria set forth by Weld
County.
p00 Pre.-
/
Signed: ' 1�
r • /
••• •••••
070N ‘7
Joseph M. Wright -"""_
Registered Professional Engineer
State of Colorado No. 36214
5
APPENDIX A
Figures
\ckY&- �/ µ9p0
/7' y ______y
/
27
c:-..
4800 � Z--
)
809
PROPOSED LAKOTA .. : ! >
/ LAKES DEVELOPMENT \___-5) ``
7 I.
a V ,
11 \\
_ 1 0 • N
Ali
it
0 0
ii 'A
_ r � : _ a es
IS
o t_ o
BM •o
/'
./ ' 482. - - -N . it I . - \ ICI
a
_ ir-r7 \A (? I
LAKOTA LAKES RANCH FIGURE 1
1"=1000'
Welland Sugnet Inc. a
rir
EnvronmeneJr '"` VICINITY MAP SOURCE:JOHNSTON*,AND WINDSOR USGS CURD 3
NW CORNER.S29 TSN,ROAN
W
I
2/ /
LEGEND
�►" _ NMwFina1 --\-- Enna cram
/ /� /-
�// / ]�. •w `1� � WS moss!senor
/ 4
yy •ycOri �i:E:-:-:� WNeN R000'WN
/ i . " - -..� \ \ rewenrcrne
/-''1 .y� // "- \ rWCOM1NN Ed1NGVlY
\` / � \ - \
��9 / ` r�
{
/ -. .
«` I
j ......W. / /( \_ .r\• r l / ! 1 - I // I J/ / �j \ if
/ / _ — '—_,-..--.7.„.....„ — —/ .- ««.' 1 "/ ,�c / •.'/ ' J 1 • k--/ / / j •��al_ \ L -- f/
C
rte— if.1 1 ! --
\ •
\
\ a
\ E
\ a®
\ 9
\
\ a 2W 4W 5W JUR c
\ ,• \ r •a
SCALE:r- WO _..
IC
I
nee I`E""1O'S LAKOTA LAKES RANCH EXHIBIT A -§®��� d� � liai Welland S�ugnec.Env FLOODPLAIN ANALYSIS STUDY Satin ra
VMS W.Corn Sues SO acre owsa .n d
Lakewood CO ion WELD COUNTY, COLORADO r:20
ph)m-�s�l V r.w.w tARMORED a DEBRA EBERL o �K aim. o.n 03118/03 e.
. ,...�r� JDW LL
Appendix B
HEC-RAS Output
effective Plan: Plan 02
< Eberl
Legend
WS PF 1
- _._ _. _. .. Crit PF 1
4800- Ground
4795 %/i---..
/ ///�//
- � /
4790- / /// ////// /// %/ ���. ..
���/ ///� / /
/////// / /////// / /// / 0/ / /
4785-ill �� //// VO / / i / //
, -/// / /////// /
st
4780-� /�
4775
n r r m co m
M a a vii m o sr
0 1000 2000 3000 4000 5000
Main Channel Distance(ft)
1 in Horiz.=400 ft 1 in Vert.=4 k
sr
HEC-RAS Plan:Plan 02 River:Big Thompson Reach:Ebert
Reach River Ste CI Total Min Ch El !.WS.Elev "Gnt W.S. E.G Elev E.G.Slope Val Chnl r Flow Area Top Width Pimple*Chi
WO (fl) (ft) "(N) (ft) (NRtM.. , (i's) ts¢fty (ft)
Ebet. . 78421 6500.00 4787.12 4795.20, 4793.69 4795.72 0003047 6.58 1568.75 897.64 0.48
Ebert 78424 4700.00 4787.12 4794.44, 4793.03 479492 0.003053 5.99 1117.64 686.03 047
EOM 78421 2200.00 4787.12 4792/6 479140 4793.11 0.003431 4.83 528.11 302.21: 0 47
Ebert b ' 78009 6500.00 478529 4794.56 479144 479486 0.001340 5.041. 2230.15 1293.67! 033
-
Ebert 78009 4700.00 4785.29 4793.89 4790.58 4794.13 0.001129 4.34] 1635.56 796.88: 0.30
Ebert 78009 2200.00 4785.29 4792.19 4788.91 479236 0.001003 3.38 72191 571 14' 0.27
Ebetl ,I77376 6500.00 478582 4791.96 4791.96 479301 0.009480 6.691 997.61 624.94 079
Ebert 77378 4]00.00 4785.82 4791.08 4791.08 4792.31 0.013967 9.00] 582.38 345.36 0.92
Ebert 77376 2200.00 4785 82 4789.63 4789.63 479061 0.018406 7.941 277.18 139.621 0.99
1
Ebert " 76558 6500.00 4782.95 4788/3 4788.91 0.000687 2 35j 198103 709.20 0.21
Eberl`.' 76558 4700.00 4782.95 4788.27 4788 40 0.000644 2.111 1659.59 686.35 0.20
Ebert 76558 2200.00 4762.95 478].50 476].56 0.000497 163 113624 670.50 0.17
Ebert 75707 6500.001 4780.54 4788.27 4788.41 0.000887 3.58' 2193.43 126183 0.25
Ebert,C 75707 4700.001 4780.54 4787.75 4787.89 0001007 3.60 1570.56 108304 0.27
Ebert }75707 2200.00 478054 4787.04 4787.14 0.000815 2.97i 939.39 765.15 0.23
Ebert- 74937 . - 6500.00 4779,40 4788 08 4788.17 0 O00436 2.49! 2927.88 1533.59 0.18
Ebel '' 74937' 4700.00] 4779.40 478]46 4787.56 0.000580 2.681 209446 133308 0.20
.— Ebert`'' 74937 2200.001 4779.40 478645 4786.59 0.001250 3411 90408 108249 029
1
Ebert> 74387 6500.00!1 4778.41 4787.65 4787.86 0.000930 3.30 226265 133643 0.26
Ebel ]' 74387 ' - 4700.00 4778.41 4786 97 4787.16 0.001145 3.32 1501.76 945.43 0.28
Ebert. 74387 ' 2200O0 4778.41 4785.58 4785.77 0 001919 3 74 656.11 434.81 0.35
Ebert 73720 6500.00 4778.56 4787.21 4784.95 4787.32 0000700 3.89 3832.48 1416.65 0.24
Ebert : 73720 4700.001 4778.56 4786 46 4783.74 4786.57 0 000700 3.64 2849 89 1200.57 0.24
Ebed '1... .. 73720 _ 2200.001 4778.56 4784 93 4781.91 4785.04 0 000700 3.11 1309.46 838 86 0.23
ri
ri
r,
y HEC-RAS Plan:Plan 02 River Big Thompson Reach:Ebert Profile:PF 2
Reach Rivet:Sta WS-Elea L Prat Gelb WS "E.G.Elea :Top Wdet Act °Left C Channel °Right -'Enc Sta L Ch SiaL u dCh S1a R F Enc Sta R
Ott : (tt) ,. .... (8) (81 (thy Os) (Ca) ',(b) -.... 48) (ft) (ft)
Ebed 78421 4795.61 0.42 4796.60 135.89 0001. 6440 38i 5982 1080.26 1080.26 121040 1216.15
Ebed 78009 479980 024 4795.35 203.64 423.57! 607644; 000 1084.76 1156.89 1288.40 1288.40
Ebed: 77378 4]91.96 000 479301 62265 749201 5748.08' 2.72 0.00 1572.07 1750.82 4266.23
Shari 78368. 4789.68 095 4789.93 492.89 5098.42 1401.581 0.00 1178.56 1826.83 1932.45 1932.45
Ebed 75$1) 4789.26 0.99 478940 968.69 4713.32 1786.68 0.00' 993.06 1897.63 196175 1961.75
Ebed" )4987 4789.061 0.98 4789.15' 862.32 4628.88 1871.12 1058.91 1864.84 1968.14 1968.14
Ebed 74387 4788.611 0.96 478885'. 490.81 300396 3496.04 0.00. 921.69 126566 1427.08 1427.081
Ebed r 7370 - 4788.16. 0.95 478833 423.75 815.17 349714 2187.59' 673.85 795.09 888.72 1097.601
1 ' ) 1 ! 1 I I I I ! I I I I I ? I I I
effective Plan: Plan 02
RS=73720 Downstream Boundary
.06 L} .06
J-
4 Legend
WS PF 1
4810
Crit PF 1
Ground
•
Bank Sta
1
4800
c -
O
m
w -
4790
4780-
r r r r r r r r r r r r r r r r r r r r r r r r r r r r 4 r
0 1000 2000 3000
Station(ft)
1 in Honz.=500 ft 1 in Vert.=7 ft
I ) 1 I I I I I I I I 1 1 I I I 1 I I
effective Plan: Plan 02
RS=74387
.06 >< .02 4.06+.04+ .06
Legend
WS PF 1
4820_. _.. _ _.. _.. _... _... _.. _.
Ground
•
Bank Sta
4810,.
F 48001
4790_ .
4780- _.. _... _. . ... ..
4770
0 1000 2000 3000 4000
Station(ft)
1 in Horiz.=600 ft 1 in Vert.=10ft
1 ) 11 1 I 11 1 1 1 1 1 1 1 1 1 1 1
I
effective Plan: Plan 02
RS=74937
l< .06 >< .02—> H 02—+.06> < .06 >
4820 0 0 Legend
6 4
WSPF1
Ground
•
Bank Sta
4810, _..
4800
'u 4790__
ul . 4 e
4780
4770-
4760
0 1000 2000 3000 4000 5000
Station(ft)
1 in Horiz.=700ft 1in Vert.= 11 ft
1
effective Plan: Plan 02
RS=75707
.06 ---)'_ _.02_._--a-4-.06-0o
a .06- 0 .06
4820
4 Legend
WS PF 1
Ground
•
Bank Sta
4810-
4800-
F
0
= 4790
•
4780._
4770
4760 ,
0 1000 2000 3000 4000
Station(ft)
1 in Horiz.=600 ft 1 in Vert.=11 ft
1 } I 1 I I 1 1 I I 1 I I 1 I I I
effective Plan: Plan 02
RS=76558
.06 >< .02 >< .06—> < .06
4830-...... .. 4 _. ... Legend
WS PF 1
Ground
•
Bank Sta
4820-
4810- _... _..
4800-
c
0
m
4790_ _..
4780-..._ _.
4770
4760 ,
0 1000 2000 3000 4000 5000
Station(ft)
1 in Horiz.=700ft 1in Vert.= 13ft
) 1 1 1 1 I 1 1 j
r r
effective Plan: Plan 02
RS=77376
77376
.06 +.04+ .06
Legend
',. WSPF1
4830-
Crit PF 1
Ground
Ineff
•
Bank Sta
4820— _._ _... _.. _. _.....
r 4810 _.. _... _.
c
o
v
W
4800-.. ... _.. _.. ! _ _..
4790
4780
0 1000 2000 3000 4000 5000
Station(ft)
1 in Horiz.=700 ft 1 in Veit.=l0 ft
I i } 1 1 1 1 1 1 1 } 1 1 1 I I I 1 I
1
effective Plan: Plan 02
RS=78009
< .06 +0a .06 _'I
4840
Legend
WS PF 1
Crit PF 1
Ground
4830- "—A
Ineff
•
Bank Sta
4820-
r
c
= 4810-
o
w
NI\4800-
4790-
J
4780 ,
0 1000 2000 3000 4000
Station(ft)
1 in Horiz.=600 ft 1 in Vert.=11 ft
1 1 1
effective Plan: Plan 02
RS=78421
.06 +.04 .06
Legend
WSPF1
4820-._ _ . .
_ Ground
•
Ineff
•
Bank Sta
4810-. ! _...
a -
co
>
d -
W
4800- J.
L
try
0 1000 2000 3000
Station(ft)
1 in Horiz.=500 ft 1 in Vert.=7 ft
I
I ' ) I I I I I I 1 ) 1 1 1 1 1 I 1 1 1
efLCctive.rep / 3/19/,., /3
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
(916) 756-1104
X X XXXXXX 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 XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: effective
Project File : effective.prj
Run Date and Time: 3/18/2003 9:47:50 AM
Project in English units
PLAN DATA
Plan Title: Plan 02
Plan File : f:\Cad Projects\eberl floodplain\hd\HEC-RAS\effective.p02
Geometry Title: effective
Geometry File : f:\Cad Projects\eberl floodplain\hd\HEC-RAS\effective.g01
Flow Title : Flow 04
Flow File : f:\Cad Projects\eberl floodplain\hd\HEC-RAS\effective.f04
Plan Summary Information:
Number of: Cross Sections = 8 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
1
I ' I I 1 I I I I ! I 1 I I I I I I I
etLective.rep J 3/19/zu03
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
Encroachment Data
Equal Conveyance = True
Left Offset = 0
Right Offset = 0
River = Big Thompson Reach = Eberl
RS Profile Method Valuel Value2
78421 PF 2 1 1080.26 1216.15
78009 PF 2 1 1084.76 1288.4
77376 PF 2 1 0 4266.23
76558 PF 2 1 1178.56 1932.45
75707 PF 2 1 993.06 1961.75
74937 PF 2 1 1058.91 1968.14
74387 PF 2 1 921.69 1427.08
73720 PF 2 1 673.85 1097.6
FLOW DATA
Flow Title: Flow 04
Flow File : f:\Cad Projects\eberl floodplain\hd\HEC-RAS\effective.f04
Flow Data (cfs)
River Reach RS PF 1 PF 2 PF 3 PF 4
Big Thompson Eberl 78421 6500 6500 4700 2200
Boundary Conditions
River Reach Profile Upstream Downstream
Big Thompson Eberl PF 1 Normal S = .0007
Big Thompson Eberl PF 2 Normal S = .0007
Big Thompson Eberl PF 3 Normal S = .0007
Big Thompson Eberl PF 4 Normal S = .0007
GEOMETRY DATA
Geometry Title: effective
Geometry File : f:\Cad Projects\eberl floodplain\hd\HEC-RAS\effective.g01
2
`I I I 1 ) 1 I ) 1 1 I I 1 I 1 1 1 I
ef...ctive.rep ' 3/19/..., 3
CROSS SECTION RIVER: Big Thompson
REACH: Eberl RS: 78421
INPUT
Description:
Station Elevation Data num= 68
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
04803.991 15.9414803.282 47.039 4802 53 .368 4802 84.881 4801.71
90.4034801.677 242.1474800.568 349.8144799.993 707.569 4798 708.923 4798
782.9474796.817 843.637 4795.09 877.085 47941050.721 4794 1053.544793.824
1074 .1294792.6171077.937 4792.441080.264 47921155.4424787.4641161.6554787.123
1201.167 4790.511210.4034791.8051236.4084792.243 1284 .074791.8431321.681 4792
1325.3834791.9861353 .3164793 .4261361.831 47941374.2014794.0831387.7064794.231
1470.194795.0161544.903 47961580.427 47961591.4824795.8921856 .641 4794
1857.005 47941861.4814793 .8221903.157 47921913.796 47921914 .8964792.115
1927.655 47941936.5324794 .6211950.167 47962069.547 47962197.9224796 .887
2233.1984797.017 2271.994797.2692359.631 47982574 .269 47982609.485 4798.47
2613 .3654798.4992737.328 48002906.951 48002920.4984800.5682953 .236 4802
3019.094 48043081.648 48063156.772 48083226.6534809.3323263 .772 4810
3280.3864810.7663310.171 48123367.4424813 .5373382 .2894813 .9863416.252 4814 .84
3454 .467 48163455.7114816.0573482.3124817.123
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .061080.264 .041210.403 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1080.2641210.403 466 412 310 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
888 F
Blocked Obstructions num= 1
Sta L Sta R Elev
1591.19 1948.9 4792
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4795.72 Element Left OB Channel Right OB
Vel Head (ft) 0.52 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4795.20 Reach Len. (ft) 466.00 412.00 310.00
Crit W.S. (ft) 4793 .69 Flow Area (sq ft) 291.67 749.60 527.48
E.G. Slope (ft/ft) 0.003047 Area (sq ft) 291.67 749.60 804.05
Q Total (cfs) 6500.00 Flow (cfs) 453.41 4929.87 1116.72
Top Width (ft) 897.84 Top Width (ft) 240.45 130.14 527.25
Vel Total (ft/s) 4 .14 Avg. Vel. (ft/s) 1.55 6.58 2.12
Max Chl Dpth (ft) 8.08 Hydr. Depth (ft) 1.21 5 .76 1. 93
Cony. Total (cfs) 117745.7 Conv. (cfs) 8213 .4 89303 .2 20229.1
Length Wtd. (ft) 410.27 Wetted Per. (ft) 240.56 130.52 273.72
Min Ch El (ft) 4787.12 Shear (lb/sq ft) 0.23 1.09 0.37
Alpha 1.97 Stream Power (1b/ft s) 0.36 7.19 0.78
Frctn Loss (ft) 0.79 Cum Volume (acre-ft) 98.68 67.52 25.04
3
I ' !! I I I 1 I I I I I I I I I I I 1 1
ef_“ctive.rep 3/19/-23
C & E Loss (ft) 0.07 Cum SA (acres) 52.83 12 .88 23.46
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 4794 .92 Element Left OB Channel Right OB
Vel Head (ft) 0.47 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4794 .44 Reach Len. (ft) 466.00 412 .00 310.00
Crit W.S. (ft) 4793 .03 Flow Area (sq ft) 119.14 651.30 347.21
E.G. Slope (ft/ft) 0.003053 Area (sq ft) 119.14 651.30 475.10
Q Total (cfs) 4700.00 Flow (cfs) 109.34 3903 .66 687.00
Top Width (ft) 686.03 Top Width (ft) 216.79 130.14 339.10
Vel Total (ft/s) 4 .21 Avg. Vel. (ft/s) 0.92 5.99 1.98
Max Chl Dpth (ft) 7.32 Hydr. Depth (ft) 0.55 5.00 1.74
Conv. Total (cfs) 85063.3 Cony. (cfs) 1979.0 70650.7 12433.7
Length Wtd. (ft) 410.32 Wetted Per. (ft) 216.88 130.52 199.68
Min Ch El (ft) 4787.12 Shear (lb/sq ft) 0.10 0.95 0.33
Alpha 1.72 Stream Power (lb/ft s) 0.10 5.70 0.66
Frctn Loss (ft) 0.72 Cum Volume (acre-ft) 68.66 58.86 12.97
C & E Loss (ft) 0.07 Cum SA (acres) 43.86 12.77 12.65
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 4793.11 Element Left OB Channel Right OB
Vel Head (ft) 0.35 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4792.76 Reach Len. (ft) 466.00 412.00 310.00
Crit W.S. (ft) 4791.40 Flow Area (sq ft) 2.31 432.26 93 .54
E.G. Slope (ft/ft) 0.003431 Area (sq ft) 2.31 432.26 110.42
Q Total (cfs) 2200.00 Flow (cfs) 1.40 2089.67 108 .93
Top Width (ft) 302.21 Top Width (ft) 8.58 130.14 163 .50
Vel Total (ft/s) 4 .17 Avg. Vel. (ft/s) 0.60 4 .83 1.16
Max Chl Dpth (ft) 5.64 Hydr. Depth (ft) 0.27 3 .32 0.72
Conv. Total (cfs) 37561.0 Cony. (cfs) 23.8 35677.4 1859.8
Length Wtd. (ft) 409.75 Wetted Per. (ft) 8.62 130.52 130.03
Min Ch El (ft) 4787.12 Shear (lb/sq ft) 0.06 0.71 0.15
Alpha 1.28 Stream Power (1b/ft s) 0.03 3.43 0.18
Frctn Loss (ft) 0.69 Cum Volume (acre-ft) 27.92 43.32 3 .14
C & E Loss (ft) 0 .05 Cum SA (acres) 34 .56 11.80 3 .82
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
4
I ) i
I I I I I I1 I I I I I I I
efLective.rep 3/19/4.x23
CROSS SECTION RIVER: Big Thompson
REACH: Eberl RS: 78009
INPUT
Description:
Station Elevation Data num= 131
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
04804 .769 7.274804 .725 24.3514804 .523 25.7284804.517 40.3784804 .351
78 .378 4804 83 .5614803 .881 84 .074803 .873 112 .134803.302 124 .084803 .078
127.7994803 .088 147.2044802.947 197.235 4802.26 200.8974802.194 216.269 4802
222 .686 4802 238 .044801.658 244 .114801.571 247.1994801.501 260.934801.018
321.14798.633 326.824 4798.37 333.6814798 .098 337.394 4798 356.934796.956
363 .2474796.674 377.187 4796 378.5 4796 391.7314795.935 392.8334795.924
433 .6074795.672 537.6674795.929 575.0674795.487 606.468 4795.02 637.2894794 .658
678 .638 4794 768 .32 4794 783.4394792 .019 783 .7164791.966 793 .83 4790
866.728 4790 871.6574790.837 874.755 47921156.888 47921157.5634790.391
1172 .7084789.312 1196.864786.2961199.0354786.2211216.4094785.4441220.5334785.291
1224 .1824785.3821253 .8384786.0021255.2734786.7621267.4234787.2791277.9254788 .379
1288 .3954792 .8521325.0864793 .7431370.6324793.6781437.2364793.8161462.876 4794
1505.828 47941534 .8794793 .8651601.8574794 .4721640.619 4794 .561667.574 4794.85
1711.9634795.0551741.6214795.0621761.3964794 .9711776.3754794.7641788.1724795.048
1797.824795.0211885.049 47942014.791 47942024 .7414793.4022045.892 4792
2107.523 47922122 .5554793 .3512127.865 47942139.6964795.1352145.956 4796
2436.087 47962474 .2484796.2862642.864 4798 2646.03 47982670.7744798 .469
2674.5444798.5062686.9754798 .7392736.9434799.3692745.8144799.3652781.613 4800
2940.985 48002967.3854800.4663031.3744801.2133064 .4724801.6683095.156 4802
3107.719 48023121.8044803 .5863127.937 4803 .7 3128.344803 .7213128.9494803.767
3132.4774803.9153136.1814803.8683156.859 48043229.734 48043281.834 4806
3314.0454807.149 3332.694807 .7723340.983 48083347.585 48083474 .2854809.554
3505.369 48103546.334 4812 3650.814815.5563664.328 4816 3667 .174816.436
3677.1314817.6473680.131 48183683.573 4818 .213713.641 48203728 .161 4824
3740.6034825.4683748.306 48263754.0774826.2613764 .0954826.8233774 .964 4827.39
3785.536 48283803.5264828.9453825.6974830.3153841.2914831.3523851.549 4832
3853.983 4832
Manning's n Values num= 3
Sta n Val Sta n Val Eta n Val
0 .061156.888 .041288.395 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1156.8881288.395 605.01 633 .01 606.97 .1 .3
Ineffective Flow num= 1
Eta L Sta R Elev Permanent
888 F
Blocked Obstructions num= 2
Sta L Sta R Elev Sta L Sta R Elev
782.38 877.53 4791.91 2019.38 2125.11 4792
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4794.86 Element Left OB Channel Right OB
5
ef<active.rep 3/19/<.b3
Vel Head (ft) 0.30 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4794 .56 Reach Len. (ft) 605.01 633 .01 606.97
Crit W.S. (ft) 4791.44 Flow Area (sq ft) 1047.74 956.34 226.07
E.G. Slope (ft/ft) 0.001340 Area (sq ft) 1047.74 956.34 552 .45
Q Total (cfs) 6500.00 Flow (cfs) 1527.62 4819.90 152 .48
Top Width (ft) 1293.67 Top Width (ft) 513 .43 131.51 648 .73
Vel Total (ft/s) 2.91 Avg. Vel. (ft/s) 1.46 5.04 0 .67
Max Chl Dpth (ft) 9.27 Hydr. Depth (ft) 2.04 7.27 0.64
Cony. Total (cfs) 177588.4 Cony. (cfs) 41736.6 131686.0 4165.8
Length Wtd. (ft) 627.80 Wetted Per. (ft) 513.59 134 .00 352 .24
Min Ch El (ft) 4785.29 Shear (lb/sq ft) 0.17 0.60 0.05
Alpha 2.28 Stream Power (lb/ft s) 0.25 3.01 0.04
Frctn Loss (ft) 1.78 Cum Volume (acre-ft) 91.51 59.45 20.22
C & E Loss (ft) 0.07 Cum SA (acres) 48.79 11.64 19.27
Warning: Divided flow computed for this cross-section.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the need for
additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cross
section. This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 4794.13 Element Left OB Channel Right OB
Vel Head (ft) 0.24 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4793.89 Reach Len. (ft) 605.01 633 .01 606.97
Crit W.S. (ft) 4790.58 Flow Area (sq ft) 727.39 868.24 39.93
E.G. Slope (ft/ft) 0.001129 Area (sq ft) 727.39 868.24 203 .00
Q Total (cfs) 4700.00 Flow (cfs) 920.45 3766.39 13 .16
Top Width (ft) 796.88 Top Width (ft) 387.73 131.51 277.64
Vel Total (ft/s) 2.87 Avg. Vel. (ft/s) 1.27 4.34 0.33
Max Chl Dpth (ft) 8.60 Hydr. Depth (ft) 1.88 6.60 0 .24
Conv. Total (cfs) 139880.9 Cony. (cfs) 27394.4 112094 .8 391.7
Length Wtd. (ft) 629.84 Wetted Per. (ft) 387.88 134 .00 167.31
Min Ch El (ft) 4785.29 Shear (lb/sq ft) 0.13 0.46 0.02
Alpha 1.86 Stream Power (lb/ft s) 0.17 1.98 0.01
Frctn Loss (ft) 1.72 Cum Volume (acre-ft) 64.14 51.67 10.56
C & E Loss (ft) 0.10 Cum SA (acres) 40.62 11.54 10.46
Warning: Divided flow computed for this cross-section.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the need for
additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cross
section. This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 4
6
11 I I I I I I 3 I I I 1 1 1 1 1 1
efLective.rep 3/19/,,.43
E.G. Elev (ft) 4792.36 Element Left OB Channel Right OB
Vel Head (ft) 0.18 Wt. n-Val. 0.060 0.040
W.S. Elev (ft) 4792.19 Reach Len. (ft) 605.01 633 .01 606.97
Crit W.S. (ft) 4788 .91 Flow Area (sq ft) 77.38 644 .53
E.G. Slope (ft/ft) 0.001003 Area (sq ft) 77.38 644 .53 11.85
Q Total (cfs) 2200.00 Flow (cfs) 21.20 2178.80
Top Width (ft) 571.14 Top Width (ft) 374.72 129.95 66.48
Vel Total (ft/s) 3.05 Avg. Vel. (ft/s) 0.27 3.38
Max Chl Dpth (ft) 6.89 Hydr. Depth (ft) 0.21 4.96
Conv. Total (cfs) 69473 .8 Conv. (cfs) 669.4 68804.3
Length Wtd. (ft) 632.88 Wetted Per. (ft) 374.75 132 .31
Min Ch El (ft) 4785.29 Shear (lb/sq ft) 0.01 0 .30
Alpha 1.22 Stream Power (lb/ft s) 0.00 1.03
Frctn Loss (ft) 1.67 Cum Volume (acre-ft) 27.50 38 .23 2.70
C & E Loss (ft) 0.08 Cum SA (acres) 32.51 10.57 3.00
Warning: Divided flow computed for this cross-section.
Warning: The velocity head has changed by more than 0 .5 ft (0.15 m) . This may indicate the need for
additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0 .3 m) . between the current and previous cross
section. This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Big Thompson
REACH: Eberl RS: 77376
INPUT
Description:
Station Elevation Data num= 122
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4803.03 2.3344802.728 31.7154802 .725 32 .957 4802 36.8394800.787
78.3544802 .578 99.6344802.463 119.4444802 .646 139.253 4802.33 150.2144800.222
152.6394799.792 153.8244799.512 262.9924798.347 326.366 4797.53 379.1284796.942
433 .5914796.607 545.5714796.107 559.9454796.022 663 .265 4795.07 744.8114794.454
752.8334794 .449 792.286 4794 .65 796.888 4794.78 816.1754794.696 840.7374794.015
846.5814791.422 849.5734792.932 852.278 4794.41 864 .4144794.113 872.3864793.581
993.7664793 .0351006.2824792.9381027.3794792 .8651033 .797 4792 .761057.1344792.713
1212.8684791.9541333.2414790.887 1375.38 4790.211424 .684 4790.491443 .1494791.006
1467.3774791.4411524 .5824791.211 1548.964790.9061572 .0734790.6971625.9514788.418
1654.2654787.8211656.3674786.7091656.4934786.5951671.9484786.0171672 .164 4785.82
1673.0844785.9981683 .6744786.2371696.8164786.097 1735.784789.4281750 .8164792 .372
1780.7784792.0191783 .296 4792 1859.21 47921887.1864792 .1081949.3414792 .109
1959.711 4792 2015.57 47922016.3184792.0362019.039 47922306.195 4792
2308.2224791.5952320.235 47902361.569 47902367.209 4790.31 2372.894790.822
2392 .091 47922405.976 4792 2425.154792.5332436.969 47942643.817 4794
2660.3754793.8362819.3434794 .5092826.7784794.5053008.3694795.0493232.922 4796
3252 47963326.0754796.5313330.808 4796.543603.8844797.6763663.058 4798
3664 .111 4798 3698.93 4799.423711.843 48003729.5914801.2213750.651 4802
3757.2814802.1993768.581 4802.593794 .4664803.4463809.112 48043820.5394804 .826
7
I i V I I I I I I I I I I I I I I I I
eficctive.rep 3/19/J3
3828.1494805.4133832.1394805.6933837.201 48063842.051 48063867.0434806.955
3878.4784807.3463896.092 48084018 .358 48104029.1594810.5624055.059 4812
4096.2744813.2684125.147 48144126.407 48144153 .7054815.3544160.9384815.738
4165.125 4816 4180.75 48164184 .1854816.5164187.2014817.0884191.325 4818
4206.5554819.5284213.647 48204218 .4234820.4554236.934 48224260.7084823 .719
4264 .503 48244266.227 4824
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .061572.073 .041750.816 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1572.0731750.816 745.02 818 .01 815.04 .1 .3
Ineffective Flow num= 1
Sta L Sta R Elev Permanent
888 F
Blocked Obstructions num= 1
Sta L Sta R Elev
2308.37 2383 .26 4791.91
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4793.01 Element Left OB Channel Right OB
Vel Head (ft) 1.05 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4791.96 Reach Len. (ft) 745.02 818.01 815.04
Crit W.S. (ft) 4791.96 Flow Area (sq ft) 329.90 661.32 6.38
E.G. Slope (ft/ft) 0.009480 Area (sq ft) 330.52 661.32 6.38
Q Total (cfs) 6500.00 Flow (cfs) 749.20 5748.08 2.72
Top Width (ft) 624.94 Top Width (ft) 363.20 176.65 85.10
Vel Total (ft/s) 6.52 Avg. Vel. (ft/s) 2.27 8 .69 0.43
Max Chl Dpth (ft) 6.14 Hydr. Depth (ft) 0.91 3.74 0.07
Conv. Total (cfs) 66760.1 Conv. (cfs) 7694 .9 59037.4 27.9
Length Wtd. (ft) 782.67 Wetted Per. (ft) 360.93 177.52 85.93
Min Ch El (ft) 4785.82 Shear (lb/sq ft) 0.54 2.20 0.04
Alpha 1.59 Stream Power (lb/ft s) 1.23 19.16 0.02
Frctn Loss (ft) 1.34 Cum Volume (acre-ft) 81.94 47.70 16.32
C & E Loss (ft) 0.26 Cum SA (acres) 42.71 9.40 14 .16
Warning: The energy equation could not be balanced within the specified number of iterations. The
program used critical depth for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the need for
additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cross
section. This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water surface came back below critical depth. This indicates
that there is not a valid subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid,
8
I ' I I I I I I I J I I I I I I I I I
efLc tive.rep 3/19/41
water surface was used.
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 4792 .31 Element Left OB Channel Right OB
Vel Head (ft) 1.22 Wt. n-Val. 0.060 0.040
W.S. Elev (ft) 4791.08 Reach Len. (ft) 745.02 818.01 815.04
Crit W.S. (ft) 4791.08 Flow Area (sq ft) 74 .68 507.70
E.G. Slope (ft/ft) 0.013967 Area (sq ft) 74 .68 507.70
Q Total (cfs) 4700.00 Flow (cfs) 130.10 4569.90
Top Width (ft) 345.36 Top Width (ft) 173 .20 172 .15
Vel Total (ft/s) 8.07 Avg. Vel. (ft/s) 1.74 9.00
Max Chl Dpth (ft) 5.26 Hydr. Depth (ft) 0.43 2 .95
Conv. Total (cfs) 39769.5 Conv. (cfs) 1100.9 38668.7
Length Wtd. (ft) 786.37 Wetted Per. (ft) 173 .22 172 .94
Min Ch El (ft) 4785.82 Shear (lb/sq ft) 0.38 2 .56
Alpha 1.21 Stream Power (lb/ft s) 0.65 23 .04
Frctn Loss (ft) 1.37 Cum Volume (acre-ft) 58.57 41.67 9.14
C & E Loss (ft) 0.33 Cum SA (acres) 36.73 9.33 8.53
Warning: The energy equation could not be balanced within the specified number of iterations. The
program used critical depth for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The velocity head has changed by more than 0.5 ft (0.15 m) . This may indicate the need for
additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cross
section. This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water surface came back below critical depth. This indicates
that there is not a valid subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid,
water surface was used.
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 4790.61 Element Left OB Channel Right OB
Vel Head (ft) 0.98 Wt. n-Val. 0.040
W.S. Elev (ft) 4789.63 Reach Len. (ft) 745.02 818.01 815.04
Crit W.S. (ft) 4789.63 Flow Area (sq ft) 277.18
E.G. Slope (ft/ft) 0.018406 Area (sq ft) 277.18
Q Total (cfs) 2200.00 Flow (cfs) 2200.00
Top Width (ft) 139.62 Top Width (ft) 139.62
Vel Total (ft/s) 7.94 Avg. Vel. (ft/s) 7.94
Max Chl Dpth (ft) 3.81 Hydr. Depth (ft) 1.99
Conv. Total (cfs) 16215.9 Conv. (cfs) 16215.9
Length Wtd. (ft) 789.09 Wetted Per. (ft) 140.25
Min Ch El (ft) 4785.82 Shear (lb/sq ft) 2 .27
Alpha 1.00 Stream Power (lb/ft s) 18.03
Frctn Loss (ft) 1.16 Cum Volume (acre-ft) 26.96 31.53 2 .62
9
1 I I I 1 I I 1 I I I I I I 1 1 I 1
efLcctive.rep I 3/19/huA3
C & E Loss (ft) 0.28 Cum SA (acres) 29.90 8.61 2 .53
Warning: The energy equation could not be balanced within the specified number of iterations. The
program used critical depth for the water surface and continued on with the calculations.
Warning: The velocity head has changed by more than 0 .5 ft (0.15 m) . This may indicate the need for
additional cross sections.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous cross
section. This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water surface came back below critical depth. This indicates
that there is not a valid subcritical answer. The program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid,
water surface was used.
CROSS SECTION RIVER: Big Thompson
REACH: Eberl RS: 76558
INPUT
Description:
Station Elevation Data num= 135
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4809.67 3.2884808.974 6.057 4807.98 55.2814804.243 67.4254803 .865
76.8664800.803 78.1684800.794 87.6094803 .736 93.1884803.712 102.6994803 .606
104.0714803.552 124.0614802 .645 199.3624799.588 296.5584794.679 429.4244793 .748
483.634793.292 647.3874792 .446 675.4574792 .601 678.764792.584 682.0844792 .586
736.05 4791.98 791.4964791.711 852.9164791.698 876.1564790.798 893.1664790.185
902.1084789.913 951.2774777.666 964 .1474774 .035 969.2774772.827 975.113 4772 .8
980.0184772.702 992.3764772.2571094 .3844768 .7671161.5854767.8991252.0784767.356
1380.944768.2081384 .7444768.2161394 .433 4768.341400.6214770.196 1477.514789.845
1614 .7464790.8021658.4454789.762 1690.564789.8151699.4614789.6691709.7074785.193
1710.423 4784 .851729.4054790.0551734.7674790.1581744 .615 4790.131809.1534788.847
1826.3424788.4631826.8344788.4041830.0174787.7871834 .8194786.7111837.9474783 .419
1843.024782 .9511847.1564783 .6161847.969 4783 .431866.7984784.6571871.9844784 .944
1872.5724785.8021921.7324783 .814 1921.864783 .9181925.4454785.1581932.4454789.069
1964.3814788 .743 1968.844788 .7231998.1854789.6422004.601 47902007.747 4790
2039.5194790 .3852371.6354791.6742469.5294792 .1642665.578 4792 .962993.7444794 .043
3064 .9524794.3273300.6164794.993 3341.44795.1953345.0334795.1993414 .7154795.617
3490.585 47963514 .147 47963517.7524796.3623540.389 47983552.6464798.813
3560.275 48003562 .5844801.0813564 .708 48023568.9534802 .9923571.789 4804
3573.4014805.2683574 .644 48063593 .9934809.8333595.056 48103595.3364810.075
3611.274813 .6573612 .286 48143618.1494815.8593618.635 48163631.757 4818
3634.0994818.2243634.912 4818.33 3651.65 48203651.893 48203673.2174820.511
3705.2654821.158 3707.864821.1953751.297 48223775.6914822.4123787.385 4822.78
3821.6 4824 3898.47 48264002.404 4827.344011.9454827.4754043.8874827.586
4048.1724827.6544060.4554827.7484063.7584827.7134066.7814827.6924069.6684827.658
4099.8224827.5574103.2644827.5154104 .6444827.4954118.3194827.5454127.3194827.605
4130.9094827.5764152 .018 48284155.166 48284174 .9894828 .2334179.6014828.439
4197.5984828.7984209.9264829.4944211.7824829.5724221.327 48304231.956 4830
10
I I I I 1 I I 1 J I I I I 1 1 1 f 1 I
ef-itive.rep 3/19/—�63
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .06 951.277 .02 1477.51 .061826.834 .041932 .445 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1826.8341932 .445 576 851 634 .1 .3
Blocked Obstructions num= 1
Sta L Sta R Elev
920 .7 1453 .74 4786
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4788.91 Element Left OB Channel Right OB
Vel Head (ft) 0.18 Wt. n-Val. 0.021 0 .040 0.000
W.S. Elev (ft) 4788.73 Reach Len. (ft) 576.00 851.00 634 .00
Crit W.S. (ft) Flow Area (sq ft) 1574 .81 406.21 0.01
E.G. Slope (ft/ft) 0.000687 Area (sq ft) 1574 .81 406.21 0.01
Q Total (cfs) 6500.00 Flow (cfs) 5545.58 954 .42 0.00
Top Width (ft) 709.20 Top Width (ft) 601.83 105.01 2.36
Vel Total (ft/s) 3.28 Avg. Vel. (ft/s) 3 .52 2 .35 0.02
Max Chl Dpth (ft) 5.78 Hydr. Depth (ft) 2 .62 3 .87 0.00
Conv. Total (cfs) 247917.3 Conv. (cfs) 211514.5 36402.8 0.0
Length Wtd. (ft) 626.55 Wetted Per. (ft) 607.17 108 .41 2.36
Min Ch El (ft) 4782 .95 Shear (lb/sq ft) 0.11 0.16
Alpha 1.06 Stream Power (lb/ft s) 0.39 0.38
Frctn Loss (ft) 0.49 Cum Volume (acre-ft) 65.65 37.67 16.26
C & E Loss (ft) 0.01 Cum SA (acres) 34.45 6.76 13 .34
Warning: Divided flow computed for this cross-section.
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 4788.40 Element Left OB Channel Right OB
Vel Head (ft) 0.13 Wt. n-Val. 0.021 0.040
W.S. Elev (ft) 4788.27 Reach Len. (ft) 576.00 851.00 634 .00
Crit W.S. (ft) Flow Area (sq ft) 1301.75 357.84
E.G. Slope (ft/ft) 0.000644 Area (sq ft) 1301.75 357.84
Q Total (cfs) 4700.00 Flow (cfs) 3944 .46 755.55
Top Width (ft) 686.35 Top Width (ft) 582 .87 103 .49
Vel Total (ft/s) 2.83 Avg. Vel. (ft/s) 3 .03 2 .11
Max Chl Dpth (ft) 5.32 Hydr. Depth (ft) 2.23 3.46
Conv. Total (cfs) 185207.0 Conv. (cfs) 155434.2 29772.8
Length Wtd. (ft) 636.65 Wetted Per. (ft) 587.93 106.76
Min Ch El (ft) 4782.95 Shear (1b/sq ft) 0.09 0.13
Alpha 1.05 Stream Power (1b/ft s) 0.27 0.28
Frctn Loss (ft) 0.51 Cum Volume (acre-ft) 46.79 33 .55 9.14
C & E Loss (ft) 0.00 Cum SA (acres) 30.26 6.74 8.53
Warning: Divided flow computed for this cross-section.
11
) ' I I I I 1 I I J I I I 1 1 1 1 1j 1 I
efL,:ctive.rep 3/19/4. 63
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 4787.56 Element Left OB Channel Right OB
Vel Head (ft) 0.06 Wt. n-Val. 0.021 0.040
W.S. Elev (ft) 4787.50 Reach Len. (ft) 576.00 851.00 634.00
Crit W.S. (ft) Flow Area (sq ft) 856.20 280.04
E.G. Slope (ft/ft) 0.000497 Area (sq ft) 856.20 280.04
Q Total (cfs) 2200.00 Flow (cfs) 1743 .45 456.55
Top Width (ft) 670.50 Top Width (ft) 572 .17 98 .33
Vel Total (ft/s) 1.94 Avg. Vel. (ft/s) 2 .04 1.63
Max Chl Dpth (ft) 4 .55 Hydr. Depth (ft) 1.50 2.85
Conv. Total (cfs) 98730.8 Cony. (cfs) 78242.0 20488.8
Length Wtd. (ft) 663 .89 Wetted Per. (ft) 576.77 101.32
Min Ch El (ft) 4782 .95 Shear (lb/sq ft) 0.05 0.09
Alpha 1.02 Stream Power (lb/ft s) 0.09 0.14
Frctn Loss (ft) 0.42 Cum Volume (acre-ft) 19.64 26.30 2.62
C & E Loss (ft) 0.00 Cum SA (acres) 25.01 6.38 2.53
Warning: Divided flow computed for this cross-section.
CROSS SECTION RIVER: Big Thompson
REACH: Eberl RS: 75707
INPUT
Description:
Station Elevation Data num= 130
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
04801.454 16.7024794 .913 26.3384794 .834 44.3384794 .528 169.5374793 .105
190.5664792 .977 202.6154792.789 271.8554792 .219 439.2624791.492 450.534791.431
453.4654791.405 518.3654790.084 573.1184789.322 642 .5244788 .718 659.1274788.117
683.5984787.088 717.474776.608 739.6574769.636 858.747 4768.931159.263 4766.85
1182.3974767.9471183 .9134768.8781227.7214786.7111293 .6034786.7511362.7754787.378
1462.1854787.9241482 .176 4787.971536.7014788.4981551.2494788.4721566.4724788.583
1581.7424788.8221616.848 4789.151616.9984789.1561625.673 4788.63 1645.984787.848
1661.3154787.7771724 .182 4787.681737.6274787.1321751.3114787.3581823.6264787.434
1838.7254787.8131839.8874788.1311853.485 4787.12 1897.634785.7441909.3374783 .359
1918.0074781.9671935.358 4780.61935.962 4780.541937.3634780.5881960.1784781.604
1961.2074784 .9291961.7454786.8861974.4564786.9442029.9054788.1452122 .7764789.414
2138.3634789.3462141.7624789.4522147.0784789.7222258.0644789.6392265.8224789.803
2364 .2284789.798 2414 .76 47902548.016 47902549.5654790.4892553 .6494791.825
2553.962 47922578.1874793.583 2583.64 4794 2583.94 47942911.697 4796
2913.257 47963043 .8544797.1273347.866 48003349.117 48003357.9214800.153
3481.5994802.6133541.7454803.6613546.5934803.738 3560.1 48043598.4934805.843
3601.291 48063601.871 48063603.611 4806.113612.135 48083624 .1864809.437
3630.695 48103639.8414810.6173645.5324810.8013651.2324811.0443655.7854811.183
3659.3394811.2073668.2434810.833 3671. 94810.8463680.4644810.4913683 .5894810 .323
3684 .5794810.3063685.7614810 .3213687.2244810.3763692.0514810.4853700.0364810.959
3707.0264811.3883709.9414811.4183724 .2784811.9273724 .9384811.9253725.5734811.904
3751.5554811.9723752.2214811.9613752 .3764811.9523794 .5594810.788 3811.244810.478
3814.0434810.4123815.0124810.4583837.4274810.7763842 .3054810.7243848.7384810.899
3856.1244811.1783872 .229 48123872 .8084812.0173872 .8744812.0173876.6764812 .022
12
I ' t I I I 1 1 I 1 I 1 I I 1 I 1 I 1 1
ef.itive.rep 3/19/ i3
3878.1824812 .1463881.1324812.1893909.6474812.5313911.2984812.4743918 .1554812.586
3942.2014812 .7673953 .4264813.0233956.4224813 .0843971.6284813.1153991.8194812.783
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .06 683 .598 .021227.721 .06 1897.63 .041961.745 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1897.631961.745 264 770 620 .1 .3
Blocked Obstructions num= 1
Sta L Sta R Elev
683.7 1229.96 4786
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4788.41 Element Left OB Channel Right OB
Vel Head (ft) 0.14 Wt. n-Val. 0.023 0.040 0.060
W.S. Elev (ft) 4788.27 Reach Len. (ft) 264 .00 770.00 620.00
Crit W.S. (ft) Flow Area (sq ft) 1736.77 398.79 57.88
E.G. Slope (ft/ft) 0.000887 Area (sq ft) 1736.77 398.79 57.88
Q Total (cfs) 6500.00 Flow (cfs) 5037.18 1427.59 35.23
Top Width (ft) 1261.83 Top Width (ft) 1120 .55 64.11 77.16
Vel Total (ft/s) 2 .96 Avg. Vel. (ft/s) 2.90 3.58 0.61
Max Chl Dpth (ft) 7.73 Hydr. Depth (ft) 1.55 6.22 0.75
Conv. Total (cfs) 218304.4 Cony. (cfs) 169175.1 47946.2 1183.1
Length Wtd. (ft) 381.81 wetted Per. (ft) 1121.01 68.49 77.18
Min Ch El (ft) 4780.54 Shear (lb/sq ft) 0.09 0.32 0 .04
Alpha 1.06 Stream Power (lb/ft s) 0.25 1.15 0.03
Frctn Loss (ft) 0.23 Cum Volume (acre-ft) 43.75 29.81 15.84
C & E Loss (ft) 0.02 Cum SA (acres) 23.07 5.10 12 .77
Warning: Divided flow computed for this cross-section.
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 4787.89 Element Left OB Channel Right OB
Vel Head (ft) 0.15 Wt. n-Val. 0.022 0.040 0.060
W.S. Elev (ft) 4787.75 Reach Len. (ft) 264.00 770.00 620.00
Crit W.S. (ft) Flow Area (sq ft) 1179.82 365.32 25 .42
E.G. Slope (ft/ft) 0.001007 Area (sq ft) 1179.82 365.32 25.42
Q Total (cfs) 4700.00 Flow (cfs) 3372.44 1314 .80 12.77
Top Width (ft) 1083.04 Top Width (ft) 969.18 64 .11 49.74
Vel Total (ft/s) 2.99 Avg. Vel. (ft/s) 2.86 3 .60 0.50
Max Chl Dpth (ft) 7.21 Hydr. Depth (ft) 1.22 5.70 0.51
Conv. Total (cfs) 148098.0 Conv. (cfs) 106266.2 41429.5 402 .3
Length Wtd. (ft) 417.25 Wetted Per. (ft) 969.56 68.49 49.75
Min Ch El (ft) 4780.54 Shear (lb/sq ft) 0.08 0.34 0.03
Alpha 1.06 Stream Power (1b/ft s) 0.22 1.21 0.02
Frctn Loss (ft) 0.31 Cum Volume (acre-ft) 30 .39 26.48 8 .96
C & E Loss (ft) 0.02 Cum SA (acres) 20.00 5.10 8 .16
13
I ' } I I I I ) I I ) I 1 I I I 1 I 1 I
ef..4ctive.rep / 3/19/413
Warning: Divided flow computed for this cross-section.
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 4787.14 Element Left OB Channel Right OB
Vel Head (ft) 0.10 Wt. n-Val. 0.021 0 .040 0.060
W.S. Elev (ft) 4787.04 Reach Len. (ft) 264 .00 770.00 620.00
Crit W.S. (ft) Flow Area (sq ft) 617.29 320.24 1.85
E.G. Slope (ft/ft) 0.000815 Area (sq ft) 617.29 320.24 1.85
Q Total (cfs) 2200 .00 Flow (cfs) 1250.07 949.63 0.30
Top Width (ft) 765.15 Top Width (ft) 683 .75 64 .11 17.29
Vel Total (ft/s) 2.34 Avg. Vel. (ft/s) 2 .03 2.97 0.16
Max Chl Dpth (ft) 6.50 Hydr. Depth (ft) 0.90 4 .99 0.11
Conv. Total (cfs) 77063 .1 Cony. (cfs) 43788.4 33264.3 10.4
Length Wtd. (ft) 548.85 Wetted Per. (ft) 684.06 68.49 17.29
Min Ch El (ft) 4780.54 Shear (lb/sq ft) 0.05 0.24 0.01
Alpha 1.12 Stream Power (lb/ft s) 0.09 0.71 0.00
Frctn Loss (ft) 0.55 Cum Volume (acre-ft) 9.89 20.44 2 .61
C & E Loss (ft) 0.00 Cum SA (acres) 16.71 4 .79 2 .41
Warning: Divided flow computed for this cross-section.
CROSS SECTION RIVER: Big Thompson
REACH: Eberl RS: 74937
INPUT
Description:
Station Elevation Data num= 141
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
04802.445 1.3474802 .441 23.6114794 .404 26.1554793.439 30.3834793 .409
40.3954793 .284 257.7314790.895 300 .024790.686 318.496 4790.44 348.806 4790.1
513.864788.719 589.2084787.629 624 .8354776.961 644 .0414773.355 669.9784768 .784
732 .3214768 .212 981.394766.5051053 .5234765.6031054 .0644765.6081055.2354765.944
1135.1284789.2371171.628 4789.281257.6944787.3141267.2444785.9411302 .8734782.174
1362.7264776.1651383 .1774771.5821407.4784771.6051531.9974772 .7261543 .5664772.844
1544.3634772.833 1545.854772 .8311607.2094782.8281634.3874786.2681635.2914786.287
1645.94786.5681648 .2264786.6341671.6214787.1851707.7844787.2071741.8544787.413
1767.1284787.3121833.8664787.3741834 .8434787.3561864 .8394785.3251865.9484783 .327
1868.3664780.4431886.3944779.503 1889.224779.3981892 .2014779.4531911.7454780.393
1919.8914782 .8061928.1974783.274 1968.144785.708 1992.644785.7182029.4114786.685
2038 .6774786.8822042.1694787.1232047.4614788 .0192049.4964787.9922175.452 4788
2355.9184789.6162385.7864789.8162404.673 47902561.3424791.783 2605.05 4792
2621.238 47922633 .1934792 .0872651.9294792.1552654.702 4792.182691.1924792.346
2699.2354792.4212729.8254792 .5882738.7814792 .6692756.103 4792.772763.9584792.837
2878.8984793.6572907.7484793.8432909.6284793 .8572930.3124793.9892930.461 4793.99
2932 .191 47942934.796 47942939.4924794 .0222940.0364794 .0273000.3484794 .353
3007.4034794 .4143023.3494794 .5043027.4694794.5413040.2484794 .616 3047.14794.674
3063.37 4794.773071.7874794 .8443083.1764794.9153094.7444795.019 3115.464795.141
3129.7714795.271 3134.884795.3023162.5814795.5573172.9474795.6233202.1974795.888
3203.3874795.8963215.148 4796 3216.32 47963227.7664796.0933253.2944796.337
14
1 1 I I I I I I 1 1 1 1 I / I I
I
ef«ctive.rep 3/19/...63
3256.23 4796.373265.7424796.4363272.6294796.5133301.9864796.7863318.3334796.966
3323 .547 4797.013334.2444797.1193352 .8214797.3423364 .8074797.4583389.2754797.752
3410.8624797.9913411.513 47983411.574 47983438.8844798 .2373483.9634798.668
3617.451 48003649.551 4800.53660.7314800.6983707.0634801.4393717.0424801.614
3782 .077 4802.513800.6594802.9373843 .927 48043893.235 4804.953933.455 4806
3934 .123 48063943.8854806.721 3962 .32 48083980.4294809.4973988.931 4810
3993 .269 4810.393997.9034810.7144019.0114812.9034020.6194813.0654027.224 4814
4034.8714815.263
Manning's n Values num= 7
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .06 589.208 .021135.128 .061267.244 .021634 .387 .06
1864.839 .04 1968.14 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1864 .839 1968.14 456 550 327 .1 .3
Blocked Obstructions num= 2
Sta L Sta R Elev Sta L Sta R Elev
599.12 1118 .94 4786 1277.53 1625.55 4786
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4788.17 Element Left OB Channel Right OB
Vel Head (ft) 0.08 Wt. n-Val. 0.021 0.040 0.060
W.S. Elev (ft) 4788.08 Reach Len. (ft) 456.00 550 .00 327.00
Crit W.S. (ft) Flow Area (sq ft) 2158 .01 613 .02 156.85
E.G. Slope (ft/ft) 0.000436 Area (sq ft) 2158.01 613.02 156.85
Q Total (cfs) 6500.00 Flow (cfs) 4906.15 1528 .44 65.41
Top Width (ft) 1533.59 Top Width (ft) 1213.93 103.30 216.36
Vel Total (ft/s) 2.22 Avg. Vel. (ft/s) 2.27 2 .49 0.42
Max Chl Dpth (ft) 8.68 Hydr. Depth (ft) 1.78 5.93 0.72
Cony. Total (cfs) 311415.7 Conv. (cfs) 235054 .1 73227.9 3133 .6
Length Wtd. (ft) 481.52 Wetted Per. (ft) 1220.01 106.31 216.46
Min Ch El (ft) 4779.40 Shear (lb/sq ft) 0.05 0.16 0.02
Alpha 1.09 Stream Power (lb/ft s) 0.11 0.39 0.01
Frctn Loss (ft) 0.30 Cum Volume (acre-ft) 31.95 20.87 14 .32
C & E Loss (ft) 0.01 Cum SA (acres) 15.99 3 .62 10.68
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 4787.56 Element Left OB Channel Right OB
Vel Head (ft) 0.08 Wt. n-Val. 0.020 0.040 0.060
W.S. Elev (ft) 4787.48 Reach Len. (ft) 456.00 550.00 327.00
Crit W.S. (ft) Flow Area (sq ft) 1445.25 550.62 98 .58
E.G. Slope (ft/ft) 0.000580 Area (sq ft) 1445.25 550.62 98.58
Q Total (cfs) 4700.00 Flow (cfs) 3156.15 1474 .05 69.80
Top Width (ft) 1333.08 Top Width (ft) 1153.66 103.30 76.12
15
I , > I I I I I I I I I I I I 1 1 1 1
ef..cctive.rep 3/19/4„63
Vel Total (ft/s) 2 .24 Avg. Vel. (ft/s) 2 .18 2.68 0.71
Max Chl Dpth (ft) 8 .08 Hydr. Depth (ft) 1.25 5.33 1.30
Conv. Total (cfs) 195238.2 Cony. (cfs) 131106.7 61232 .2 2899.4
Length Wtd. (ft) 491.49 Wetted Per. (ft) 1159.63 106.31 76.17
Min Ch El (ft) 4779.40 Shear (lb/sq ft) 0 .05 0.19 0.05
Alpha 1.08 Stream Power (lb/ft s) 0 .10 0.50 0.03
Frctn Loss (ft) 0.39 Cum Volume (acre-ft) 22 .43 18.39 8.07
C & E Loss (ft) 0.01 Cum SA (acres) 13 .57 3.62 7 .27
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections.
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 4786.59 Element Left OB Channel Right OB
Vel Head (ft) 0.14 Wt. n-Val. 0.020 0.040 0.060
W.S. Elev (ft) 4786.45 Reach Len. (ft) 456.00 550.00 327.00
Crit W.S. (ft) Flow Area (sq ft) 431.19 444 .60 28.29
E.G. Slope (ft/ft) 0.001250 Area (sq ft) 431.19 444 .60 28.29
Q Total (cfs) 2200.00 Flow (cfs) 668.00 1515.58 16.42
Top Width (ft) 1082.49 Top Width (ft) 926.83 103 .30 52 .36
Vel Total (ft/s) 2.43 Avg. Vel. (ft/s) 1.55 3 .41 0.58
Max Chl Dpth (ft) 7.05 Hydr. Depth (ft) 0.47 4 .30 0.54
Conv. Total (cfs) 62232 .1 Conv. (cfs) 18896.0 42871.5 464.6
Length Wtd. (ft) 526.78 Wetted Per. (ft) 932 .39 106.31 52.37
Min Ch El (ft) 4779.40 Shear (lb/sq ft) 0.04 0.33 0.04
Alpha 1.48 Stream Power (lb/ft s) 0.06 1.11 0.02
Frctn Loss (ft) 0.81 Cum Volume (acre-ft) 6.72 13 .68 2.39
C & E Loss (ft) 0.01 Cum SA (acres) 11.83 3 .31 1.91
Warning: Divided flow computed for this cross-section.
CROSS SECTION RIVER: Big Thompson
REACH: Eberl RS: 74387
INPUT
Description:
Station Elevation Data num= 117
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4799.71 6.638 4799.69 19.508 4795.4 35.5744790.659 44.714792.045
52 .3924794 .008 84.794792.763 100.9194792 .219 109.5854792.164 233 .6724790.796
444.3854788.302 549.8514788.323 566.8594787.926 617.8664787.659 646.4584787.375
769.9154787.821 771.0454787.823 771.8934787.809 788.9134783.638 789.294 4783.42
1063 .963 4783.421080.9524786.247 1089.844787.8321136.1614788.693 1142.864788 .657
1237.5354787.2951260.4254786.7811265.6584786.7941284 .6314785.2331291.9814784 .812
1294 .7034784.4181318.6274783.1621323.1714782.9051324 .3854782 .7031338.7484779.911
1346.384779.1231356.8714778.407 1369.32 4779.551373 .8134779.8731377.9694780.057
1380.1994780.4641397.0594782.7381418.2924785.4361427.0754786.6641462 .7024786.125
1467.565 47861467.8514785.9841468.834 47861471.1334786.0171472 .2074786.007
16
I I I I I I I ! I I I 1 I I I I I
ef__�tive.rep / 3/19/,.�23
1486.1854786.0921495.1084786.1261501.1234786.0991506.0114786.1181555.183 4786.23
1564.8724786.2841589.522 4786.381599.4454786.3971614 .2844786 .4611624.4224786.474
1630.854786.4081665.2274786.546 1673 .074786.6331785.8844786.6742233.6454787.957
2247.3 47882378.2754789.9742380.349 4790 2380.52 47902709.4834791.253
2715.9654791.2682722.2774791.2962728.2584791.3082762 .8144791.4552769.0064791.472
2888.826 47922890.458 47922903.706 4792.082904.8844792.0852935.9524792.263
2937.548 4792.273013.5964792.6983030.412 4792.813086.1134793.065 3265.85 4794
3273.1034794.0763273.4094794.0813274.7784794 .0953346.0914794.9613424.374 4796
3429.209 4796.133429.9094796.1543432.4644796.2573466.1124797.5023477.679 4798
3478.257 47983528 .6584799.6113540.002 48003540.841 48003613.004 4802
3624.1344802.5193662.835 48043677.6144805.4943691.1984806.6693707.255 4808
3719.175 4809.333725.778 48103726.937 48103750.5834811.8793751.947 4812
3752.339 4812 3757.54812.2723768.3794812 .9763786.803 48143829.7114815.594
3839.911 48163855.3264816.983
Manning's n Values num= 5
Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val
0 .06 769.915 .02 1089.84 .061265.658 .041427.075 .06
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1265.6581427.075 724 667 385 .1 .3
Blocked Obstructions num= 1
Sta L Sta R Elev
768.28 1088.99 4785
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4787.86 Element Left OS Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.020 0.040 0.060
W.S. Elev (ft) 4787.65 Reach Len. (ft) 724.00 667.00 385.00
Crit W.S. (ft) Flow Area (sq ft) 842.56 808.48 611.61
E.G. Slope (ft/ft) 0.000930 Area (sq ft) 842.56 808.48 611.61
Q Total (cfs) 6500.00 Flow (cfs) 3407.94 2670.14 421.92
Top Width (ft) 1336.43 Top Width (ft) 474 .42 161.42 700.59
Vel Total (ft/s) 2.87 Avg. Vel. (ft/s) 4 .04 3 .30 0.69
Max Chl Dpth (ft) 9.25 Hydr. Depth (ft) 1.78 5.01 0.87
Conv. Total (cfs) 213139.2 Cony. (cfs) 111748.5 87555.6 13835.1
Length Wtd. (ft) 633 .08 Wetted Per. (ft) 474.98 162.43 700.60
Min Ch El (ft) 4778.41 Shear (lb/sq ft) 0.10 0.29 0.05
Alpha 1.59 Stream Power (lb/ft s) 0.42 0.95 0.03
Frctn Loss (ft) 0.51 Cum Volume (acre-ft) 16.25 11.89 11.43
C & E Loss (ft) 0.03 Cum SA (acres) 7.15 1.95 7.23
Warning: Divided flow computed for this cross-section.
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 4787.16 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.020 0.040 0 .060
W.S. Elev (ft) 4786.97 Reach Len. (ft) 724 .00 667.00 385.00
Crit W.S. (ft) Flow Area (sq ft) 591.54 697.59 212 .64
17
I
1 I I I I I 1 1 1 1 I I I I I I 1
efLoctive.rep 3/19/,..3
E.G. Slope (ft/ft) 0.001145 Area (sq ft) 591.54 697.59 212 .64
Q Total (cfs) 4700.00 Flow (cfs) 2276.86 2316.75 106.39
Top Width (ft) 945.43 Top Width (ft) 323 .15 161.42 460.87
Vel Total (ft/s) 3 .13 Avg. Vel. (ft/s) 3 .85 3.32 0.50
Max Chl Dpth (ft) 8.56 Hydr. Depth (ft) 1.83 4.32 0.46
Conv. Total (cfs) 138904 .2 Conv. (cfs) 67290.4 68469.5 3144 .3
Length Wtd. (ft) 643.03 Wetted Per. (ft) 323.55 162 .43 460.88
Min Ch El (ft) 4778.41 Shear (lb/sq ft) 0.13 0.31 0 .03
Alpha 1.29 Stream Power (1b/ft s) 0.50 1.02 0 .02
Frctn Loss (ft) 0.57 Cum Volume (acre-ft) 11.77 10.51 6.91
C & E Loss (ft) 0.02 Cum SA (acres) 5.84 1.95 5.25
Warning: Divided flow computed for this cross-section.
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 4785.77 Element Left OB Channel Right OB
Vel Head (ft) 0.19 Wt. n-Val. 0.020 0.040
W.S. Elev (ft) 4785.58 Reach Len. (ft) 724.00 667.00 385.00
Crit W.S. (ft) Flow Area (sq ft) 169.40 486.71
E.G. Slope (ft/ft) 0.001919 Area (sq ft) 169.40 486.71
Q Total (cfs) 2200.00 Flow (cfs) 380.04 1819.96
Top Width (ft) 434.81 Top Width (ft) 295.94 138.87
Vel Total (ft/s) 3.35 Avg. Vel. (ft/s) 2.24 3 .74
Max Chl Dpth (ft) 7.17 Hydr. Depth (ft) 0.57 3 .50
Conv. Total (cfs) 50215.3 Conv. (cfs) 8674 .6 41540.7
Length Wtd. (ft) 647.41 Wetted Per. (ft) 296.05 139.76
Min Ch El (ft) 4778.41 Shear (lb/sq ft) 0.07 0.42
Alpha 1.11 Stream Power (lb/ft s) 0.15 1.56
Frctn Loss (ft) 0.70 Cum Volume (acre-ft) 3.57 7.80 2.29
C & E Loss (ft) 0.02 Cum SA (acres) 5.43 1.78 1.72
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4. This may indicate the need for additional cross sections.
CROSS SECTION RIVER: Big Thompson
REACH: Eberl RS: 73720
INPUT
Description: Downstream Boundary
Station Elevation Data num= 65
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4790 136.947 4790 398.577 4788 410.127 4787.08 419.834 4786
440.3774784.796 458.298 4784 526.083 4784 561.7634784 .211 683.7844784 .727
689.4054784.725 721.8714784 .043 730.6744783 .754 733.3074783 .851 736.6154784 .027
784 .7174783.979 795.0914781.222 798.6244779.179 804 .1454779.257 835.5244779.655
843 .1334778.841 860.9654778.564 880.6654779.404 885.5584779.695 888.7214781.287
890.2844781.662 917.6324781.571 935.5954782 .334 942 .5774782.168 978.6794782.782
982 .5944782 .855 986.1974782.8641080.909 4783.87 1089.52 47841093 .038 4784
18
i I I I I i i i 1 1 1 1 1 I I I I I
eiAtive.rep 3/19/A3
1489.601 47862028.9054787.9392120.9884788.4892221.0894788.9232402.0474789.385
2419.597 4789.392599.3114789.6482713 .4794789.9692719.065 47902768.167 4790
2809.4224790.6082918.518 47922919.701 47922922.8464792.0662981.584 4794
2981.65 47942986.619 4794.293014 .164 47963048.342 47983082.6244799.806
3086.95 48003091.4024801.823 3091.83 48023091.9744802.0843096.033 4804
3107.534805.0023110.0954805.2033116.6934805.9173117.682 48063118.2214806.063
Manning's n Values num. 3
Sta n Val Sta n Val Sta n Val
0 .06 795.091 .04 888 .721 .06
Bank Sta: Left Right Coeff Contr. Expan.
795.091 888.721 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4787.32 Element Left OB Channel Right OB
Vel Head (ft) 0.12 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4787.21 Reach Len. (ft)
Crit W.S. (ft) 4784.95 Flow Area (sq ft) 1112.45 744 .97 1975.07
E.G. Slope (ft/ft) 0.000700 Area (sq ft) 1112.45 744.97 1975.07
Q Total (cfs) 6500.00 Flow (cfs) 1473.69 2897.86 2128 .45
Top Width (ft) 1416.65 Top Width (ft) 386.55 93.63 936.47
Vel Total (ft/s) 1.70 Avg. Vel. (ft/s) 1.32 3.89 1.08
Max Chl Dpth (ft) 8.64 Hydr. Depth (ft) 2.88 7.96 2.11
Conv. Total (cfs) 245645.0 Conv. (cfs) 55693.1 109514 .4 80437.5
Length Wtd. (ft) Wetted Per. (ft) 387.05 94.63 936.55
Min Ch El (ft) 4778.56 Shear (lb/sq ft) 0.13 0.34 0.09
Alpha 2.62 Stream Power (lb/ft s) 0.17 1.34 0.10
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
CROSS SECTION OUTPUT Profile #PF 3
E.G. Elev (ft) 4786.57 Element Left OB Channel Right OB
Vel Head (ft) 0.12 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4786.46 Reach Len. (ft)
Crit W.S. (ft) 4783.74 Flow Area (sq ft) 825.00 674 .65 1350.23
E.G. Slope (ft/ft) 0.000700 Area (sq ft) 825.00 674 .65 1350.23
Q Total (cfs) 4700.00 Flow (cfs) 906.90 2456.83 1336.28
Top Width (ft) 1200.57 Top Width (ft) 379.35 93 .63 727.59
Vel Total (ft/s) 1.65 Avg. Vel. (ft/s) 1.10 3.64 0.99
Max Chl Dpth (ft) 7.89 Hydr. Depth (ft) 2.17 7.21 1.86
Conv. Total (cfs) 177596.3 Conv. (cfs) 34268.4 92834 .7 50493.2
Length Wtd. (ft) Wetted Per. (ft) 379.81 94 .63 727.67
Min Ch El (ft) 4778.56 Shear (lb/sq ft) 0.09 0.31 0.08
Alpha 2.74 Stream Power (1b/ft s) 0.10 1.14 0.08
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
19
1 ' ) 1 I 1 1 1 I I 1 I 1 I I I I I 1 1 1
ef«ctive.rep J 3/19/A3
Warning: The parabolic search method failed to converge on critical depth. The program will try the
cross section slice/secant method to find critical depth.
CROSS SECTION OUTPUT Profile #PF 4
E.G. Elev (ft) 4785.04 Element Left OB Channel Right OB
Vel Head (ft) 0.11 Wt. n-Val. 0.060 0.040 0.060
W.S. Elev (ft) 4784.93 Reach Len. (ft)
Crit W.S. (ft) 4781.91 Flow Area (sq ft) 260.55 531.60 517.31
E.G. Slope (ft/ft) 0.000700 Area (sq ft) 260.55 531.60 517.31
Q Total (cfs) 2200.00 Flow (cfs) 138.31 1651.28 410 .41
Top Width (ft) 838.86 Top Width (ft) 356.96 93.63 388.27
Vel Total (ft/s) 1.68 Avg. Vel. (ft/s) 0.53 3.11 0 .79
Max Chl Dpth (ft) 6.36 Hydr. Depth (ft) 0.73 5.68 1.33
Conv. Total (cfs) 83142.3 Conv. (cfs) 5227.0 62405.1 15510.2
Length Wtd. (ft) Wetted Per. (ft) 357.36 94.63 388.35
Min Ch El (ft) 4778.56 Shear (lb/sq ft) 0.03 0.25 0.06
Alpha 2.61 Stream Power (lb/ft s) 0.02 0.76 0.05
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
SUMMARY OF MANNING'S N VALUES
River:Big Thompson
Reach River Sta. nl n2 n3 n4 n5 n6 n7
Eberl 78421 .06 .04 .06
Eberl 78009 .06 .04 .06
Eberl 77376 .06 .04 .06
Eberl 76558 .06 .02 .06 .04 .06
Eberl 75707 .06 .02 .06 .04 .06
Eberl 74937 .06 .02 .06 .02 .06 .04 .06
Eberl 74387 .06 .02 .06 .04 .06
Eberl 73720 .06 .04 .06
SUMMARY OF REACH LENGTHS
River: Big Thompson
Reach River Sta. Left Channel Right
Eberl 78421 466 412 310
Eberl 78009 605.01 633 .01 606.97
Eberl 77376 745.02 818.01 815.04
Eberl 76558 576 851 634
20
I ' i I I I 1 I I 1 ! 1 1 1 1 1 1 1 I 1
et_Ictive.rep / 3/19/zut3
Eberl 75707 264 770 620
Eberl 74937 456 550 327
Eberl 74387 724 667 385
Eberl 73720
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Big Thompson
Reach River Sta. Contr. Expan.
Eberl 78421 .1 .3
Eberl 78009 .1 .3
Eberl 77376 .1 .3
Eberl 76558 .1 .3
Eberl 75707 .1 .3
Eberl 74937 .1 .3
Eberl 74387 .1 .3
Eberl 73720 .1 .3
Profile Output Table - Standard Table 1
Reach River Sta Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel
Chnl Flow Area Top Width Froude # Ch1
(cfs) (ft) (ft) (ft) (ft) (ft/ft)
(ft/s) (sq ft) (ft)
Eberl 78421 6500.00 4787.12 4795.20 4793.69 4795.72 0 .003047
6.58 1568.75 897.84 0.48
Eberl 78421 4700.00 4787.12 4794.44 4793 .03 4794 .92 0.003053
5.99 1117.64 686.03 0.47
Eberl 78421 2200.00 4787.12 4792.76 4791.40 4793 .11 0.003431
4 .83 528.11 302.21 0.47
Eberl 78009 6500.00 4785.29 4794 .56 4791.44 4794.86 0.001340
5.04 2230.15 1293 .67 0.33
Eberl 78009 4700.00 4785.29 4793 .89 4790.58 4794 .13 0.001129
4 .34 1635.56 796.88 0.30
Eberl 78009 2200.00 4785.29 4792.19 4788 .91 4792 .36 0.001003
3.38 721.91 571.14 0.27
Eberl 77376 6500.00 4785.82 4791.96 4791.96 4793.01 0.009480
8.69 997.61 624 .94 0.79
Eberl 77376 4700.00 4785.82 4791.08 4791.08 4792.31 0.013967
9.00 582.38 345.36 0.92
Eberl 77376 2200.00 4785.82 4789.63 4789.63 4790.61 0.018406
7.94 277.18 139.62 0.99
21
I i 1 I I 1 1 I I I 1 1 I 1 1 1 ll 1 1
efLective.rep 3/19/2u3
Eberl 76558 6500.00 4782 .95 4788.73 4788.91 0.000687
2.35 1981.03 709.20 0.21
Eberl 76558 4700.00 4782 .95 4788.27 4788.40 0.000644
2.11 1659.59 686.35 0.20
Eberl 76558 2200.00 4782.95 4787.50 4787.56 0.000497
1.63 1136.24 670.50 0.17
Eberl 75707 6500.00 4780.54 4788 .27 4788.41 0.000887
3.58 2193.43 1261.83 0.25
Eberl 75707 4700.00 4780.54 4787.75 4787.89 0.001007
3.60 1570.56 1083.04 0.27
Eberl 75707 2200.00 4780.54 4787.04 4787.14 0.000815
2.97 939.39 765.15 0.23
Eberl 74937 6500.00 4779.40 4788.08 4788 .17 0.000436
2.49 2927.88 1533.59 0.18
Eberl 74937 4700.00 4779.40 4787.48 4787.56 0.000580
2 .68 2094.46 1333.08 0 .20
Eberl 74937 2200.00 4779.40 4786.45 4786.59 0.001250
3 .41 904 .08 1082.49 0.29
Eberl 74387 6500.00 4778.41 4787.65 4787.86 0.000930
3 .30 2262 .65 1336.43 0.26
Eberl 74387 4700.00 4778.41 4786.97 4787.16 0.001145
3 .32 1501.76 945.43 0.28
Eberl 74387 2200.00 4778.41 4785.58 4785.77 0.001919
3.74 656.11 434 .81 0.35
Eberl 73720 6500.00 4778.56 4787.21 4784 .95 4787.32 0 .000700
3.89 3832.48 1416.65 0.24
Eberl 73720 4700.00 4778.56 4786.46 4783.74 4786.57 0.000700
3.64 2849.89 1200.57 0.24
Eberl 73720 2200.00 4778 .56 4784.93 4781.91 4785.04 0.000700
3 .11 1309.46 838.86 0 .23
Profile Output Table - Standard Table 2
Reach River Sta E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q
Channel Q Right Top Width
(ft) (ft) (ft) (ft) (ft) (cfs)
(cfs) (cfs) (ft)
Eberl 78421 4795.72 4795.20 0.52 0.79 0.07 453.41
4929.87 1116.72 897.84
Eberl 78421 4794 .92 4794.44 0.47 0.72 0.07 109.34
3903.66 687.00 686.03
Eberl 78421 4793.11 4792 .76 0.35 0.69 0.05 1.40
2089.67 108.93 302.21
Eberl 78009 4794 .86 4794 .56 0.30 1.78 0.07 1527.62
4819.90 152.48 1293.67
22
1 I I I I 1 I 1 I ) I I I I I I I 1 I
ei__ttive.rep ) 3/19/A3
Eberl 78009 4794 .13 4793.89 0.24 1.72 0.10 920 .45
3766.39 13.16 796.88
Eberl 78009 4792.36 4792.19 0.18 1.67 0 .08 21.20
2178.80 571.14
Eberl 77376 4793 .01 4791.96 1.05 1.34 0 .26 749.20
5748.08 2.72 624.94
Eberl 77376 4792.31 4791.08 1.22 1.37 0.33 130.10
4569.90 345.36
Eberl 77376 4790.61 4789.63 0.98 1.16 0.28
2200.00 139.62
Eberl 76558 4788.91 4788.73 0.18 0.49 0 .01 5545.58
954.42 0.00 709.20
Eberl 76558 4788.40 4788.27 0.13 0.51 0.00 3944.46
755.55 686.35
Eberl 76558 4787.56 4787.50 0.06 0.42 0.00 1743.45
456.55 670.50
Eberl 75707 4788.41 4788.27 0.14 0.23 0.02 5037.18
1427.59 35.23 1261.83
Eberl 75707 4787.89 4787.75 0.15 0.31 0.02 3372 .44
1314.80 12.77 1083.04
Eberl 75707 4787.14 4787.04 0.10 0.55 0 .00 1250 .07
949.63 0.30 765.15
Eberl 74937 4788.17 4788 .08 0.08 0.30 0.01 4906.15
1528.44 65.41 1533.59
Eberl 74937 4787.56 4787.48 0.08 0.39 0.01 3156.15
1474.05 69.80 1333.08
Eberl 74937 4786.59 4786.45 0.14 0.81 0.01 668.00
1515.58 16.42 1082 .49
Eberl 74387 4787.86 4787.65 0.20 0.51 0.03 3407.94
2670.14 421.92 1336.43
Eberl 74387 4787.16 4786.97 0.20 0.57 0.02 2276.86
2316.75 106.39 945.43
Eberl 74387 4785.77 4785.58 0.19 0.70 0.02 380.04
1819.96 434 .81
Eberl 73720 4787.32 4787.21 0.12 1473.69
2897.86 2128.45 1416.65
Eberl 73720 4786.57 4786.46 0.12 906.90
2456.83 1336.28 1200.57
Eberl 73720 4785.04 4784 .93 0.11 138.31
1651.28 410.41 838.86
23
Appendix C
Relative Documents and Figures
I I I I I I I I I I I I I I 1 1 I
,
lL:___.11
I -} - _ - - __1.- �1- ■ .-11 1 ■ REACH 1 - l --
9
_� ■
4805 -- - - - -I{ I _1-1_, 1-_i
:� I -- - z
me H
rrI 2
4800 ICO ta
l'-III I- -z�. . 4 - �_ 1�- t - t-- -- - _ Q.
._� O
0 jill .{1-4i , , t t m
z47P5 ' I 111_id iiii l,if - ' I I 'b - !� -1m - ��_
IN �i� t�t {tI - 1 - j � • I - -
U. -44444-Iii _ 1�_
11 --
' 47BD i} i`���t-1 f.
t 1._- #�1 } ., � � is i�tLa, .-
- - .-- 17_,I�_�t ? T. -_ - . E — -I II IIr #,�, :- JI
{- { ] }�l} + � , :_�� !■.. te!- 1 - 1- _ -7 {
4 - 1 ' i '" I
r
1' .ir �_•
jam' y�ell — 1
4785 -I I t I A�RSr./r.A�� 1 -Ti-- - �` �- _' --■�. t
o
as
4 80■ ' 1 i a■mseA1 G- 17 - - CE
- } r . CF = v W
+I-L- ',i.+i - :�m� _ ■ 1■ _!.- 1�. + ■ !ice 111 P 4- LEGEND s Wo
4775 t tit
�C'+.�_ Z Wit + + • ■ —- ti VI
■ ■� ! _ ____— 500 YEAP FLOOD f Y
■ Y ■'- _ + r+ — ; _ _ 100 YEAR FLOOD z U Qa.
_1 {1111 t« - ]t ! 1 y` ■ } ! _ 11 - --- 50 YEAR FLOOD CI V
{r1. I ��. . . I I -�. ; i I i. 1 I - __ ! _ ' ID YEAR FLOOD Wlx
H - 1 ■ j - — STREAM BED
+ O'
14.f-4- :1 BY LJ1tEt 1 BZ - .CA 11•{ , - 1 cc 1-f_- - - - _ �e /JrC 3
{ ce d
[- 4-' 11 t 11 I11 't - !I 1 2-- — {{ - CO _ CROSS SECTION
4770 ■ +t r 73500 - -_ - _. _ -
T - __ LOCATION o
._.—.__ _ _ _—_ _--_—_ u
1 71500 72000 72500 73000 74000 74500 75000 75500 76000 76500 77000
77500
STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SOUTH PLATTE RIVER 52P
ELEVATION(FEET NGVD)
J A 0eJy a
pm mp0 a 0
...1 O°3 Oi O Vi O 0 O 1
L � I:44-1-4‘r4 -. ' _ — ;
-4 8 ttTT L w F 3if „ „-"r `—� • h --
co
i ._ ......-_.+ .-...___..„-E_.-
.2TC•UNTY ROAD 54
x : _�weMs " —
_I 1 Y
YT 1 -1-`tl- , I ..+.-1 1 ._.� t -•_ —
I I ,� wNr.I 5 Iq INN• 1111:` •-4,-1-,-1-1-
m J `4 l INN�IYI a I1 f_I ---t-.i+H-LILT. �r1 -.-.-
-4 P 1 a.a.� 1 1 ' �t
3 8 } I. r r.+N•h--•—
_4-+rl1 'rI "-•--_1th.- rr —
m I 4.i,+r i I.`IL+ 1 1� I I =--,-•41) 1T I I t1t_
y1 I 1 NN••YNY• .-r I -1-1-1-1-L----...
zm NYN• .+...I .LI'-•..-L'i '"` �T" ' `Tr �+I ...Y--i-�+'_
E IR W NYN�I I
^ xi..-�. Np ,� � r L, NI�•�tl•YY•YYY••NN•NYNY•••• —
m * Tr- t , ' pp1 s N N
�IUU * I . I J&I-, it_ aNN•
m m j I ` I _. NNN•�•N
g R j I� I I , � 1 1 I ' ' Illl —
O g 11 N —1 'I i -.--. M ti..`_ wa• NY N• N•NIN aT
O Y . N `'1\Iw�N�11•I•Y rNN••N•NN• •NI•Y•7, 2>4
2 •n • .w,�•N••NN. 1-: 2
m
m $ —
n I 1 1 I' II •w..Y.• I
I I
I I I 1 1 1 ! 1iu ' , - i I ' III 11 4 i
o
m ] I I 1 1 i Ia. F I I I 1 , t I i{ � LI i i t I
L
N I�r LI..� j
8 I III Hit * ill
'N�l
m • 3.NINY•YYY• NNNNAtl•YNiw\Y\ �NM
1
.-
'3,1 � 1H 1 I ' I, I I - i I , ii i ,1 I I II4 I,I
I
} ' I li 4 1 � , I I 1 it L II � II II
-I. • N •MwwNYNY••�s1� m `1 h- t'+�r - --+i , n1 H-
_ _ -, H /+ I - -L t�1i '� l L I'1 t f
MN••w••vl�w• o•! �t}i 1v
� - w••,r tI- t`t Lt*r `j - 7rF �f
8 I n r4 4,41+ 1 -1`� -f �-,-
III �1 + �� .H
I , -r +, rt -
II t4T . Its i 1 11-A.'It+ L1 ztH T• Hil '- - _
m 1 O ii Y•O•A�VA7•tl ■ N 7 ,�
O � + -+ 1 1 � I I LIMIT OF STUDY +�
���a•NN••NN••••HN•NNN••u+}N�•YN• 1- f'
m F v ! IYIBIIU II MINI WELD—LARIMER COUNTY LINE -
02 §12 ;7.1
= m -< 8 ° �I� i ' ' ' ' I i .11 , 1
6 YH 3 ssaa � IIIINII 1111 I •• ■1
py m rt m .. ION�Y•tl�• ANNI�N��NO•A�I••`' -- YnO•u•••W�••M\•uN -
z_ o S 8 8 ":LIa\III.Iulll:.•'�II:I�•I �YL...�ICM•N ,
__ IW I I ' I ISIlNhlIl11 ` - ■IHIIllfiil
FEDERAL EMERGENCY MANAGEMENT AGENCY
IJ, FLOOD PROFILES
0 WELD COUNTY, CO BIG THOMPSON RIVER
(UNINCORPORATED AREA)
I P ! I I I I I 1
APPRO%I
Brush \ i000 XI a SCALE
,00a FEET
14.44,
1 •
. ..L----\ ZONE B \
N \
, IIItlII llO NATIONAL,uol lYsnurr llRNllY
II
F
FIRM
FLOOD INSURANCE RATE MAP
,
ZONE B I� WELD
�9 COUNTY,
S+OI( 28 ------1 COLORADO
J \ UNINCORPORATEDAREA
� ZONE B PANEL615 OF LO]5
\��\
B `�, — o _ nom,
ZONE C /H '�� \
II CUMYUNIiI/ANH NUMBER
I
]'. tl OB016606ISC
20NE B \ - _I!
II ' MAP REYISFO'
ZONE B
SEPTEMBER EV SEB:
Hardman
ZONEB'R~rye Nit
s - /
,
ZONE S aS Ec Y fi, N� ZONE
LL.' L4 5 `
. ` n�e.t,...o-s i1 ..g( I , w v3A'ff.
Preliminary Drainage Report
contains oversized Map
- Preliminary Drainage Plan
- Floodplain Analysis Study
Please see original file
Hello