HomeMy WebLinkAbout1.33 EngDesign-EngineeringDesignReportCOLORADO
PROJECT ENGINEERING
DESIGN REPORT
RIVER EDGE COLORADO
GARFIELD COUNTY, COLORADO
OWNER/APPLICANT:
CARBONDALE INVESTMENTS, LLC
7999 HWY 82
CARBONDALE CO 8 1 6 2 3
970-456-5325
CONSULTANT:
8140 PARTNERS, LLC
PO BOX 0426
EAGLE, CO 81631
JANUARY 14, 2010
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
PROJECT ENGINEERING DESIGN
REPORT
RIVER EDGE COLORADO
GARFIELD COUNTY, COLORADO
TABLE OF CONTENTS
INTRODUCTION 3
A. BASIS 3
B. PURPOSE AND SCOPE OF REPORT 3
C. LIMITATION AND RESTRICTIONS ASSOCIATED WITH PRELIMINARY
ENGINEERING 3
D. FINDINGS 4
II. DESIGN STANDARDS AND CRITERIA 4
III. PROJECT LOCATION AND DESCRIPTION 5
A. PROJECT LOCATION 5
B. PROJECT DESCRIPTION 5
IV. DESIGN AND CONSTRUCTION APPROACH 6
1. SITE RECLAMATION 7
2. ROADS 8
3. WATER AND WASTEWATER 10
4. DRY UTILITIES 10
5. EROSION AND SEDIMENT CONTROL 11
APPENDICES
APPENDIX A: VICINITY MAP AND PROJECT SITE DRAWINGS
APPENDIX B: WILL SERVE LETTERS
APPENDIX C: STORM SEWER, INLET AND CULVERT SIZING
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
I. INTRODUCTION
A. BASIS
This Project Engineering Design Report ("Report") has been prepared in support of an
application for PUD Plan Review ("Rezoning") and Subdivision Review ("Preliminary
Plan") for the proposed River Edge Colorado ("Project", "REC", or "REC PUD") in
accordance with the requirements of the Garfield County Unified Land Use Resolution of
2008 ("ULUR"), as amended. This Report is submitted in support of the overall project
engineering plans required under Sections 5-501.G.11, 6-301.6.4, and 6-301.6.5.e of the
ULUR. This Report provides support to the other referenced documents submitted as
part of the REC rezoning and preliminary plan applications including the engineering
reports and plans covering water and wastewater systems, hazard mitigation, erosion
and sediment control, and hazard mitigation; and the River Edge Colorado PUD and
Subdivision Drawing Package ("Drawing Package").
B. PURPOSE AND SCOPE OF REPORT
The purpose of this Report is to present the engineering framework associated with the
preliminary engineering plans (Series C00-07, DR01-03, S01, B01, and SW01-07 along
with ES01-05 and CP01 of the Drawing Package). The intent of the preliminary
engineering plans is to meet the County's requirements as expressed in Article V and VI
of the ULUR, and provide adequate evidence that the design meets or exceeds
applicable standards as expressed in Article VII of the ULUR. This Report discusses those
elements associated with the design and coordination of infrastructure components not
otherwise specifically dealt with under other more specific engineering reports
submitted as part of the REC rezoning and preliminary plan application package
including:
• Reclamation Plan;
• Water Supply Plan;
• Water Treatment and Distribution System Design Report;
• Sanitary Sewage Disposal Plan;
• Sewage Collection Design Report;
• Hazard Mitigation Plan;
• Erosion and Sediment Control Plan; and
• Drawing Package.
C. LIMITATION AND RESTRICTIONS ASSOCIATED WITH PRELIMINARY
ENGINEERING
The plans and reports presented are designed to support the REC rezoning and
preliminary plan review and approval process based on the requirements of ULUR. The
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
plans and reports present the overall design intent, layout, facilities coordination, and
operational configurations for the Project based on Garfield County, appropriate
agency, and industry standards. The plans and reports are intended to show
practicability and support final design, which final design will generally conform to these
plans and reports, if the REC rezoning and preliminary plans are approved. The plans
and reports are not intended to provide the design information necessary to support
the permitting or approval processes of other agencies.
D. FINDINGS
Series C00-06, DR01-03, S01, B01-02, and SW01-07 along with ES01-05 and CP01 of the
Drawing Package and the associated plans and reports were prepared by or under the
direction of a registered professional engineer (William S. Otero, State of Colorado
Professional Engineer, Registration #32163). The content of the drawings, plans and
reports provide evidence that the Project conforms to the ULUR in all respects except
those standards and criteria from which a modification is specifically requested as part
of the REC rezoning and preliminary plan applications. The request for modifications are
detailed and justified in the Rezoning and Subdivision Justification Report.
II. DESIGN STANDARDS AND CRITERIA
The following standards and criteria were used in preparing the drawings, plans and
reports:
• ULUR;
• 2003 International Fire Code (as amended by Garfield County);
• 2009 International Building Code (as amended by Garfield County);
• Roaring Fork Water and Sanitation District Rules and Regulations, dated
2007 ("RFWSD Rules");
• Site Location and Design Approval Regulations for Domestic Wastewater
Treatment Works 5 -CCR 1002-22, CDPHE Water Quality Control
Commission ("WQCC") dated September 30, 2009 ("CDPHE Site Location
and Design Approval Regulation");
• Design Criteria for Potable Water Systems, CDPHE Water Quality
Control Division ("WQCD") dated March 31, 1997 ("CDPHE Design
Standards");
• Colorado Primary Drinking Water Regulations 5 CCR 1003-1, CDPHE
Water Quality Control Commission ("WQCC") dated August 9, 2010.
("CDPHE Drinking Water Standards");
• New Water System Capacity Planning Manual, CDPHE WQCC ("CDPHE
Planning Manual");
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
• Guide for Determination of Needed Fire Flow, Insurance Services Office
("ISO"), 2008;
• Urban Storm Drainage Criteria Manual ("USDCM") dated June 2001,
Urban Drainage and Flood Control District ("UDFCD"), Denver, Colorado;
• Colorado Floodplain and Stormwater Criteria Manual, dated 2006,
Colorado Water Conservation Board;
• A Policy on Geometric Design of Highways and Streets, dated 2004,
American Associated of State Highway and Transportation Officials
("AASHTO");
• 1998 State Highway Access Code, dated March 2002, Colorado
Department of Transportation;
• Engineering Criteria Manual, dated July 1, 2010, Transportation
Engineering, City of Colorado Springs;
• Neo -Traditional Street Design, dated 1995, Institute of Transportation
Engineers; and
• Roundabout Design Standards: A Section of the Traffic Engineering
Policy & Design Standards, dated October 4, 2005, Transportation
Engineering, City of Colorado Springs.
In addition, where certain necessary standards and criteria were not included as part of
the local standards or where standards were not applicable due to site conditions or the
proposed development program, state and federal codes and statewide or nationwide
standards were utilized as an alternative. Where such state and federal standards and
criteria specifically conflict with an applicable ULUR standard or criteria, modifications
have been requested as part of the REC rezoning and preliminary plan application and
are included as a part of the Rezoning and Subdivision Justification Report.
III. PROJECT LOCATION AND DESCRIPTION
A. PROJECT LOCATION
The Project is located along State Highway 82 ("SH 82") between the City of Glenwood
Springs and Town of Carbondale near the junction of County Road 110/113 ("CR 113")
and SH 82. The property is located almost entirely west of the Roaring Fork Transit
Authority ("RFTA") right-of-way and east of the Roaring Fork River and the Roaring Fork
Conservancy ("RFC") Conservation Easement (i.e., Grant of Conservation Easement
dated February 3, 2000, recorded at Reception Number 559036 and survey map,
recorded December 24th, 2008, recorded at Reception Number 760571 in the real
property records of Garfield County, Colorado). The Project straddles Cattle Creek which
is also located within the RFC Conservation Easement. A vicinity map is provided as
Exhibit 1 in Appendix A. The Project covers approximately 160 acres ("Project Site") as
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
shown and described on the Project Site drawing [Exhibit 2(a -d), Appendix A]. The
Project is proposed by Carbondale Investments, LLC ("CI").
B. PROJECT DESCRIPTION
The Project is a proposal to create a walkable clustered -form of residential development
with neighborhood amenities including naturalized open space and enhanced wildlife
habitat, community recreation, parks, and neighborhood agriculture that is designed to
serve the residents and preserve and provide reference to the rural character and
agricultural roots of the Roaring Fork Valley. The Project aims to have a strong historic
identity back to the days of 'old Colorado' when compact neighborhoods formed with a
strong sense of community based on the land and surrounding landscape. The REC
landscape aesthetic will be simple, informal, and place emphasis in the use of plant and
landscape materials local, adaptable and appropriate to the climate and environment of
the area. The Project will include approximately 366 residential units of various sizes
and types including 55 affordable homes and one exclusive executive lot for a custom
home. Housing types will range from attached homes to small single family attached
and detached garden homes, village homes, and larger estate homes. Smaller garden
homes are anticipated to be designed for younger residents that are looking for their
first home in the County, while village homes and estate homes will provide move up
opportunities for growing families. Densities in the Project are proposed at less than 2%
units per acre. Lot sizes will vary from over 1 acre to approximately 5,000 square feet for
single family homes, and 1,700-5000 square feet of lot area for each garden home. Most
of the units back to either proposed active parks or reclaimed open space to help
enhance the connection to the land. The REC layout and design is depicted in the PUD
Plan, PUD01-03 Series and the Preliminary Plan PRPN01-03 Series of the Drawing
Package.
The architectural theme will be complementary to the traditional architecture of the
valley. Generally, exterior materials will include wood, stone, brick, stucco and cement
board siding. Varied roof heights and articulation of the front elevations will be used to
break up the massing and provide street -level appeal. Front porches and covered stoops
are included on homes to emphasize the entry and connection to the sidewalk and
street. Roofing will include dimensional shingles, metal, or other materials appropriate
to the building style and that roofs will generally be pitched. Gables, wall plane and
roofline articulation, bays, balconies, porches, canopies and arcades will be used in the
design of various buildings. The selection of materials will minimize the exterior
maintenance of the homes to help maintain a quality appearance for the long term.
The street pattern and pedestrian network are designed to facilitate community
interaction. Streets have detached sidewalks with designated cross walks at major
intersections and landscaped areas that create a comfortable environment for walking.
On -street parking in most areas will further buffer vehicular and pedestrian uses.
Internal circulation is maximized and dead-end streets are limited. Alleys are used
where appropriate to enhance the streetscape and achieve a mix of housing styles. A
soft trail system is used to connect open spaces and other common elements with the
sidewalk network. The homes are placed close to the streets to help define the
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
streetscape space and provide visual interest to pedestrians. Street trees and plantings
are proposed to enhance the aesthetics of the street.
The community is served with a variety of recreational facilities and a neighborhood
center that could include meeting room(s), fitness room, offices, kitchen, restrooms,
recreational facilities, and limited community service use such as a day care facility,
deli/coffee shop, or health club. Parks will provide informal recreational opportunities
within the community and will likely include tot lots, playfields, and trail system. The
west portion of the property is generally set aside as the naturalized area that buffers
the RFC Conservation Easement along the Roaring Fork River. The soft trails around the
property allow residents to enjoy the river and wetland areas without disrupting the
environment in conformance with the terms of the RFC Conservation Easement. More
than the minimum open space requirements will be met by the project. Nearly 50% of
the Project Site is in some form of open space, common area or park. Finally,
opportunities for productive and edible landscapes, including community gardens and
neighborhood orchards are integrated and dispersed in between the residential land
uses as gathering and focal places for residents connecting REC to its agricultural
heritage.
The combination of trails, recreation areas, and open space system with the ability to
engage in 'interactive community agriculture' on a small scale will make REC a very
desirable place to live, filling a unique niche not yet met in Garfield County. This unique
combination will help establish a sense of place, foster community, and engage
residents with their immediate environment. It is intended this overall outdoor focus
will set the tone and become a major driver of the identity of REC.
IV. DESCRIPTION OF DESIGN AND CONSTRUCTION
1. SITE RECLAMATION (PHASE 0)
Past development efforts that were prematurely terminated left the overall
Project Site in poor condition as a result of extensive grading including
substantial cut and fill areas and the removal of protective surface soils. Prior to
initiating development activities, the Project Site must be reclaimed in order to
address a variety of issues resulting from the degradation and land form
changes associated with such previous activities. The Reclamation Plan
(Appendix U of the Impact Report) details the proposed pre -development
reclamation activates proposed for the Project Site that would be under taken
as Phase 0 in advance of development construction. These activities are shown
on the Series RPO1 of the Drawing Package and the post -reclamation conditions
are shown on the Series ES02 of the Drawing Package. Where development -
related actions are most appropriately taken at the time of reclamation and
would result in limiting site disturbance and habitat impacts or alleviating safety
issues and concerns, these actions are included in the proposed reclamation
actions.
Although site reclamation is proposed as a pre -development action, the
development plans and drawings are based on existing conditions and not on
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
post -reclamation conditions. Final design must be coordinated with the post -
reclamation conditions once these actions are completed.
2. ROADS
Roads internal to the site were planned as continuous streets to provide for
vehicular movement and facilitate mobility for other modes of travel with
attached sidewalks and bike friendly speeds and sections. The residential areas
are "clustered" with urban densities. Therefore, the standards used for street
design were built based on the standards and framework provided by existing
Garfield County road design standards contained in Section 7-307 of the ULUR,
but were modified to meet Project objectives utilizing urban road design
standards from several municipal jurisdictions in Colorado (i.e., most specially
the City of Colorado Springs but also included a review of design standards in
the City of Fort Collins and City of Denver), AASHTO and Neo -Traditional Street
Design. The street sections adopted for use at REC are on shown on Typical
Street and Trail Sections, C04 Series of the Drawing Package. The design criteria
used for street layouts (Street Plan and Profiles, CO2 Series of the Drawing
Package) are as presented in Table 1. The criteria are well within other
jurisdictional standards for comparable development plans and meet the needs
of the Carbondale Fire Protection District. In addition to vehicular movement, all
the streets provide for on -street parking and detached sidewalks except alleys
and courts.
Table 1: Street Design Criteria
Criteria
Entry Road
Local
Alley /
Court
Garden
Home Access
Emergency
Vehicle Access
(EVA)
Design Capacity (ADT)
8,000
5,000
<500
<500
n/a
Design Speed (mph)
25
25
n/a
n/a
n/a
Posted Speed (mph)
25
25
n/a
n/a
n/a
Pavement Width (Lanes)
24 (2)1
36 (2)2
24 (2)3
20 (2)4
20
Min. Horizontal Radius (ft)
185
80
50
50
n/a
Design Vehicle
WB -50
WB -40
n/a
n/a
n/a
Curb Return Radii (ft)
30
20
n/a
n/a
n/a
Max. Grade (%)
8
8
8
8
8
Cross Slope (%)
2
2
2
n/a
n/a
Surface
Asphalt
Asphalt
Asphalt
Asphalt
Asphalt
1 Two 12' travel lanes plus raised median (varying width) and no on -street parking.
2 Two 10' travel lanes and on -street parking on both sides of the street.
3Two 10' travel lanes and 2' shoulders.
4 Two 10' travel lanes.
The street hierarchy for the planned development consists primarily of two
sections, Local and Alleys/Courts. Local streets provide site -wide mobility for
homeowners and guests at a capacity that will exceed 5,000 vpd. The Local road
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
section also allows for on -street parking on both sides of the street throughout
all neighborhoods and direct access to all front loaded residential lots (driveway
spacing is approximately 50 feet). Drainage will be controlled through the use of
curb and gutters which direct flows toward storm sewer inlets. The Local street
section was selected based on the planned character of the neighborhoods and
level of safety expected for those using the street or interacting with it from the
adjoining lots. Examples of similar urban streets can be found in Eagle Ranch,
Town of Eagle, Eagle County, Colorado. Alleys/ Courts provide short connections
between Local streets and access to rear loaded residential lots and garden
homes (driveway spacing of less than 40 feet). The required minimum width of
pavement for the Alleys/Courts sections is 20 feet per discussions with the
Carbondale Fire Protection District. The Alleys/Courts section provides for 24
feet of pavement, Drainage will be controlled through the use of cross pans
which direct flows toward the adjoining Local streets or adjacent drainageways.
All lots directly access private streets that then access SH 82 via the main
entrance at Cattle Creek Road.
In addition to these two primary street sections, the entry road (River Edge
Drive) is the approximately 500 foot street segment from the main access off SH
82 to the roundabout. The street section associated with this segment of road is
adjusted throughout its length so as to coordinate with the highway access,
RFTA right-of-way crossing, entrance to the neighborhood center and proper
entry the roundabout.
Detailed coordination on the entry road with CDOT and RFTA will be necessary
during the final design process to ensure the design requirements of each
agency are met Based on discussions with CDOT, it is anticipated that CDOT
review will be threefold in accordance with the State Access Code. First, CI was
required to complete a traffic assessment per requirements of Garfield County.
Second, CI will be required to develop near and long term concepts to be used
in discussions with affected agencies and land owners. Third, CI will be required
to prepare a Level III Traffic Impact Report and final intersection design to
support application for a CDOT Access Permit. In addition to the main access,
two Emergency Vehicle Access (EVA) points have been discussed with CDOT,
RFTA, and Carbondale Fire Protection District. The EVAs will be access -
controlled to only allow for access during an emergency, no other access at
these locations will be permitted.
A roundabout is proposed at the main intersection internal to the development
as a means of best accommodating traffic from the northern and southern areas
of the Project. The roundabout is designed in accordance with standards from
the City of Colorado Springs. The capacity for the roundabout will exceed 20,000
vehicles per day (vpd), with a peak hour capacity of 1,500. The preliminary
design is provided on Roundabout Layout, CO3 Series of the Drawing Package.
The preliminary design associated with road network is presented on the
supporting drawings (Series C01 - C07 of the Drawing Package),
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
3. WATER AND WASTEWATER
Onsite water and wastewater utilities are designed to support the planned
development while considering future growth within the area outside Project.
The overall layout of utilities generally mirrors the horizontal alignments of the
streets. However, where appropriate the utility network was placed in
easements outside paved street sections to create a more efficient and cost
effective system.
The RFWSD Rules and Regulations dated February 2007 were utilized as the
primary source for design standards and criteria. The primary objective of the
preliminary design was to consider the RFWSD standards in relationship to the
site conditions and the planned development. In a vast majority of the
situations the RFWSD standards can be met. However, there may be limited
instances where the density of the "clustered" development may result in the
need to vary from the RFWSD standards to achieve the design objectives. In
these instances, the alternative standards will be coordinated with RFWSD to
ensure the primary objectives for the water and wastewater systems are met.
Based on the preliminary design, the only RFWSD standard not currently met
was the minimum depth of flow within the sanitary sewer lines (i.e., 50 percent
at peak flows). The minimum sanitary sewer line flow depth standard utilized by
the RFWSD is somewhat unusual. The typical standard for depth of flow in pipes
is focused on a maximum flow depth targeted at making sure the pipe is not
pushed beyond its capacity when reaching peak flows. Therefore, the standard
would typically be written as a maximum 50 -percent full during average flows
and a maximum 80 -percent full during peak flows. Under the proposed
standards, the system as planned will achieve the alternative standard of flow
depth at the slopes, velocities, and pipe sizes presented.
The preliminary design associated with water supply, treatment and
distributions and sewage collection and disposal are described in detail in the
Sewage Collection Report, Water Treatment and Distribution Design Report,
Water Supply Plan and Sanitary Sewage Disposal Plan and supporting drawings
(Series SW01 - SW04 of the Drawing Package).
In addition to the planned water and sewage systems described above, the
Project will provide raw water irrigation. The raw water will come from the
Glenwood Ditch and be piped across the site via a community -owned and
operated distribution system. This system is required under the water rights
adjudications which will provide potable water. The Raw Water Supply and
Distribution Plan and supporting drawings (Series SW05 of the Drawing
Package) detail the preliminary design of the raw water system.
4. DRY UTILITIES
Dry utility service provided by regional providers was also considered during the
development of the preliminary design. Accessible and coordinated corridors for
installation of these services have been planned for in the design and each
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
provider has provided a "will serve" letter (Appendix B). Easements are provided
along lot lines. Utilities are also accommodated in Right -of -Way Tracts
5. EROSION AND SEDIMENT CONTROL
Under the Garfield County ULUR, the Erosion and Sediment Control Plan
("ESCP") is an all encompassing plan supporting grading, drainage, and surface
water quality requirements. As such, the ESCP documents existing, reclaimed,
phased and final conditions of the Project. In addition, the ESCP supports other
plans such as the Reclamation Plan and the Hazard Mitigation Plan by defining
how surface water is managed throughout the entire development process.
As presented in the ESCP, the surface water quality and quantity is managed
two ways utilizing the criteria from the USDCM. First, the runoff created by the
development is limited by the design (i.e. reduced areas of imperviousness) and
conveyed directly offsite to either Cattle Creek or the Roaring Fork River.
Second, the "first flush" of surface water, which typically contains the highest
concentration of contaminants, is treated via vegetated channels or through
capture in one of three "water quality" ponds. No detention of storm water
quantity volumes is proposed. The direct release of runoff from the Project Site
without detention is discussed in detail in the ESCP. However, the two primary
reasons behind this requested modification are that: (1) the site is low in the
basin therefore releasing the runoff from the Project Site prior to the peak flows
from other contributing basins upstream likely better limits the magnitude of
the peak runoff condition downstream of the Project Site; (2) the direct release
has no affect on any downstream properties or existing stormwater facilities.
The preliminary design associated with the Erosion and Sediment Control Plan
are detailed in the related report and supporting drawings (Series ES01 - ES05 of
the Drawing Package).
6. DRAINAGE STRUCTURES
Culverts and storm sewer were preliminarily located and culverts sized for the
entire Project Site based on the overall drainage needs and design intent.
The goal for stormwater management for the Project is to minimize storm water
conveyance via piping and utilize open space areas to collect and convey storm
water. Therefore, inlets located in road will immediately discharge to swales
located in adjacent open space on much of the site. This approach provides two
benefits. Discharging to grass swales will provide enhanced water quality prior
to discharge to receiving waters (i.e. Cattle Creek and Roaring Fork River), and
utilization of grass swales will provide increased travel time relative to
conveyance via storm sewer pipe which servers to decrease peak flows and
potentially reduces the size of major conveyance features. However there are
three locations where it is anticipated that storm sewer will be needed due to
the Project design constraints.
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
For preliminary analysis, storm sewers were sized and designed in three
locations. There is one storm sewer system on the north portion of the Project
and two on the south. The northern system captures the main drainage channel
that drains much of the north portion of the project (Basin P2) as well as the
offsite basin to the east (Basin OS -1) and discharges to Pond NP2. Therefore, a
more detailed preliminary analysis was conducted on this system to ensure the
system could accommodate the anticipated flows. A conservative 100 -year
return period storm was used and the results of this analysis are shown in
Appendix C. A more basic analysis was conducted for the other two systems as
these are minor in nature. The Riverside Loop Drive system has a capacity of 100
cfs and an anticipated 100 -year flow of 12 cfs. The Alpine Bluff Street system
has a capacity of 100 cfs and an anticipated 100 -year flow of 20 cfs. A
preliminary layout of all these systems can be found in Series DR01-03 of the
Drawing Package.
Preliminary calculations for culvert sizing were also completed along all drainage
channels and can be found in Appendix C. Preliminary sizing of the culverts was
done in accordance with the USDCM methodology. The stage -discharge
relationship and entrance and exit head loss given the configuration of the
culvert are provided. For each stage, a maximum flow rate for both inlet control
and outlet control is calculated. A manning's "n" of 0.013 was used for all
culverts. Slopes were estimated based on the current over -lot grading plan and
minimum cover was assumed to be 18 -inches when underneath a road.
Material for all culverts is preliminarily proposed as concrete and pipe class will
be determined at final design based on estimated loading. Proposed culvert
locations are shown on the Drainage Structures Plan and Profiles, DR02 Series of
the Drawing Package.
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
APPENDIX A: VICINITY MAP AND PROJECT SITE DRAWINGS
App. B-1
BITS\MISC REPOPT FIGURES \PUD-VICMAP.DWG
N m
> o a
Eo
`w=
CLj
3 Q
0H
0 0 0 0 0
N
5 000 0 5.000 10 000
SCALE IN FEET
Owner/Developer:
RiVentige
COLORADO
Carbondale Investments, LLC
7999 HWY 82
Carbondale, CO 81623
Phone No:
970.456.5325
Title:
VICINITY MAP
Prepared by:
8140 Partners, LLC
Date:
12/01/10
Exhibit:
App. B-2
BITS \MISC REPORT FIGURES \PUD -L
02 PRELIM PLAT\ENGINEERING & DESIGN \CAE
06.00 DESIGN TASKS \06.0
LEGAL DESCRIPTION - PARCEL A (NORTH PARCEL) - RIVERS EDGE PUD
A TRACT OF LAND SITUATED IN THE EAST HALF OF SECTION 12, TOWNSHIP 7 SOUTH, RANGE 89 WEST, AND IN
THE WEST HALF OF SECTION 7, TOWNSHIP 7 SOUTH, RANGE 88 WEST OF THE 6TH PRINCIPAL MERIDIAN,
COUNTY OF GARFIELD, STATE OF COLORADO, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING GARFIELD COUNTY SURVEYOR'S 2 1/2" BRASS, FOUND IN PLACE, AND CORRECTLY MARKED A5 THE
SOUTHEAST CORNER OF SAID 5E01104 7, THENCE S 4022'15" E A DISTANCE OF 5479.54 FEET TO THE TRUE
POINT OF BEGINNING;
THENCE, 5 8043'30" E A DISTANCE OF 100544 FEET TO A POINT ON THE WESTERLY LINE OF THE ROARING
FORK TRANSIT AUTHORITY TRANSPORTATION CORRIDOR EASEMENT;
THENCE, ALONG THE WESTERLY LINE OF SAID EASEMENT S 103052" E A DISTANCE OF 2644.53 FEET;
THENCE, 494.34 FEET ALONG THE ARC OF A CURVE TO THE RIGHT, HAVING A RADIUS OF 2815.00 FEET, A
CENTRAL ANGLE OF 10'03'42 AND SUBTENDING A CHORD BEARING OF S 145701" E A DISTANCE OF 493.70
FEET,
THENCE, 5 203559" E A DISTANCE OF 120.78 FEET;
THENCE, DEPARTING THE WESTERLY LINE OF SAID EASEMENT N 663814" W A DISTANCE OF 6045 FEET;
THENCE, N 49'54'10" W A DISTANCE OF 64.72 FEET;
THENCE, N 4054'10" W A DISTANCE OF 86.97 FEET;
THENCE, N 4811'10" W A DISTANCE OF 54.30 FEET;
THENCE, N 5647'27" W A DISTANCE OF 123.97 FEET;
THENCE N 8747'24" W A DISTANCE OF 93.00 FEET;
THENCE, N 273511" W A DISTANCE OF 119.58 FEET;
THENCE, N 78'00'43" W A DISTANCE OF 33.84 FEET;
THENCE, S 79'41'48" W A DISTANCE OF 37.80 FEET,
THENCE, S 22'57'521 W A DISTANCE OF 56.05 FEET;
THENCE, 5 59'3157" W A DISTANCE OF 4548 FEET;
THENCE, N 8732'35" W A DISTANCE OF 28.23 FEET;
THENCE, N 500703" W A DISTANCE OF 95.71 FEET,
THENCE, N 71'20'44" W A DISTANCE OF 85.73 FEET;
THENCE, N 3843'10" W A DISTANCE OF 93.22 FEET;
THENCE, N 25'39'22" W A DISTANCE OF 181.92 FEET,
THENCE, N 6610'24" W A DISTANCE OF 98.43 FEET;
THENCE, 5 85'02'33" W A DISTANCE OF 52.20 FEET;
THENCE, S 563752" W A DISTANCE OF 39.34 FEET;
THENCE, S 2749'33" W A DISTANCE OF 42.96 FEET;
THENCE, S 37'27'43" E A DISTANCE OF 21.60 FEET;
THENCE, N 7T02'57" W A DISTANCE OF 89.66 FEET;
THENCE, S 70'24'18" W A DISTANCE OF 70.95 FEET;
THENCE, N 88'59'39" W A DISTANCE OF 55.55 FEET;
THENCE, 5 84'28'58" W A DISTANCE OF 49.93 FEET;
THENCE, N 1422'48" E A DISTANCE OF 68.20 FEET;
THENCE, N 05'11'46" W A DISTANCE OF 77.59 FEET,
THENCE, N 18'20'05" E A DISTANCE OF 10,82 FEET;
THENCE, N 225740" E A DISTANCE OF 44.14 FEET;
THENCE N 10'34'58" E A DISTANCE OF 35,11 FEET;
THENCE, N 08'59'51" E A DISTANCE OF 47.16 FEET;
THENCE, N 03'48'08" E A DISTANCE OF 36.48 FEET;
THENCE, N 04'4052" E A DISTANCE OF 71.03 FEET;
THENCE, N 0737'51" E A DISTANCE OF 5466 FEET;
THENCE, N 2028'14" W A DISTANCE OF 63.68 FEET;
THENCE, N 3250'44" W A DISTANCE OF 61.05 FEET;
THENCE, N 261759" W A DISTANCE OF 55,52 FEET;
THENCE, N 38'14'36" W A DISTANCE OF 44.36 FEET;
THENCE, N 53'11'32" W A DISTANCE OE 37.73 FEET;
THENCE, N 59'54'48" W A DISTANCE OF 54.16 FEET;
THENCE, N 8751'35" W A DISTANCE OF 36.97 FEET;
THENCE, N 57'33'47" W A DISTANCE OF 65.70 FEET;
THENCE, N 81'56'22' W A DISTANCE OF 8502 FEET;
THENCE, N 04'11'29" W A DISTANCE OF 158,65 FEET;
THENCE, N 355741" W A DISTANCE OF 41.30 FEET;
THENCE, N 544803" W A DISTANCE OF 2470 FEET;
THENCE, N 2651'45" W A DISTANCE OF 20999 FEET;
THENCE, N 11'58'37" W A DISTANCE OF 3382 FEET;
THENCE, N 415746" E A DISTANCE OF 78.19 FEET;
THENCE, N 062701" W A DISTANCE OF 117.20 FEET;
THENCE, N 270627" W A DISTANCE OF 94.24 FEET;
THENCE, N 11'3253" W A DISTANCE OF 63.83 FEET;
THENCE, N 07157'46" W A DISTANCE OF 141.45 FEET;
THENCE, N 005814" E A DISTANCE OF 50,76 FEET;
THENCE, N 1017'44" W A DISTANCE OF 91.04 FEET;
THENCE, N 44'4159" W A DISTANCE OF 134.55 FEET;
THENCE, N 102749" W A DISTANCE OF 7418 FEET;
THENCE, N 19'33'06" W A DISTANCE OF 43.27 FEET;
THENCE, N 21'30'01" W A DISTANCE OF 72.23 FEET;
THENCE, N 00'1830" E A DISTANCE OF 217.77 FEET;
THENCE, N 00'1650" E A DISTANCE OF 312.94 FEET TO THE POINT OF BEGINNING, CONTAINING AN AREA OF
73.003 ACRES, MORE OR LESS.
THE NAME AND ADDRESS OF THE PERSON WHO CREATED THIS LEGAL DESCRIPTION IS:
JEFFREY ALLEN TUTTLE, P.LS. 33638
727 BLAKE AVENUE
GLENWOOD SPRINGS, COLORADO 81601
LEGAL DESCRIPTION - PARCEL C (SOUTHEAST PARCEL) - RIVERS EDGE PUD
A TRACT OF LAND SITUATED IN THE SOUTHWEST QUARTER OF SECTION 7, TOWNSHIP 7 SOUTH, RANGE 88
WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STATE OF COLORADO, BEING MORE
PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT ON THE WESTERLY RIGHT OF WAY UNE OF COLORADO STATE HIGHWAY 82, WHENCE A
2 1/2" BRASS CAP, FOUND IN PLACE AND PROPERLY MARKED A5 THE SOUTHEAST CORNER OF SAID SECTION
7, BEARS S 7601'43" E A DISTANCE OF 2054.18 FEET;
THENCE, ALONG SAID WESTERLY RIGHT OF WAY LINE N 09'35'10" W A DISTANCE OF 188.14
THENCE, 282.60 FEET ALONG THE ARC OF A CURVE TO THE LEFT HAVING A RADIUS OF 2915.00 FEET, A
CENTRAL ANGLE OF 633'17" AND SUBTENDING A CHORD BEARING OF N 12'21'49" W A DISTANCE OF 28249
FEET;
THENCE, DEPARTING SAID RIGHT OF WAY UNE S 90'0000" E A DISTANCE OF 49.74 FEET;
THENCE, S 06'01'00" E A DISTANCE OF 202.70 FEET;
THENCE, 5 04'3458" E A DISTANCE OF 260.70 FEET TO THE POINT OF BEGINNING, CONTAINING AN AREA OF
0.234 ACRES, MORE OR LESS.
THE NAME AND ADDRESS OF THE PERSON WHO CREATED THIS LEGAL DESCRIPTION 15:
JEFFREY ALLEN TUTTLE, P.L.S, 33638
727 BLAKE AVENUE
GLENWOOD SPRINGS, COLORADO 81601
Owner/Developer:
RiVerEdge
COLORADO
Carbondale Investments, LLC
7999 HWY 82
Carbondale, CO 81623
Phone No:
970.456.5325
LEGAL DESCRIPTION - PARCEL 8 (SOUTH PARCEL) - RIVERS EDGE PUD
A TRACT OF LAND SITUATED IN THE EAST HALF OF SECTION 12, TOWNSHIP 7 SOUTH, RANGE 89 WEST, AND IN
THE WEST HALF OF SECTION 7 AND IN THE NORTH HALF OF SECTION 18, TOWNSHIP 7 SOUTH, RANGE 88
WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STATE OF COLORADO, BEING MORE
PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT ON THE WESTERLY RIGHT OF WAY LINE OF COLORADO STATE HIGHWAY 82, WHENCE A
2 1/2" BRASS CAP, FOUND IN PLACE AND CORRECTLY MARKED A5 THE SOUTHEAST CORNER OF SAID SECTION
7, BEARS S 7649'20" E A DISTANCE OF 2150.14 FEU;
THENCE, ALONG SAID RIGHT OF WAY LINE S 09'35'09 E A DISTANCE OF 401.79 FEET;
THENCE, S 0913709 E A DISTANCE OF 1545.87 FEET;
THENCE, 626.05 FEET ALONG THE ARC OF A CURVE TO THE LEFT HAVING A RADIUS OF 1482.50 FEET, A
CENTRAL ANGLE OF 24'11'44" AND 511BTE900<0 A CHORD BEARING OF 5 21'41'02" E A DISTANCE OF 621,41
FEET;
THENCE, 5 33'4654 E A DISTANCE OF 387.28 FEET;
THENCE, 294.32 FEET ALONG THE ARC OF A CURVE TO THE RIGHT, HAVING A RADIUS OF 2815,00 FEET, A
CENTRAL ANGLE OF 559126" AND SUBTENDING A CHORD BEARING OF 5 3014711 E A DISTANCE OF 294.19
FEET;
THENCE, DEPARTING SAID RIGHT OF WAY LINE N 89'5716 W A DISTANCE OF 218.07 FEET;
THENCE, N 40'23'30 W A DISTANCE OF 69,38 FEET,
THENCE, S 87'2029 W A DISTANCE OF 36.35 FEET;
THENCE S 83'52'12 W A DISTANCE OF 10.80 FEET;
THENCE, N 58'27'19 W A DISTANCE OF 41.45 FEET;
THENCE N 29'51'31 W A DISTANCE OF 8.20 FEET;
THENCE N 24'16'24 W A DISTANCE OF 25.22 FEET;
THENCE N 69'00'53 W A DISTANCE OF 9.87 FEET;
THENCE, S 87'31'44 W A DISTANCE OF 22.60 FEET;
THENCE, N 57'25'01 W A DISTANCE OF 17,28 FEET;
THENCE, N 5009'49 W A DISTANCE OF 26.07 FEET;
THENCE, N 4821'12 W A DISTANCE OF 9.99 FEET;
THENCE, N 44'28'05 W A DISTANCE OF 21.45 FEET;
THENCE, N 55'5008 W A DISTANCE OF 49,05 FEET;
THENCE, N 56'25'40 W A DISTANCE OF 49.94 FEET,
THENCE, N 68'12'23 W A DISTANCE OF 36.45 FEET;
THENCE, N 46'54'04 W A DISTANCE OF 55.18 FEET;
THENCE, N 6649'21 W A DISTANCE OF 2514 FEET;
THENCE, N 47'41'50 W A DISTANCE OF 78.78 FEET;
THENCE, N 30'26'40 W A DISTANCE OF 24.58 FEET;
THENCE, N 254701 W A DISTANCE OF 30.08 FEET;
THENCE, N 18'11'39 W A DISTANCE OF 34.61 FEET;
THENCE, N 30'5621 W A DISTANCE OF 29.32 FEET;
THENCE, N 21'59'14 W A DISTANCE OF 2750 FEET;
THENCE, N 30'1607 W A DISTANCE OF 22.97 FEET;
THENCE, N 2641'38 W A DISTANCE OF 169.44 FEET;
THENCE, N 41'1739 E A DISTANCE OF 82.61 FEET;
THENCE, N 3634'52 E A DISTANCE OF 15.89 FEET;
THENCE, N 34'2644 W A DISTANCE OF 262.40 FEET;
THENCE, N 57'58'09 W A DISTANCE OF 10247 FEET;
THENCE, N 53'4031 W A DISTANCE OF 105.38 FEET;
THENCE, N 5658'11 W A DISTANCE OF 126.13 FEET;
THENCE, N 56'14'57 W A DISTANCE OF 118.42 FEET;
THENCE, N 49'1604 W A DISTANCE OF 136.33 FEET;
THENCE, N 443051 W A DISTANCE OF 150,05 FEET;
THENCE, N 32'49'55 W A DISTANCE OF 102.14 FEET;
THENCE, 9 37'44'19 W A DISTANCE OF 552.12 FEET;
THENCE, N 18'1052 W A DISTANCE OF 47.26 FEET;
THENCE, 9 275819 W A DISTANCE OF 109.20 FEET;
THENCE, N 3601'36 W A DISTANCE OF 71.09 FEET;
THENCE, 9 41'3747 W A DISTANCE OF 152.23 FEET;
THENCE, N 40'22'24 W A DISTANCE OF 33982 FEET;
THENCE, N 64'2053 W A DISTANCE OF 34.06 FEET;
THENCE, N 460036 W A DISTANCE OF 52.42 FEET;
THENCE, N 44'5041 W A DISTANCE OF 154,66 FEET;
THENCE, N 32'3648 W A DISTANCE OF 86.59 FEET;
THENCE, N 5701'32 W A DISTANCE OF 44.89 FEET;
THENCE, N 30'3712 W A DISTANCE OF 8572 FEET;
THENCE, N 3739'02 W A DISTANCE OF 79.09 FEET;
THENCE, N .373730 W A DISTANCE OF 63.32 FEET;
THENCE, N 200715 W A DISTANCE OF 33.98 FEET;
THENCE, N 39'52'25 W A DISTANCE OF 42.02 FEET;
THENCE, N 25'3604 W A DISTANCE OF 107,17 FEET;
THENCE, N 30'34'08 W A DISTANCE OF 164.72 FEET;
THENCE, N 11439'01 W A DISTANCE OF 107,90 FEET;
THENCE, N 24'5606 E A DISTANCE OF 163.60 FEET;
THENCE, N 6739'33 E A DISTANCE OF 177.81 FEET;
THENCE, N 8714'43 E A DISTANCE OF 393.54 FEET;
THENCE, N 0775'26 W A DISTANCE OF 21.79 FEET;
THENCE, N 8051'11 E A DISTANCE OF 50.00 FEET;
THENCE, N 891806 E A DISTANCE OF 65.56 FEET;
THENCE, N 575004 E A DISTANCE OF 50.12 FEET;
THENCE, S 84'51'15 E A DISTANCE OF 33,08 FEET,
THENCE, S 81'39'50 E A DISTANCE OF 89.61 FEET;
THENCE, N 56'07'00 E A DISTANCE OF 26.86 FEET;
THENCE, N 073031 E A DISTANCE OF 2793 FEET;
THENCE, N 3741'57 W A DISTANCE OF 28.06 FEET;
THENCE, N 50'00'15 E A DISTANCE OF 22.23 FEET;
THENCE, N 82'02'30 E A DISTANCE OF 36.49 FEET;
THENCE, S 6734'38 E A DISTANCE OF 54.05 FEET;
THENCE, 5 45'5758 E A DISTANCE OF 20.95 FEET,
THENCE, S 14'4420 E A DISTANCE OF 29.18 FEET;
THENCE, 5 11'11'17 W A DISTANCE OF 26.42 FEET;
THENCE, 5 14'5041 E A DISTANCE OF 30.14 FEET;
THENCE, 5 43'42'10 E A DISTANCE OF 69.77 FEET,
THENCE, S 31'36159 E A DISTANCE OF 56.76 FEET;
THENCE, 5 49'3046 E A DISTANCE OF 4012 FEET,
THENCE, 5 45'3055 E A DISTANCE OF 40.88 FEET;
THENCE, 5 60'1038 E A DISTANCE OF 43.39 FEET,
THENCE, S 771624 E A DISTANCE OF 67.60 FEET;
THENCE, 5 53'0615 E A DISTANCE OF 15.86 FEET,
THENCE, S 673730 E A DISTANCE OF 52.31 FEET;
THENCE, 5 83'2021 E A DISTANCE OF 46.95 FEET,
THENCE, N 86'20'27 E A DISTANCE OF 61.04 FEET;
THENCE, N 3159'09 E A DISTANCE OF 47.07 FEET;
THENCE, N 0858'38 E A DISTANCE OF 32.16 FEET;
THENCE, N 720007 E A DISTANCE OF 798 FEET;
THENCE, S 24'51'03 E A DISTANCE OF 72.35 FEET;
THENCE, 5 41'52'47 E A DISTANCE OF 5071 FEET,
THENCE, 5 54'4421 E A DISTANCE OF 38.31 FEET;
THENCE, S 83'3919 E A DISTANCE OF 87,15 FEET,
THENCE S 5711'12 E A DISTANCE OF 77.06 FEET;
THENCE, S 41'51'16 E A DISTANCE OF 88.65 FEET,
THENCE, S 5739'13 E A DISTANCE OF 6560 FEET;
THENCE 5 49'5/38 E A DISTANCE OF 7496 FEET,
THENCE, 5 61'0452 E A DISTANCE OF 43.44 FEET;
THENCE, 5 71'4603 E A DISTANCE OF 55.45 FEET TO THE POINT OF BEGINNING, CONTAINING. AN AREA OF
85.924 AGRES, MORE OR LESS.
THE NAME AND ADORESSS OF THE PERSON WHO CREATED THIS LEGAL DESCRIPTION IS:
JEFFREY ALLEN TUTTLE, P,LS. 33638
727 BLAKE AVENUE
GLENWOOD SPRINGS, COLORADO 81601
Title:
PROJECT SITE LOCATION AND DESCRIPTION
(1 OF 4)
Prepared by:
8140 Partners, LLC
Date:
12/01/10
Exhibit:
App. B-3
BITS\MISC REPORT FIGURES \PUD -L
02 PRELIM PLAT\ENGINEERING & DESIGN\CAC
9
Owner/Developer:
RiVerEdge
COLORADO
Carbondale Investments, LLC
7999 HWY 82
Carbondale, CO 81623
44
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Phone No:
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Title:
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Date:
PROJECT SITE LOCATION AND DESCRIPTION
(2 OF 4)
Prepared by:
8140 Partners, LLC
12/01/10
Exhibit:
App. B-4
BITS\MISC REPORT FIGURES \PUD -L
02 PRELIM PLAT\ENGINEERING & DESIGN\CAC
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Owner/Developer:
RiVerEdge
COLORADO
Carbondale Investments, LLC
7999 HWY 82
Carbondale, CO 81623
Phone No:
970.456.5325
Title:
PROJECT SITE LOCATION AND DESCRIPTION
(3 OF 4)
Prepared by:
8140 Partners, LLC
CURVE TABLE
(PROPERTY BOUNDARY)
01.11816
RADIUS
LENGTH
CHORD
BEARING
DELTA
C1
281500
494.34
49370
N 14'37'1" W
10'03'42"
C2
1482.50
626.05
621.41
5 21'41'2" E
24'11'44"
C3
2815.00
29432
294.19
N 30'47'11" W
5'59'26"
C4
2915.00
282.60
282.49
N 12'21'49" W
533'17"
Owner/Developer:
e _ _fie
COLORADO
Carbondale Investments, LLC
7999 HWY 82
Carbondale, CO 81623
Phone No:
970.456.5325
LINE TABLE
(PROPERTY BOUNDARY)
LINE
LENGTH
8
ARM
LINE
LENGTH
BEARING
Ll
1005.44
89'4330 E
L85
25.14
N 6049'21" W
L2
2644.53
19'38'52" E
L86
78.78
N 47'41'50" W
L3
120.78
5 0359" E
L87
24.58
N 30'26'40" W
L4
60.45
0536'13" W
L88
30.08
N 25'47'1" W
L5
64.72
49'54'10" W
L89
3461
N 1111'39' W
L6
86.97
49'54'10" W
L90
29.32
N 30'5121" W
L7
5430
48'17'10" W
L91
27.50
N 21'59'14' W
48
123.97
56'47'27" W
L92
22.97
N 3016'7° W
L9
93.00
83'47'24" W
L93
169.44
N 2141'38" W
L10
119.58
2035'31" W
L94
82.61
6 41'17'39' E
L11
33.84
N 78'043 8
L95
15.89
N 3034'52' E
L12
3780
79'41'48" W
496
262.40
N 34'26'44" W
613
56.05
22'57'52" W
L97
102.47
N 5758'9" W
L14
4548
59'31'57° W
498
105.38
N 53'43'31° W
L15
2823
8732'35" 8
L99
126.13
9 5158'11' W
616
95.71
N 5073" W
4100
11842
N 58'14'57° W
L17
85.73
71'20'44" W
L101
136.33
N 4016'4" W
618
93.22
36'43'10° W
L102
150.05
6 44'3051° W
L19
181.92
25'39'22" W
L103
102.14
N 374985' W
L20
98.43
6010'24" W
L104
552.12
N 37'44'19" W
L21
52.20
S 812'33" W
L105
47.26
N 18'10'2° W
L22
39.34
56'3352° W
L106
109.20
N 2758'19° W
L23
42.96
2049'33' W
L107
71.09
N 35'1'36" W
L24
21.60
372743" E
L108
152.23
N 41'32'47" W
L25
89.66
N 77'2'57" W
L109
339.82
N 4022'24° W
L26
70.95
70'24'18" W
L110
34.06
N 64'20'53' 19
L27
55.55
88'5939 8
L111
52.42
N 45036" 19
L28
49.93
84'28158" W
L112
154.66
N 44'53'41° W
L29
68.20
14'22'48" E
6113
86.59
N 32'35'48" W
130
77.59
N 5'11'46" W
L114
44.89
N 571'32" W
L31
1082
N 18'20'5" E
L115
85.72
N 3033'12" W
L32
44.14
N 22'53'40" E
L116
79.09
N 3739'2° W
L33
35.11
N 10134'58" E
6117
63.32
6 37'32'30" W
L34
47.16
N 8'59'51" E
L118
33.98
N 222'15° W
L35
36.48
N 3'48'8" E
L119
42.02
N 3952'25" W
L36
71.03
N 4'40'52" E
L120
107.17
N 25'36'4" W
L37
54.66
N 73751" E
L121
16472
N 30'34'8" W
L38
63.68
29'28'14" W
L122
107.90
N 11'39'1" W
L39
61.05
N 32113244" W
1123
16360
N 24356' E
L40
55.52
26'17'29" W
L124
177.81
N 63'39'33" E
L41
44.36
38114'36" W
L125
393.54
N 83'14'43" E
L42
37.73
5211'32" W
L126
21.79
N 7'15'26" W
L43
54.16
59'54'48" W
L127
50.00
N 8051'11" E
L44
36.97
875735" W
L128
65.56
N 8975'6" E
L45
65.70
57'33'47" W
4129
50.12
N 57'50'4" E
L46
85.02
81'56'22" W
L130
33.08
5 84'51'15" E
L47
158.65
9 4'11'29" W
L131
89.61
S 81'39'50" E
L48
41 30
35'5041" W
L132
26.86
N 56'7'0° E
L49
2470
N 54'46'3" W
L133
27.93
N 738'31" E
650
209.99
28'51'45" W
L134
2806
N 37'41'57" W
451
33.82
11'58'37" W
6135
22.23
N 50'0'15" E
L52
78.19
N 41'3'46" E
L136
36.49
N 82'2'30° E
L53
117.20
N 629'1" W
L137
54.05
S 653438" E
L54
94.24
6 205'27 W
L138
20.95
5 45'59'58° E
L55
63.83
N 11'32'3" W
L139
29.18
S 14'44'20" E
L56
141.45
N 7'57'45" W
L140
26.42
9 11'11'17° W
L57
50.76
N 556'14" E
L141
30.14
S 1458'41" E
L58
91.04
N 19'17'44" W
L142
69.77
5 43'42'10° E
159
134.55
N 44'41'59" W
043
56.76
5 31'36'59" E
1.60
74.18
N 19'23'49" W
L144
40.12
5 4038'46° E
L61
43.27
N 18306" W
L145
40.88
5 45'30'55" E
662
72.23
N 21'30'1" W
L146
43.39
5 60'16'38' E
L63
217.77
N 716'30" E
L147
67.60
S 73'16'24" E
L64
31294
N 0'16'30" E
LI48
15.86
5 53'5'15" E
L65
401.79
S 9'35'9" E
L149
5231
S 63'37'30" E
L66
1545.87
5 9'35'9" E
LI 50
46.95
5 83'28'21° E
L67
387.28
33'46'54" E
L151
61.04
6 8620'27° E
L68
218.07
89'53'16" W
L152
47.07
N 31'59'9° E
L69
69.38
4023'30" W
1153
32.16
9 68038" E
L70
36.35
87'28'29 W
L154
7.98
N 72'8'7° E
L71
10.80
83"52'12" W
L155
72.35
S 24'51'3° E
L72
41.45
58'2719" W
6756
50.71
5 41'52'47" E
L73
8.28
29'51'31" W
6157
38.31
S 5444'21" E
L74
25.22
24'16'24" W
L158
87.15
5 03'39'39" E
L75
9.87
N 69'053" W
L159
77.06
5 5711'12" E
176
22.60
8731'44" W
LI60
88.65
5 41'51'16° E
L77
17.28
N 5725'1" W
4161
65.60
5 5739'13" E
L78
26.07
N 58049" W
6162
74.96
5 49'55'38' E
L79
999
N 4621'12" W
L163
4344
S 61'4'52" E
L80
21.45
N 44'285 W
L164
55.45
5 71'46'2" E
L81
49.05
N 55'50'8" W
L165
188.14
9 035'117 W
L82
49.94
N 56'25'40" W
L166
49.74
E
LB3
36.45
N 6811523" W
6167
202.70
5 6'1'0" E
L84
55.18
N 46'54'4" W
6168
260.70
5 434'56" E
Title:
PROJECT SITE LOCATION AND DESCRIPTION
(4 OF 4)
Prepared by:
8140 Partners, LLC
Date:
12/01/10
Exhibit:
App. B-6
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
APPENDIX B: WILL SERVE LETTERS
App. B-1
Comcast.
May 27, 2010
Rockwood Shepard, Carbondale Investments, LLC.
c/o 8140 Partners, LLC
Mark Sawyer
Eagle, Colorado
RE: Carbondale Investments, LLC
Eagle, Colorado
Dear Mark:
Please accept this letter as confirmation of Comcast of Colorado/Florida, Inc.'s ability to
provide cable service to the captioned location. The provision of service is contingent
upon successful negotiations of an agreement between the developer and Comcast
Cable.
Should you require additional information, please contact Michael Johnson at 970-205-
5432 or mobile at 970-930-4713.
Sincerely,
Michael Johnsoth
Sr. Construction Professional
Colorado Market
This letter is not intended to give rise to binding obligations for either party. Any contractual relationship between the parties will be
the result of formal negotiations and will only become effective upon execution of the contract by representatives of the parties
authorized to enter into such agreements. During any negotiations, each party will bear its own costs and will not be responsible for
any costs or expenses of the other party, unless separately agreed to in writing,
App. B-2
Sourceas
May 26, 2010
From: Carla. Westerman
SourceGas
0096 County Rd. 160
Glenwood Springs, CO 81601
970-928-0407
To: Rockwood Shepard, Carbondale Investments, LLC
C/O 8140 Partners, LLC
PO Box 426
Eagle, CO 81631
RE: Carbondale Investments, LLC Project
To whom it may concern:
The above mentioned development is within the certificated service area of SourceGas. 1
have received your vicinity map, and master plan for this project.
SourceGas has existing natural gas facilities located on or near the above mentioned
project. At this time it appears that these existing facilities have adequate capacity to
provide natural gas service to your project, subject to the tariffs, rules and regulations on
file. Any upgrading of our facilities necessary to deliver adequate service to and within
the development will be undertaken by SourceGas upon completion of appropriate
contractual agreements and subject to necessary governmental approvals.
Please contact us with any questions regarding this project, and with a timeline of when
you would like to proceed with your project.
S it core 1pv,
Ir
f
C .a Westerman
•Field Coordinator
App. B-3
Qwest Communications
5325 Zuni St, 728
Denver, CO 80221
DONNA MASTRIONA
Tracking # 5504
Will Serve
27 -May -10 10:02:46 AM
SUBJECT:
Telephone facilities to planned / proposed development.
Attn:
CARBONDALE INVESTMENTS LLC
nr MAW
MARK SAWYER____._._....µM.....,.�,...�,..._.__....
xc
1143 CAPITAL STREET SUITE 205 EAGLE, CO 81631
krtaafb t MIP
t.
303-549-7730
,14113
Mark.Saw er@8140Partners.com
Qwest will provide service to your planned / proposed developement:
CATTLE CREEK
tia
7 7S 68W - 6TH
GARFIELD
Provisioning the service will be in accordance with tariffs on file at the Colorado Public
Utilities Commission. 1 will need a final plat with measurements, easements, addresses, your
phasing plan, and a trench plan before I can have this engineered. If there are any further
questions, or if I can provide any assistance, please contact me.
DONNA MASTRIONA 303-451-2390
(LDA Coordinator) (Phone)
Sincerely
App. B-4
Qwest.
Spirit of Service
CONSTRUCTION
HANDBOOK
FOR
DEVELOPERS
App. B-5
Qwest's Colorado LDA Coordinators
DENVER METRO & BOULDER COUNTY
Estella Martinez
700 W. Mineral Ave Rm NDC05.12
Littleton, Co 80120
303-707-7726
COLORADO OUT -STATE NORTH
WESTERN SLOPE
Donna Mastriona
5325 Zuni St Rm 728
Denver, Co 80221
303-451-2390
COLORADO OUT -STATE SOUTH
Cathy Mourhess
700 W Mineral Ave Rm NDC05.18
Denver CO 80120
303-707-7273
App. B-6
RESIDENTIAL LOTS =1 0 OR MORE SINGLE FAMILY UNITS
1. REQUIRED DOCUMENTS
A. Master Plans
B. Addresses
C. Recorded Plats — two copies — 24" x 36"
D. Phasing Maps
E. Trench and backfill plans and specifications -- Electric design
F. Construction schedules
G. Advance notification of trench date and completion of first living unit
2. DEVELOPERS RESPONSIBILITIES
A. Joint trench, sole trench, and backfill
B. Service laterals — 1" conduit — from the living unit to the Qwest pedestal,
and lateral trench
C. Granting non-exclusive easements
D. Developer's name, address, telephone number
E. Contact person's name, address, telephone number
F. Location of construction trailers and model homes
3. QWESTS RESPONSIBILITIES
A. Ownership of installed plant
B. Timely completion of Qwest feeder and distribution cable and plant
C. Timely engineering, design, ordering of materials, and placement and
testing of cable facilities
D. Opening and backfilling of trench, should Qwest miss the advanced notice
of open trench
4. LDA COSTS
A. UP TO $528.40 per lot allowed towards construction costs
B. Developer, prior to cable placement, must pay charges above $528.40 per
lot.
C. Qwest will reimburse to the developer $79.77 per lot for the cost of
opening trench and backfill, if the construction costs are less than $528.40
per lot.
D. Qwest will not reimburse to the developer more than the $528.40 per lot.
App. B-7
E. Allotted standard placing crew mobilizations.
a. 1 to 50 lots = 2 trips to complete cable placement
51 to 100 lots = 3 trips to complete cable placement
100 to 150 Lots = 4 trips to complete cable placement
150+ lots = 5 trips to complete cable placement
b. Allotted trips based upon documented averages for placing cable in
above mentioned various size subdivisions plus 1 additional day.
c. Additional trips to site due to developer not having entire trench
available or power company requirements that the trench be closed daily
that require excessive mobilizations may be billed to developer at actual
labor costs.
App. B-8
GENERAL INFORMATION
1. Call us in advance
Call when you have a preliminary plat, especially if your project is the first
filing in an undeveloped area. Placing cable in your subdivision is only one
part of providing telephone facilities. We may need to place additional
facilities and equipment, requiring many weeks of planning design and
construction.
2. Meet with us face-to-face
Our local Field Engineer should discuss your plans in detail and resolve any
issues with a face-to-face meeting. This is essential for a large, phased project.
3. Joint trench—It's your responsibility
QWEST requires (BY THE TARIFF) the developer to provide trench for
telephone cable either by sole trench or joint trench. If the trench is to be joint
(provided by the power company), it is the developers responsibility to schedule
a mutually agreeable date for that trench opening 2 weeks prior, and to maintain
control of the closing of that trench per the terms and conditions of section 4D
of the LDA agreement. If the developer provided trench places our cable out of
easement, it is the developers FINANCIAL RESPONSIBILITY to have the
cable relocated, spliced and paid for the cost of the material.
Many power companies are adopting a close trench daily policy. This policy
does not adhere to the terms of the section 4D of the LDA agreement and is not
acceptable to QWEST. We will make reasonable attempts to place cable
under these circumstances, however, our crews must visit many developments
on a daily basis and are not obligated to visit your site every day. Any
trenches missed due to power company close daily policy must be reopened by
the developer at his expense.
If you wish to have a crew on your site full time on a daily basis, you will be
required to contact the local coordinator in advance to arrange for billing of
labor costs over standard construction intervals (identified above). These costs
normally will run $300 to $500 per day depending upon the location of your
development until construction is complete.
App. B-9
GENERAL REQUIREMENTS (CONTINUED)
4. Schedule your trench well in advance.
Call your area coordinator at least 30 days from anticipated trench opening to
allow time for material ordering and to insure availability of a construction
crew to place cable.
5. Pre -construction Meetings
It is MANDATORY to schedule a pre -construction meeting 1-2 weeks in
advance of the trench opening. This is a good opportunity to address final
scheduling and trenching issues or other problems that may arise, such as walls,
gates, landscaping, etc.
6. Trench Opening
Call us a few days in advance of actual trench opening to confirm that material
is on hand and a crew is scheduled to be on site when the trench is opened.
Please call us when the trench date is changed so that a crew is not mobilized
unnecessarily to the site when no trench is open and ready.
7. Final Grade
Be very certain that the subdivision is within 6 inches of final grade before
opening the trench. Developer will billed full costs if we are required to raise
or lower cable or pedestals due to grade change.
S. Easements
In addition to the 8' to 10' utility easement provided on the plats for cable
placement, we may require a pocket easement for our equipment. Sizes may
vary from 10' X 20' to 30' X 30'.
If it is discovered that our cable is out of easement after it has been placed, the
developer is responsible for providing a new trench and pay any costs
associated with placing the cable in correct easements.
App. B-10
GENERAL REQUIREMENTS (CONTINUED)
9. Addresses — Why are they so important?
The homeowner will not get telephone service without an address. Addresses
are built into our database for telephone assignment of the customer's service
order. An Address Plat is required for this purpose and the developer is
responsible for well in advance to avoid delays in pre -provisioning a home and
have dial tone available when a homeowner moves in.
10. Road Crossings
A 4" (four inch) Schedule 40 PVC conduit is required for road crossings. Do
not rely totally on the power prints to determine road crossing for Qwest.
Sometimes we will need additional crossings where the power company is not
going. Please call if you are ready to place road crossings and do not have a
job print. Crossings can generally be decided in advance of final job prints.
11. Trenches
The developer is required to provide all joint use and sole trench.
Maintain a 30' to 36' minimum trench depth for cable. Grade is to be within 6"
of final at time of cable placement.
Provide backfill which shall consist of sound earth material, which contains no
rocks larger than 1". Backfill shall be free from concrete, lumber, asphalt,
metal, vegetation, or other debris. If cable damage occurs from objects in the
backfill, the developer will be billed for damages.
App. B-11
Pedestal Placement & Bonding Configurations
Telco
Pedestal
Telco
Cables
Less Than
10'
Power Pedestal or
Transformer
Separation
awg. Solid
Copper Wire
—MGN
Power (Elec.)
Cables
64.0.**AOsisA AAA6.1:h1.44-0.2%04*.e. .........*Aithise.:02AAAAAAfafeanithe.:01±1.zAesia6.***4ahie.+-4,2:AAAAfatts.144.4
Telco
Pedestal
Telco
Cables
First Closest
Telco
Pedestal
4i6 awg. Solid
Copper Wire
United Power
Transformer Cabinet
Power (Elec.)
Cables
App. B-12
0
0
MGN
.1- -----'---------IP
—
Power (Elec.)
Cables
App. B-12
Property Line & Cold Zone Clearances
(typical rear lot configuration)
Mirdroutrk allowable clearance
between telco pedestal and
property line( s)..
>.<
-2' r
Minimum "cold zone --clearances
must be observed from all directions
of power apparatus_
3'
"Cold Zone"
Mini mum
pl
App. B-13
May 25, 2010
8140 Partners, LLC
Attn: Karen Otero
PO Box 426
Eagle. CO Si 63 1-0426
3799 HIGHWAY 32 • PO. BOX 2150
GLENWOOD SPRINGS, t_.OLGRADO 81602
(970) 945-5491 • FAX (970) 945-4081
RE: Carbondale Investments, LLC Project
To Whom it May Concern:
The above mentioned development is within the certificated service area of Holy Cross Energy.
Holy Cross Energy has existing power facilities located on or near the above mentioned project.
These existing facilities have adequate capacity to provide electric power to the development,
subject to the tariffs, rules and regulations on file. Any power line enlargements, relocations,
and new extensions necessary to deliver adequate power to and within the development will be
undertaken by Holy Cross Energy upon completion of appropriate contractual agreements and
subject to necessary governmental approvals.
Please advise when you wish to proceed with the development of the electric system for this
project.
Sincerely,
HOLY CROSS ENERGY
Kenton Berner,
Engineering Department
kberner@holycross.com
(970) 947-5497
KB:vw
Berner\Ocero
T It [rrr�e Enertp, q,orttrvcVitt?'
App. B-14
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
APPENDIX C: STORM SEWER, INLET AND CULVERT SIZING
App. C-1
ST -Output -North
Design Log
InRoads Storm & Sanitary Design Log
Drainage File: P:\Carbondale Investments\06.00 Design Tasks\06.02 - Task 02 Prelim
Plat\Engineering & Design\Calculations\InRoads\SDB\REC - Drain.sdb
Design File: C:\DOCUMENTS AND SETTINGS\JADAMS\MY DOCUMENTS\8140\CCX 2010\REC REV
PLAN 9-2-10 WORKING\DRAINAGE WORKING 11-10-10.DWG
Display Log: C:\DOCUMENTS AND SETTINGS\JADAMS\MY DOCUMENTS\8140\CCX 2010\REC REV
PLAN 9-2-10 WORKING\design.log
Date: Monday, November 29, 2010 11:57:42 AM
Designing inlet IN -MOD -ONLY -4
WARNING: Spread is greater than maximum spread (2.50 ft )
Results:
Gutter Flow: 17.1119 cfs Flow From: Area
Time of Concentration ENABLED
Tc: 5.0000 min Intensity: 5.8200 in/h
Sum C x Area: 2.9402 ac Ave Runoff Coef: 0.3800
Status:
Inlet Length:
Flow Downstream:
Percent Cap:
Spread:
Depth in Gutter:
Fixed
6.0000 ft
17.1119 cfs
100.0000
10.2984 ft
0.1878 ft
Designing pipe P -MOD -ONLY -5
WARNING: Full flow velocity is greater
Inlet width:
Capacity:
Assigned Bypass:
than maximum (10.00)
2.0000 ft
17.1125 cfs
N/A
Results:
Total Flow: 17.1119 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.0189 min
Sum C x Area: 2.9402 ac
Status:
Pipe width:
Depth of Flow:
Critical Depth:
Velocity:
Froude Number:
Fixed
30.0000 in
0.7310 ft
1.3900 ft
14.2902 ft/s
3.4753
Designing manhole ST -MH -N-14
Results:
Total Flow: 17.1119 cfs
Time of Concentration ENABLED
Tc: 5.0189 min
Status: Fixed
Intensity:
Ave Runoff Coef:
Page 1
Slope:
Pipe Height:
Flow Status:
Capacity:
Flow Regime:
Flow From:
Sum C x Area:
5.8200 in/h
0.0000
0.0500 ft/ft
30.0000 in
Partial
91.7171 cfs
Supercritical
Upstream
2.9402 ac
App. C-2
Chamber Width:
ST -Output -North
5.0000 ft Chamber Length:
Designing pipe ST -P -N-15
WARNING: Full flow velocity is greater than maximum (10.00)
5.0000 ft
Results:
Total Flow: 17.0974 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.0689 min
Sum C x Area: 2.9402 ac
Status: Fixed
Pipe width: 30.0000 in
Depth of Flow: 0.9290 ft
Critical Depth: 1.3900 ft
Velocity: 10.2799 ft/s
Froude Number: 2.1860
Designing manhole ST -MH -N-13
Results:
Total Flow: 17.0974 cfs
Time of Concentration ENABLED
Tc: 5.0689 min
Status:
Chamber width:
Fixed
5.0000 ft
Intensity: 5.8151 in/h
Ave Runoff Coef: 0.0000
Slope: 0.0200 ft/ft
Pipe Height: 30.0000 in
Flow Status: Partial
Capacity: 58.0070 cfs
Flow Regime: SuperCritical
Flow From: Upstream
Sum C x Area: 2.9402 ac
Chamber Length: 5.0000 ft
Designing pipe ST -P -N-14
WARNING: Full flow velocity is greater than maximum (10.00)
Results:
Total Flow: 17.0592 cfs
Time of Concentration ENABLED
Tc: 5.2798 min
Sum C x Area: 2.9402 ac
Status: Fixed
Pipe width: 30.0000 in
Depth of Flow: 1.0040 ft
Critical Depth: 1.3900 ft
Velocity: 9.2421 ft/s
Froude Number: 1.8789
Designing manhole ST -MH -N-12
Results:
Total Flow: 17.0592 cfs
Time of Concentration ENABLED
Tc: 5.2798 min
Status:
Chamber width:
Fixed
5.0000 ft
Flow From: Upstream
Intensity: 5.8021 in/h
Ave Runoff Coef: 0.0000
Page 2
Slope: 0.0150 ft/ft
Pipe Height: 30.0000 in
Flow Status: Partial
Capacity: 50.2355 cfs
Flow Regime: SuperCritical
Flow From: Upstream
Sum C x Area: 2.9402 ac
Chamber Length: 5.0000 ft
App. C-3
ST -Output -North
Designing pipe ST -P -N-13
WARNING: Full flow velocity is greater than maximum (10.00)
Results:
Total Flow: 16.8980 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.6093 min Intensity: 5.7473 in/h
Sum C x Area: 2.9402 ac Ave Runoff Coef: 0.0000
Status: Fixed
Pipe width: 30.0000 in
Depth of Flow: 0.9990 ft
Critical Depth: 1.3900 ft
Velocity: 9.2159 ft/s
Froude Number: 1.8790
Designing manhole ST -MH -N-11
Results:
Total Flow: 16.8980 cfs
Time of Concentration ENABLED
Tc: 5.6093 min
Status:
Chamber width:
Fixed
5.0000 ft
Slope: 0.0150 ft/ft
Pipe Height: 30.0000 in
Flow Status: Partial
Capacity: 50.2355 cfs
Flow Regime: Supercritical
Flow From: Upstream
Sum C x Area: 2.9402 ac
Chamber Length: 5.0000 ft
Designing pipe ST -P -N-12
WARNING: Full flow velocity is greater than maximum (10.00)
Results:
Total Flow: 16.6461 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.7582 min
Sum C x Area: 2.9402 ac
Status: Fixed
Pipe width: 30.0000 in
Depth of Flow: 0.9900 ft
Critical Depth: 1.3700 ft
Velocity: 9.1889 ft/s
Froude Number: 1.8834
Designing manhole ST -MH -N-10
Results:
Total Flow: 16.6461 cfs
Time of Concentration ENABLED
Tc: 5.7582 min
Status:
Chamber width:
Fixed
5.0000 ft
Intensity: 5.6616 in/h
Ave Runoff Coef: 0.0000
Slope: 0.0150 ft/ft
Pipe Height: 30.0000 in
Flow Status: Partial
Capacity: 50.2355 cfs
Flow Regime: Supercritical
Flow From: Upstream
Sum C x Area: 2.9402 ac
Chamber Length: 5.0000 ft
Designing pipe ST -P -N-11
WARNING: Full flow velocity is greater than maximum (10.00)
Page 3
App. C-4
ST -Output -North
Results:
Total Flow: 16.5322 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.9151 min
Sum C x Area: 2.9402 ac
Status:
Pipe width:
Depth of Flow:
Critical Depth:
Velocity:
Froude Number:
Fixed
30.0000 in
0.9870 ft
1.3700 ft
9.1632 ft/s
1.8815
Designing manhole ST -MH -N-9
Results:
Total Flow: 16.5322 cfs
Time of Concentration ENABLED
Tc: 5.9151 min
Status:
Chamber width:
Fixed
5.0000 ft
Intensity: 5.6229 in/h
Ave Runoff Coef: 0.0000
Slope: 0.0150 ft/ft
Pipe Height: 30.0000 in
Flow Status: Partial
Capacity: 50.2355 cfs
Flow Regime: SuperCritical
Flow From: Upstream
Sum C x Area: 2.9402 ac
Chamber Length: 5.0000 ft
Designing pipe ST -P -N-10
WARNING: Full flow velocity is greater than maximum (10.00)
Results:
Total Flow: 16.4124 cfs
Flow From: Upstream
Time of Concentration ENABLED
Tc: 6.0553 min Intensity: 5.5821 in/h
Sum C x Area: 2.9402 ac Ave Runoff Coef: 0.0000
Status:
Pipe width:
Depth of Flow:
Critical Depth:
Velocity:
Froude Number:
Fixed
30.0000 in
0.9830 ft
1.3600 ft
9.1463 ft/s
1.8825
Designing inlet MOD -ONLY -1
Results:
Gutter Flow: 5.5368 cfs
Slope: 0.0150 ft/ft
Pipe Height: 30.0000 in
Flow Status: Partial
Capacity: 50.2355 cfs
Flow Regime: SuperCritical
Flow From: Area
Time of Concentration ENABLED
Tc: 5.0000 min Intensity: 5.8200 in/h
Sum C x Area: 0.9513 ac Ave Runoff Coef: 0.4200
Status: Fixed
Inlet Length: 6.0000 ft Inlet width: 2.0000 ft
Flow Downstream: 5.5368 cfs
Percent Cap: 100.0000 % Capacity: 10.6098 cfs
Spread: 0.0079 ft
Depth in Gutter: 0.0001 ft Assigned Bypass: N/A
Designing pipe P -MOD -ONLY -2
Page 4
App. C-5
ST -Output -North
Results:
Total Flow: 5.5368 cfs
Time of Concentration ENABLED
Tc: 5.0602 min
Sum C x Area: 0.9513 ac
Status:
Pipe width:
Depth of Flow:
Critical Depth:
Velocity:
Froude Number:
Fixed
30.0000 in
0.6240 ft
0.7700 ft
5.7695 ft/s
1.5291
Designing manhole ST -MH -N-8
Results:
Total Flow: 21.5809 cfs
Time of Concentration ENABLED
Tc: 6.0553 min
Status:
Chamber width:
Fixed
5.0000 ft
Designing pipe ST -P -N-9
WARNING: Full flow velocity is greater
Results:
Total Flow: 21.5809 cfs
Time of Concentration ENABLED
Tc: 6.3914 min
Sum C x Area: 3.8915 ac
Status:
Pipe width:
Depth of Flow:
Critical Depth:
Velocity:
Froude Number:
Fixed
30.0000 in
1.1440 ft
1.5700 ft
9.8445 ft/s
1.8511
Designing manhole ST -MH -N-7
Results:
Total Flow:
21.5809 cfs
Time of Concentration ENABLED
Tc: 6.3914 min
Status:
Chamber width:
Designing pipe ST -P -N-8
Fixed
5.0000 ft
Results:
Total Flow: 21.2408 cfs
Flow From: Upstream
Intensity: 5.8200 in/h
Ave Runoff Coef: 0.0000
Slope: 0.0097 ft/ft
Pipe Height: 30.0000 in
Flow Status: Partial
Capacity: 40.4694 cfs
Flow Regime: SuperCritical
Flow From:
Sum C x Area:
Chamber Length:
than maximum (10.00)
Upstream
3.8915 ac
5.0000 ft
Flow From: Upstream
Intensity:
Ave Runoff Coef:
Page 5
Slope:
Pipe Height:
Flow Status:
Capacity:
5.5456 in/h
0.0000
0.0150 ft/ft
30.0000 in
Partial
50.2355 cfs
Flow Regime: Supercritical
Flow From:
Sum C x Area:
Chamber Length:
Upstream
3.8915 ac
5.0000 ft
Flow From: Upstream
App. C-6
ST -Output -North
Time of Concentration ENABLED
Tc: 6.6685 min
Sum C x Area: 3.8915 ac Ave
Status: Fixed
Pipe width: 30.0000 in
Depth of Flow: 1.4100 ft
Critical Depth: 1.5600 ft
velocity: 7.4379 ft/s
Froude Number: 1.2224
Designing manhole ST -MH -N-6
Results:
Total Flow: 21.2408 cfs
Time of Concentration ENABLED
Tc: 6.6685 min
Status:
Chamber width:
Designing pipe ST -P -N-7
Fixed
5.0000 ft
Results:
Total Flow: 20.9605 cfs
Time of Concentration ENABLED
Tc: 6.8019 min
Sum C x Area: 3.8915 ac
Status: Fixed
Pipe Width: 30.0000 in
Depth of Flow: 1.5740 ft
Critical Depth: 1.5500 ft
Velocity: 6.4343 ft/s
Froude Number: 0.9770
Designing manhole ST -MH -N-5
Results:
Total Flow:
20.9605 cfs
Time of Concentration ENABLED
Tc: 6.8019 min
Status:
Chamber width:
Designing pipe ST -P -N-6
Fixed
5.0000 ft
Results:
Total Flow: 20.8255 cfs
Time of Concentration ENABLED
Tc: 7.0626 min
Sum C x Area: 3.8915 ac
Status:
Fixed
Intensity: 5.4582 in/h
Runoff Coef: 0.0000
Slope: 0.0072 ft/ft
Pipe Height: 30.0000 in
Flow Status: Partial
Capacity: 34.8196 cfs
Flow Regime:
Flow From:
Sum C x Area:
Chamber Length:
Flow From:
Intensity:
Ave Runoff Coef:
Slope:
Pipe Height:
Flow Status:
Capacity:
Flow Regime:
Flow From:
Sum C x Area:
Chamber Length:
Flow From:
Intensity:
Ave Runoff Coef:
Page 6
Slope:
Supercritical
Upstream
3.8915 ac
5.0000 ft
Upstream
5.3862 in/h
0.0000
0.0050 ft/ft
30.0000 in
Partial
29.0035 cfs
Critical
Upstream
3.8915 ac
5.0000 ft
Upstream
5.3515 in/h
0.0000
0.0050 ft/ft
App. C-7
Pipe width:
Depth of Flow:
Critical Depth:
Velocity:
Froude Number:
Designing channel CH -N-1
Results:
Total Flow:
ST -Output -North
30.0000 in Pipe Height: 30.0000 in
1.5670 ft Flow Status: Partial
1.5500 ft Capacity: 29.0035 cfs
6.4262 ft/s
0.9790 Flow Regime: Critical
80.1713 cfs
Time of Concentration ENABLED
Tc: 26.8736 min
Sum C x Area: 26.1008 ac
Status:
Left Side Slope:
Maximum Depth:
Depth of Flow:
Critical Depth:
Velocity:
Fixed
1.0000 ft/ft
4.0000 ft
2.8828 ft
2.1920 ft
4.7273 ft/s
Flow From: Area
Intensity:
Ave Runoff Coef:
Slope:
Right Side Slope:
Channel Bottom:
Top width:
3.0716 in/h
0.4463
0.0053 ft/ft
1.0000 ft/ft
3.0000 ft
8.7656 ft
Designing culvert CV -N-1
Results:
Total Flow: 75.4013 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 27.0452 min Intensity: 2.8888 in/h
Sum C x Area: 26.1008 ac Ave Runoff Coef: 0.0000
Control: Outlet Inlet Control Eqn: Entrance Loss
Status: Fixed Slope: 0.0115 ft/ft
Culvert width: 48.0000 in Culvert Height: 48.0000 in
Critical Depth: 1.8300 ft Num Barrels: 2
Headwater: 3.1973 ft Tailwater: 3.3600 ft
velocity: 3.3456 ft/s
WARNING: Culvert too large for upstream channel
Designing channel CH -N-2
Results:
Total Flow: 75.0760 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 29.1802 min
Sum C x Area: 26.1008 ac
Status:
Left Side Slope:
Maximum Depth:
Depth of Flow:
Critical Depth:
Velocity:
Fixed
1.0000 ft/ft
4.0000 ft
2.6953 ft
2.1150 ft
4.8907 ft/s
Intensity:
Ave Runoff Coef:
Slope:
Right Side Slope:
Channel Bottom:
Top width:
WARNING: Channel too small for upstream culvert.
Designing pipe ST -P -N-5
Results:
Page 7
2.8764 in/h
0.0000
0.0059 ft/ft
1.0000 ft/ft
3.0000 ft
8.3906 ft
App. C-8
ST -Output -North
Total Flow: 70.6180 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 29.8390 min
Sum C x Area: 26.1008 ac
Status: Fixed
Pipe width: 48.0000 in
Depth of Flow: 2.9590 ft
Critical Depth: 2.5400 ft
velocity: 7.0829 ft/s
Froude Number: 0.7411
Designing manhole ST -MH -N-4
Results:
Total Flow: 70.6180 cfs
Time of Concentration ENABLED
Tc: 29.8390 min
Status:
Chamber width:
Designing pipe ST -P -N-4
Fixed
5.0000 ft
Intensity: 2.7056 in/h
Ave Runoff Coef: 0.0000
Slope: 0.0030 ft/ft
Pipe Height: 48.0000 in
Flow Status: Partial
Capacity: 78.6767 cfs
Flow Regime: Subcritical
Flow From: Upstream
Sum C x Area: 26.1008 ac
Chamber Length: 5.0000 ft
Results:
Total Flow: 69.2423 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 30.5300 min
Sum C x Area: 26.1008 ac
Status: Fixed
Pipe Width: 48.0000 in
Depth of Flow: 2.9120 ft
Critical Depth: 2.5100 ft
Velocity: 7.0626 ft/s
Froude Number: 0.7504
Designing manhole ST -MH -N-3
Results:
Total Flow: 78.7030 cfs
Time of Concentration ENABLED
Tc: 30.5300 min
Status:
Chamber Width:
Designing pipe ST -P -N-3
Fixed
5.0000 ft
Intensity: 2.6529 in/h
Ave Runoff Coef: 0.0000
Slope: 0.0030 ft/ft
Pipe Height: 48.0000 in
Flow Status: Partial
Capacity: 78.6767 cfs
Flow Regime: Subcritical
Flow From: Upstream
Sum C x Area: 29.9924 ac
Chamber Length: 5.0000 ft
Results:
Total Flow: 78.7030 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 30.7472 min
Sum C x Area: 29.9924 ac
Intensity:
Ave Runoff Coef:
Page 8
2.6241 in/h
0.0000
App. C-9
ST -Output -North
Status: Fixed
Pipe Width: 48.0000 in
Depth of Flow: 3.2790 ft
Critical Depth: 2.6800 ft
Velocity: 7.1365 ft/s
Froude Number: 0.6645
Designing manhole ST -MH -N-2
Results:
Total Flow: 78.7030 cfs
Time of Concentration ENABLED
Tc: 30.7472 min
Status:
Chamber Width:
Designing pipe ST -P -N-2
Fixed
5.0000 ft
Slope: 0.0030 ft/ft
Pipe Height: 48.0000 in
Flow Status: Partial
Capacity: 78.6767 cfs
Flow Regime: Subcritical
Flow From: Upstream
Sum C x Area: 29.9924 ac
Chamber Length: 5.0000 ft
Results:
Total Flow: 78.5075 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 30.9286 min
Sum C x Area: 29.9924 ac
Status:
Pipe width:
Depth of Flow:
Critical Depth:
Velocity:
Froude Number:
Fixed
48.0000 in
3.2700 ft
2.6800 ft
7.1367 ft/s
0.6669
Designing manhole ST -MH -N-1
Results:
Total Flow: 78.5075 cfs
Time of Concentration ENABLED
Tc: 30.9286 min
Status:
Chamber width:
Designing pipe ST -P -N-1
Fixed
5.0000 ft
Intensity: 2.6176 in/h
Ave Runoff Coef: 0.0000
Slope: 0.0030 ft/ft
Pipe Height: 48.0000 in
Flow Status: Partial
Capacity: 78.6767 cfs
Flow Regime: Subcritical
Flow From: Upstream
Sum C x Area: 29.9924 ac
Chamber Length: 5.0000 ft
Results:
Total Flow: 78.3443 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 31.0287 min
Sum C x Area: 29.9924 ac
Status: Fixed
Pipe Width: 48.0000 in
Depth of Flow: 3.2630 ft
Critical Depth: 2.6800 ft
Intensity: 2.6121 in/h
Ave Runoff Coef: 0.0000
Page 9
Slope: 0.0030 ft/ft
Pipe Height: 48.0000 in
Flow Status: Partial
Capacity: 78.6767 cfs
App. C-10
velocity:
Froude Number:
HGL/EGL Computations:
Table A:
Struct_ID
Dn_Soffit EGLdn
(ft) (ft)
Outfall
ST -Output -North
7.1359 ft/s
0.6688
Flow Regime: subcritical
D Q L v d dc vA2/2g Sf
HGLdn Tot_Loss EGLup HGLup Rim_Elev.
(in) (cfs) (ft) (ft/s) (ft) (ft) (ft) (ft/ft)
(ft) (ft) (ft) (ft) (ft)
- - - - - 6005.25
(Alternate HGL and EGL used)
6006.12 6005.33
ST -P -N-1 48 78.34 42.85 7.14
6005.99 6006.12 6005.33 0.13 6006.25 6005.46
ST -MH -N-1 - - -
- 6006.25 6005.46 0.20 6006.45 6005.66 6006.81
ST -P -N-2 48 78.51 77.67 6.25
6006.11 6006.45 6005.66 0.23 6006.68 6006.08
ST -MH -N-2
- 6006.68 6006.08
0.20 6006.89 6006.28 6008.95
ST -P -N-3 48 78.70 93.03 6.26
6006.33 6006.89 6006.28 0.28 6007.17 6006.56
ST -MH -N-3 - - -
- 6007.17 6006.56 0.35 6007.52 6006.91 6010.11
ST -P -N-4 48 69.24 292.79 5.51
6006.60 6007.52 6006.91 0.68 6008.20 6007.72
ST -MH -N-4
- 6008.20 6007.72
0.03 6008.23 6007.76 6011.36
ST -P -N-5 48 70.62 280.00 5.62
6007.45 6008.23 6007.76 0.68 6008.90 6008.41
CH -N-2 - - -
- - 6006.98 3.72 - 6010.70
CV -N-1 - - -
- - 6011.36 0.23 - 6011.59
CH -N-1 -
- - 6011.28 3.60
New Branch
ST -MH -N-3
- 6007.17 6006.56
ST -P -N-6 30
6005.10 6007.26 6006.65
ST -MH -N-5
- 6007.52 6007.24
ST -P -N-7 30
6005.57 6007.62 6007.34
ST -MH -N-6
- 6007.75 6007.47
ST -P -N-8 30
6005.81 6007.86 6007.58
ST -MH -N-7
- 6008.19 6007.90
ST -P -N-9 30
6014.88
- 6007.17 6006.56
0.09 6007.26 6006.65 6010.11
20.83 100.49 4.24
0.26 6007.52 6007.24
0.10 6007.62 6007.34 6009.59
20.96 51.53 4.27
0.13 6007.75 6007.47
0.11 6007.86 6007.58 6009.53
21.24 123.63 4.33
0.33 6008.19 6007.90
0.29 6008.48 6008.19 6008.91
21.58 198.54 4.40
Page 10
3.26 2.68 0.79 0.0030
- - 0.61 0.0030
- - 0.61 0.0030
- - 0.47 0.0023
- - 0.49 0.0024
0.28 0.0026
0.28 0.0026
0.29 0.0027
0.30 0.0028
App. C-11
6006.66 6008.48 6008.19
ST -MH -N-8
- 6009.03 6008.73
(Alternate HGL and
ST -Output -North
0.55 6009.03 6008.73
0.08 6009.11 6008.81 6012.46
EGL Used)
6009.29 6008.99
16.41 76.97 9.15
- 6011.37 6010.07
ST -P -N-10 30
6009.56 6010.29 6008.99
ST -MH -N-9
- 6011.37 6010.07
ST -P -N-11 30
6010.64 6010.43 6009.13
ST -MH -N-10
- 6011.65 6010.35
ST -P -N-12 30
6011.86 6011.66 6010.35
ST -MH -N-11
- 6012.82 6011.51
ST -P -N-13 30
6013.02 6012.84 6011.52
ST -MH -N-12
- 6015.49 6014.17
ST -P -N-14 30
6015.67 6015.51 6014.18
ST -MH -N-13
- 6017.19 6015.86
ST -P -N-15 30
6017.35 6017.43 6015.78
ST -MH -N-14
- 6017.94 6016.30
P -MOD -ONLY -5 30
6017.87 6019.27 6016.10
IN -MOD -ONLY -4
- 6019.81 6016.64
New Branch
ST -MH -N-8
- 6009.03 6008.73
P -MOD -ONLY -2 30
6009.56 6008.20 6007.69
MOD -ONLY -1
- 6008.36 6007.85
Table B:
LOSSES
-1LOSS_COEFFICENTS
Str_ID
Dstr Ko
Outfall
6011.37 6010.07 6013.43
16.53 86.22 9.16
- 6011.65 6010.35
6011.65 6010.35 6014.85
16.65 82.09 9.19
- 6012.82 6011.51
6012.82 6011.51 6016.59
16.90 182.23 9.22
- 6015.49 6014.17
6015.49 6014.17 6019.70
17.06 116.96 9.24
- 6017.19 6015.86
6017.19 6015.86 6022.02
17.10 30.81 10.28
- 6017.94 6016.30
6017.94 6016.30 6022.38
17.11 16.21 14.29
- 6019.81 6016.64
6019.81 6016.64 6022.17
6009.03 6008.73
0.98 1.36 1.30
0.99 1.37 1.30
0.99 1.37 1.31
1.00 1.39 1.32
1.00 1.39 1.33
0.93 1.39 1.64
0.73 1.39 3.17
0.04 6009.07 6008.77 6012.46
5.54 20.83 5.77 0.62 0.77 0.52
- 6008.36 6007.85 -
Hf
CD Cd
ST -P -N-1 0.13
ST -MH -N-1 -
3.35 0.565 1.000 0.449
ST -P -N-2 0.23
ST -MH -N-2 -
3.75 0.697 1.000 0.481
ST -P -N-3 0.28
6008.36 6007.85 6011.97
Hb Hstr Hc He
Cq Cp
Cb K
- 0.20 - -
1.000 1.000 1.000 0.254
- 0.20 - -
1.000 1.000 1.000 0.335
Page 11
Hj Total
0.13
0.20
0.23
0.20
0.28
App. C-12
ST -Output -North
ST -MH -N-3 - - 0.35 - - - 0.35
3.96 1.448 1.000 0.497 0.796 1.000 1.000 0.573
ST -P -N-4 0.68 - - - - - 0.68
ST -MH -N-4 - - 0.03 - - - 0.03
4.27 0.125 1.000 0.520 1.000 1.000 1.000 0.065
ST -P -N-5 0.68 - - - - - 0.68
CH -N-2
CV -N-1
CH -N-1
New Branch - - - - - - -
ST -MH -N-3 - - 0.09 - - - 0.09
3.96 1.448 1.000 0.497 0.206 1.000 1.000 0.148
ST -P -N-6 0.26 - - - - - 0.26
ST -MH -N-5 - - 0.10 - - - 0.10
4.16 0.521 1.000 0.679 1.000 1.000 1.000 0.354
ST -P -N-7 0.13 - - - - - 0.13
ST -MH -N-6 - - 0.11 - - - 0.11
4.16 0.571 1.000 0.679 1.000 1.000 1.000 0.388
ST -P -N-8 0.33 - - - - - 0.33
ST -MH -N-7 - - 0.29 - - - 0.29
3.74 1.553 1.000 0.637 1.000 1.000 1.000 0.989
ST -P -N-9 0.55 - - - - - 0.55
ST -MH -N-8 - - 0.08 - - - 0.08
1.67 0.633 1.000 0.392 1.123 1.000 1.000 0.279
ST -P -N-10 - - - - - - SuperCrt
ST -MH -N-9
ST -P -N-11 - - - - - - SuperCrt
ST -MH -N-10
ST -P -N-12 - - - - - - SuperCrt
ST -MH -N-11
ST -P -N-13 - - - - - - SuperCrt
ST -MH -N-12
ST -P -N-14 - - - - - - SuperCrt
ST -MH -N-13
ST -P -N-15 - - - - - - SuperCrt
ST -MH -N-14
P -MOD -ONLY -5 - - - - - - SuperCrt
IN -MOD -ONLY -4 - - - - - - -
Page 12
App. C-13
ST -Output -North
0.73
New Branch - - - - - - -
ST -MH -N-8 - - 0.04 - - - 0.04
1.67 1.531 1.000 0.392 0 226 1.000 1.000 0.135
P -MOD -ONLY -2 - - - - - - SuperCrt
MOD -ONLY -1 - - - - - - -
0.62 -
Page 13
App. C-14
Project:
Channel ID:
Capacity Analysis of Composite Channel
River Edge Colorado
Section B - Grass Lined w/Trickle Minor
N -left
N -If
Left Overbank Area
Low Flow Channel
N -right
Right Overbank Area
1
ZL
Alternate
Overbank
Toe Protection
BL
Bm
BR
ZR
Ym
1
Yob
Design Information (Inputt
Channel Invert Slope
Low Flow Channel Bottom Width
Low Flow Channel Left Side Slope
Low Flow Channel Right Side Slope
Low Flow Channel Manning's Nn for Qd
Low Flow Channel Manning's Nn for Q100
(See USDCM Vol. II, n vs. Depth Graph)
Low Flow Channel Bank -full depth
So = 0.01400 ft/ft Left Overbank Bottom Width
Left Overbank Side Slope
2.00 ft Left Overbank Manning's n
0.00 ft/ft Right Overbank Bottom Width
0.00 ft/ft Right Overbank Side Slope
0.0130 Right Overbank Manning's n
Bm =
Z1 =
Z2 =
n -If =
n -m -Q100 =
Ym =
0.0200
0.50 ft
Overbank Flow Depth Yob (Y - Ym)
BL = 0.50 ft
ZL = 4.00 ft/ft
n -left = 0.0400
BR= 0.50 ft
ZR = 4.00 ft/ft
n -right = 0.0400
Yob = 0.50 ft
Low Flow Channel Condition for Qd
Top width
Flow area
Wetted perimeter
Discharge (Calculated)
Velocity
Froude number
Qd Critical Velocity
Qd Critical Depth
Left Overbank Flow Condition for 0100
Top width
Flow area
Wetted perimeter
Discharge
Velocity
Froude number
100 -Yr. Critical Velocity
100 -Yr. Critical Depth in Overbanks
Top width
Channel Depth Y
Flow area
Wetted perimeter
Cross -Sectional Manning's n (Calculated)
Tlf = 2.0 ft
Af = 1.0 sq ft
Plf = 3.0 ft
Qlf = 6.5 cfs
VIf= 6.5 fps
Fr -If = 1.62
Vlfc = 4.71 fps
Ylfc = 0.69 ft
TL = 2.5 ft
AL = 0.7500 sq ft
PL = 2.5600 ft
QL = 1.5 cfs
VL = 1.9 fps
FrL = 0.63
VLc = 2.8 fps
YLc = 0.4 ft
Low Flow Channel Flow Condition for Q100
Top width
Flow area
Wetted perimeter
Discharge
Velocity
Froude number
100 -Yr. Critical Velocity
100 -Yr. Critical Depth
Right Overbank Flow Condition for 0100
Top width
Flow area
Wetted perimeter
Discharge
Velocity
Froude number
100 -Yr. Critical Velocity
100 -Yr. Critical Depth in Overbanks
Composite Cross -Section Flow Condition for Q100
T = 7.0 ft
Y= 1.00 ft
A= 3.5sgft
P= 8.1 ft
n = 0.0215
Discharge
Velocity
Froude number
100 -Yr. Critical Velocity
100 -Yr. Critical Depth in Overbanks
Tm = 2.0 ft
Am = 2.0 sq ft
Pm= 3.O ft
Qm = 13.5 cfs
Vm = 6.7 fps
Frm = 1.19
Vmc = 4.5 fps
Ymc = 1.0 ft
TR = 2.5 ft
AR = 0.7500 sq ft
PR = 2.5600 ft
QR = 1.5 cfs
VR= 1.9 fps
FrR= 0.63
VRc = 2.8 fps
YRc = 0.4 ft
Q = 16.4 cfs
V= 4.7 fps
Fr= 1.17
Vc = 4.1 fps
Yc = 0.57 ft
App. C-15
Section C - Grass Lined trickle minor - Channel_v1.04.xlsm, Composite Analysis 1/13/2011, 11:55 AM
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
River Edge Colorado
Section A - riprap minor
Z1
T
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.0050
0.035
2.00
3.00
3.00
0.50
1.50
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
26.31
0.51
2.70
9.75
11.00
11.49
0.85
0.89
1.61
0.57
0.49
cfs
fps
sq ft
ft
ft
ft
ft
ft
ft
kip
Section B - Riprap Minor - Channel_v1.04.xlsm, Basics 1/13/2011, 11:54 AM
App. C-16
Critical Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
River Edge Colorado
Section A - riprap minor
F
v
Z1
T
B
Z2
1
Design Information (Input)
Bottom Width
Left Side Slope
Right Side Slope
Design Discharge
B=
Z1 =
Z2 =
Q=
3.00
1.50
1.50
94.00
ft
ft/ft
ft/ft
cfs
Critical Flow Condition (Calculated)
Critical Flow Depth
Critical Flow Area
Critical Top Width
Critical Hydraulic Depth
Critical Flow Velocity
Froude Number
Critical Wetted Perimeter
Critical Hydraulic Radius
Critical (min) Specific Energy
Centroid on the Critical Flow Area
Critical (min) Specific Force
Y=
A=
T=
D=
V=
Fr =
P=
R=
Esc =
Yoc =
Fsc =
2.19
13.76
9.57
1.44
6.83
1.00
10.90
1.26
2.91
0.71
1.86
ft
sq ft
ft
ft
fps
ft
ft
ft
ft
kip
Section B - Riprap Minor - Channel_v1.04.xlsm, Basics 1/13/2011, 11:54 AM
App. C-17
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
River Edge Colorado
Section C - Riprap Major
Z1
T
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.0050
0.035
3.00
1.50
1.50
0.50
3.00
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
93.75
0.54
4.17
22.50
12.00
13.82
1.63
1.88
3.27
1.19
2.43
cfs
fps
sq ft
ft
ft
ft
ft
ft
ft
ki p
Section A - Riprap Major_UD-Channel_v1.04.xlsm, Basics 1/13/2011, 11:54 AM
App. C-18
Critical Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
River Edge Colorado
Section C - Riprap Major
F
v
Z1
T
B
Z2
1
Design Information (Input)
Bottom Width
Left Side Slope
Right Side Slope
Design Discharge
B=
Z1 =
Z2 =
Q=
3.00
1.50
1.50
94.00
ft
ft/ft
ft/ft
cfs
Critical Flow Condition (Calculated)
Critical Flow Depth
Critical Flow Area
Critical Top Width
Critical Hydraulic Depth
Critical Flow Velocity
Froude Number
Critical Wetted Perimeter
Critical Hydraulic Radius
Critical (min) Specific Energy
Centroid on the Critical Flow Area
Critical (min) Specific Force
Y=
A=
T=
D=
V=
Fr =
P=
R=
Esc =
Yoc =
Fsc =
2.19
13.76
9.57
1.44
6.83
1.00
10.90
1.26
2.91
0.71
1.86
ft
sq ft
ft
ft
fps
ft
ft
ft
ft
kip
Section A - Riprap Major_UD-Channel_v1.04.xlsm, Basics 1/13/2011, 11:54 AM
App. C-19
River Edge Colorado
Project:
Channel ID:
Capacity Analysis of Composite Channel
N -left
N -If
Left Overbank Area
Low Flow Channel
N -right
Right Overbank Area
1
ZL
Alternate
Overbank
Toe Protection
BL
Bm
BR
ZR
Ym
1
Yob
Design Information (Inputt
Channel Invert Slope
Low Flow Channel Bottom Width
Low Flow Channel Left Side Slope
Low Flow Channel Right Side Slope
Low Flow Channel Manning's Nn for Qd
Low Flow Channel Manning's Nn for Q100
(See USDCM Vol. II, n vs. Depth Graph)
Low Flow Channel Bank -full depth
So = 0.01400 ft/ft Left Overbank Bottom Width
Left Overbank Side Slope
3.00 ft Left Overbank Manning's n
0.00 ft/ft Right Overbank Bottom Width
0.00 ft/ft Right Overbank Side Slope
0.0130 Right Overbank Manning's n
Bm =
Z1 =
Z2 =
n -If =
n -m -Q100 =
Ym =
0.0200
0.50 ft
Overbank Flow Depth Yob (Y - Ym)
BL = 1.00 ft
ZL = 4.00 ft/ft
n -left = 0.0400
BR= 1.00 ft
ZR = 4.00 ft/ft
n -right = 0.0400
Yob = 1.00 ft
Low Flow Channel Condition for Qd
Top width
Flow area
Wetted perimeter
Discharge (Calculated)
Velocity
Froude number
Qd Critical Velocity
Qd Critical Depth
Left Overbank Flow Condition for 0100
Top width
Flow area
Wetted perimeter
Discharge
Velocity
Froude number
100 -Yr. Critical Velocity
100 -Yr. Critical Depth in Overbanks
Top width
Channel Depth Y
Flow area
Wetted perimeter
Cross -Sectional Manning's n (Calculated)
Tlf = 3.0 ft
Alf= 1.5sgft
Plf = 4.0 ft
Qlf = 10.6 cfs
VIf= 7.1 fps
Fr -If = 1.76
Vlfc = 4.84 fps
Ylfc = 0.73 ft
TL =
AL =
PL =
QL =
VL =
FrL =
VLc =
YLc =
5.0 ft
3.0000 sq ft
5.1200 ft
9.3 cfs
3.1 fps
0.70
4.1 fps
0.8 ft
Low Flow Channel Flow Condition for Q100
Top width
Flow area
Wetted perimeter
Discharge
Velocity
Froude number
100 -Yr. Critical Velocity
100 -Yr. Critical Depth
Right Overbank Flow Condition for 0100
Top width
Flow area
Wetted perimeter
Discharge
Velocity
Froude number
100 -Yr. Critical Velocity
100 -Yr. Critical Depth in Overbanks
Composite Cross -Section Flow Condition for Q100
T=
Y=
A=
P=
n=
13.0 ft
1.50 ft
10.5 sq ft
14.3 ft
0.0246
Discharge
Velocity
Froude number
100 -Yr. Critical Velocity
100 -Yr. Critical Depth in Overbanks
Tm = 3.0 ft
Am= 4.5sgft
Pm= 4.O ft
Qm = 42.9 cfs
Vm = 9.5 fps
Frm = 1.37
Vmc = 5.7 fps
Ymc = 1.5 ft
TR = 5.0 ft
AR = 3.0000 sq ft
PR = 5.1200 ft
QR = 9.3 cfs
VR= 3.1 fps
FrR= 0.70
VRc= 4.1 fps
YRc = 0.8 ft
Q = 61.4 cfs
V= 5.9 fps
Fr = 1.15
Vc = 5.2 fps
Yc = 1.09 ft
App. C-20
Section D - Grass Lined trickle major_UD-Channel_v1.04.xlsm, Composite Analysis 1/13/2011, 11:56 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-04
sutwerl a reason
culrerts.secure
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull-down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull-down list)
4stlral
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (outpu
D =1
24.00
Grooved End with Headwall
OR:
nches
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared W ingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb =
Kx =
Ke =
Kr =
Ks=
Cd =
KEio„,=
2
6012.5
0.014
45.00
0.0130
0.00
1.00
0.20
0.56
1.76
0.99
-0.6439
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
(input if known)
Culvert
Inlet -Control
Flowrate
cfs
(output)
Culvert
Outlet -Control
Flowrate
cfs
(output)
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
(output)
6012.50
0.00
0.00
0.00
No flow (WS < inlet)
6012.75
0.56
0.04
0.04
min. energy equation
6013.00
2.98
0.98
0.98
min. energy equation
6013.25
6.68
6.68
6.68
min. energy equation
6013.50
11.10
12.38
11.10
min. energy equation
6013.75
12.86
17.10
12.86
regression equation
6014.00
17.64
21.86
17.64
regression equation
6014.25
23.00
25.78
23.00
regression equation
6014.50
28.40
29.20
28.40
regression equation
6014.75
33.44
32.28
32.28
regression equation
6015.00
38.00
35.14
35.14
regression equation
6015.25
42.12
38.28
38.28
regression equation
6015.50
45.88
40.74
40.74
regression equation
6015.75
49.36
43.48
43.48
regression equation
6016.00
52.62
45.70
45.70
regression equation
6016.25
55.70
48.16
48.16
regression equation
6016.50
58.64
50.22
50.22
regression equation
6016.75
61.44
52.46
52.46
regression equation
6017.00
64.16
54.38
54.38
regression equation
6017.25
66.78
56.46
56.46
regression equation
6017.50
69.34
58.46
58.46
regression equation
6017.75
71.82
60.22
60.22
regression equation
6018.00
74.22
62.12
62.12
regression equation
6018.25
76.58
63.94
63.94
regression equation
6018.50
78.86
65.72
65.72
orifice equation
6018.75
80.84
67.32
67.32
orifice equation
6019.00
82.74
69.02
69.02
orifice equation
6019.25
84.60
70.68
70.68
orifice equation
6019.50
86.42
72.28
72.28
orifice equation
6019.75
88.20
73.86
73.86
orifice equation
Processing Time:
CULV-S-04 v2.00c.xlsm, Culvert
1.92 seconds
App. C-21
1/13/2011,12:00 PM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-04
6021.00
6020.00
6019.00
6018.00
6017.00
aai 6016.00
•
as
CO
6015.00
cn
6014.00
6013.00
6012.00
0.00
STAGE -DISCHARGE CURVE FOR THE CULVERT
20.00 40.00charge (c6fsgpp. 0
Dis
0 Inlet Control a Outlet Control tStage-Discharge
80.00
100.00
CULV-S-04 v2.00c.xlsm, Culvert
App. C-22
1/13/2011, 12:00 PM
•
A
❑
1
A
m
•
A
20.00 40.00charge (c6fsgpp. 0
Dis
0 Inlet Control a Outlet Control tStage-Discharge
80.00
100.00
CULV-S-04 v2.00c.xlsm, Culvert
App. C-22
1/13/2011, 12:00 PM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-03
sutwerl a reason
['Overt secure
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull-down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull-down list)
4stlral
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (outpu
D =1
18.00
Grooved End with Headwall
OR:
nches
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared W ingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb =
Kx =
Ke =
Kl =
Ks=
Cd =
KEie,,,=
2
6013.5
0.013
45.00
0.0130
0.00
1.00
0.20
0.82
2.02
0.99
-0.6437
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
(input if known)
Culvert
Inlet -Control
Flowrate
cfs
(output)
Culvert
Outlet -Control
Flowrate
cfs
(output)
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
(output)
6013.50
0.00
0.00
0.00
No flow (WS < inlet)
6013.75
0.48
0.28
0.28
min. energy equation
6014.00
2.44
4.04
2.44
min. energy equation
6014.25
5.42
7.32
5.42
min. energy equation
6014.50
7.00
10.02
7.00
regression equation
6014.75
10.32
12.56
10.32
regression equation
6015.00
13.84
14.68
13.84
regression equation
6015.25
17.06
16.54
16.54
regression equation
6015.50
19.88
18.22
18.22
regression equation
6015.75
22.36
19.76
19.76
regression equation
6016.00
24.60
21.22
21.22
regression equation
6016.25
26.64
22.74
22.74
regression equation
6016.50
28.58
24.04
24.04
regression equation
6016.75
30.38
25.38
25.38
regression equation
6017.00
32.12
26.56
26.56
regression equation
6017.25
33.78
27.78
27.78
regression equation
6017.50
35.38
28.92
28.92
regression equation
6017.75
36.94
30.02
30.02
regression equation
6018.00
38.44
31.10
31.10
orifice equation
6018.25
39.74
32.16
32.16
orifice equation
6018.50
40.96
33.12
33.12
orifice equation
6018.75
42.14
34.12
34.12
orifice equation
6019.00
43.30
35.08
35.08
orifice equation
6019.25
44.42
36.02
36.02
orifice equation
6019.50
45.52
36.94
36.94
orifice equation
6019.75
46.58
37.80
37.80
orifice equation
6020.00
47.62
38.66
38.66
orifice equation
6020.25
48.66
39.52
39.52
orifice equation
6020.50
49.66
40.36
40.36
orifice equation
6020.75
50.64
41.18
41.18
orifice equation
Processing Time:
CULV-S-03 v2.00c.xlsm, Culvert
1.22 seconds
App. C-23
1/13/2011, 11:59 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-03
6022.00
6021.00
6020.00
6019.00
6018.00
aai 6017.00
•
as
CO
6016.00
6015.00
6014.00
6013.00
0.00
STAGE -DISCHARGE CURVE FOR THE CULVERT
10.00 20.00 30.00 40.00
Discharge (cfs)
0 Inlet Control a Outlet Control tStage-Discharge
50.00
60.00
CULV-S-03 v2.00c.xlsm, Culvert
App. C-24
1/13/2011, 11:59 AM
♦
♦
❑
❑
♦
♦
♦
111
❑
❑
❑
♦
♦
♦
❑
❑
111
❑
♦
♦
♦
♦
❑
❑
❑
❑
♦
♦
♦
♦
❑
❑
❑
❑
Al
♦❑
•
1
•
■ A
■ A
A
■♦
10.00 20.00 30.00 40.00
Discharge (cfs)
0 Inlet Control a Outlet Control tStage-Discharge
50.00
60.00
CULV-S-03 v2.00c.xlsm, Culvert
App. C-24
1/13/2011, 11:59 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-02
sutwerl a reason
culrerts.secure
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull-down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull-down list)
4stlral
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (outpu
D =1
36.00
Grooved End with Headwall
OR:
nches
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared W ingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb =
Kx =
Ke =
Kl =
Ks=
Cd =
KEio„,=
2
5989.5
0.01
45.00
0.0130
0.00
1.00
0.20
0.32
1.52
0.99
-0.6367
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
(input if known)
Culvert
Inlet -Control
Flowrate
cfs
(output)
Culvert
Outlet -Control
Flowrate
cfs
(output)
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
(output)
5989.50
0.00
0.00
0.00
No flow (WS < inlet)
5989.75
0.74
0.04
0.04
min. energy equation
5990.00
2.62
0.02
0.02
min. energy equation
5990.25
8.06
0.02
0.02
min. energy equation
5990.50
13.62
0.02
0.02
min. energy equation
5990.75
24.00
2.64
2.64
min. energy equation
5991.00
30.52
13.62
13.62
min. energy equation
5991.25
31.24
24.00
24.00
regression equation
5991.50
39.32
35.94
35.94
regression equation
5991.75
48.34
46.02
46.02
regression equation
5992.00
58.08
54.90
54.90
regression equation
5992.25
68.12
63.08
63.08
regression equation
5992.50
78.00
69.92
69.92
regression equation
5992.75
87.40
76.20
76.20
regression equation
5993.00
96.22
84.16
84.16
regression equation
5993.25
104.46
89.56
89.56
regression equation
5993.50
112.14
96.14
96.14
regression equation
5993.75
119.38
101.24
101.24
regression equation
5994.00
126.20
107.36
107.36
regression equation
5994.25
132.68
111.82
111.82
regression equation
5994.50
138.86
117.38
117.38
regression equation
5994.75
144.80
121.58
121.58
regression equation
5995.00
150.52
126.72
126.72
regression equation
5995.25
156.04
131.66
131.66
regression equation
5995.50
161.40
135.52
135.52
regression equation
5995.75
166.60
140.14
140.14
regression equation
5996.00
171.68
144.62
144.62
regression equation
5996.25
176.64
148.24
148.24
regression equation
5996.50
181.50
152.48
152.48
regression equation
5996.75
186.24
156.62
156.62
regression equation
Processing Time:
CULV-S-02 v2.00c.xlsm, Culvert
3.38 seconds
App. C-25
1/13/2011, 11:58 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-02
5998.00
5997.00
5996.00
5995.00
c 5994.00
aai 5993.00
•
as
CO
5992.00
cn
5991.00
5990.00
•
■
STAGE -DISCHARGE CURVE FOR THE CULVERT
♦ ■
♦
5989.00
0.00
♦
♦
•
•
•
•
♦
50.00
100.00
Discharge (cfs)
150.00 200.00
o Inlet Control a Outlet Control tStage-Discharge 1
CULV-S-02 v2.00c.xlsm, Culvert
App. C-26
1/13/2011, 11:58 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-01
sutwerl a reason
culrerts.secure
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull-down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull-down list)
4stlral
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (outpu
D =1
36.00
Grooved End with Headwall
OR:
nches
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared W ingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb =
Kx =
Ke =
Kl =
Ks=
Cd =
KEio„,=
2
5983.5
0.01
45.00
0.0130
0.00
1.00
0.20
0.32
1.52
0.99
-0.6367
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
(input if known)
Culvert
Inlet -Control
Flowrate
cfs
(output)
Culvert
Outlet -Control
Flowrate
cfs
(output)
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
(output)
5983.50
0.00
0.00
0.00
No flow (WS < inlet)
5983.75
0.74
0.04
0.04
min. energy equation
5984.00
2.62
0.02
0.02
min. energy equation
5984.25
8.06
0.02
0.02
min. energy equation
5984.50
13.62
0.02
0.02
min. energy equation
5984.75
24.00
2.64
2.64
min. energy equation
5985.00
30.52
13.62
13.62
min. energy equation
5985.25
31.24
24.00
24.00
regression equation
5985.50
39.32
35.94
35.94
regression equation
5985.75
48.34
46.02
46.02
regression equation
5986.00
58.08
54.90
54.90
regression equation
5986.25
68.12
63.08
63.08
regression equation
5986.50
78.00
69.92
69.92
regression equation
5986.75
87.40
76.20
76.20
regression equation
5987.00
96.22
84.16
84.16
regression equation
5987.25
104.46
89.56
89.56
regression equation
5987.50
112.14
96.14
96.14
regression equation
5987.75
119.38
101.24
101.24
regression equation
5988.00
126.20
107.36
107.36
regression equation
5988.25
132.68
111.82
111.82
regression equation
5988.50
138.86
117.38
117.38
regression equation
5988.75
144.80
121.58
121.58
regression equation
5989.00
150.52
126.72
126.72
regression equation
5989.25
156.04
131.66
131.66
regression equation
5989.50
161.40
135.52
135.52
regression equation
5989.75
166.60
140.14
140.14
regression equation
5990.00
171.68
144.62
144.62
regression equation
5990.25
176.64
148.24
148.24
regression equation
5990.50
181.50
152.48
152.48
regression equation
5990.75
186.24
156.62
156.62
regression equation
Processing Time:
CULV-S-01 v2.00c.xlsm, Culvert
3.45 seconds
App. C-27
1/13/2011, 11:57 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-01
5992.00
5991.00
5990.00
5989.00
c 5988.00
aai 5987.00
•
as
CO
5986.00
cn
5985.00
5984.00
•
■
1
A
STAGE -DISCHARGE CURVE FOR THE CULVERT
♦
000
•
•
•
♦ ■
5983.00
0.00
50.00
100.00
Discharge (cfs)
150.00 200.00
o Inlet Control a Outlet Control tStage-Discharge 1
CULV-S-01 v2.00c.xlsm, Culvert
App. C-28
1/13/2011, 11:57 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-N-01
suhnrl a reason
culrerts.secure
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull-down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull-down list)
4stlral
1p&
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (outpu
D =I 36.00
Grooved End with Headwall
OR:
nches
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared W ingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb =
Kx =
Ke =
Kl =
Ks=
Cd =
KEte,,,=
2
6008
0.005
45.00
0.0130
0.00
1.00
0.20
0.32
1.52
0.99
-0.3672
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
(input if known)
Culvert
Inlet -Control
Flowrate
cfs
(output)
Culvert
Outlet -Control
Flowrate
cfs
(output)
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
(output)
6008.00
0.00
0.00
0.00
No flow (WS < inlet)
6008.25
0.74
0.04
0.04
min. energy equation
6008.50
2.62
0.02
0.02
min. energy equation
6008.75
6.66
0.02
0.02
min. energy equation
6009.00
13.44
0.02
0.02
min. energy equation
6009.25
18.42
0.02
0.02
min. energy equation
6009.50
28.28
2.64
2.64
min. energy equation
6009.75
31.02
13.62
13.62
regression equation
6010.00
39.08
24.00
24.00
regression equation
6010.25
48.06
37.68
37.68
regression equation
6010.50
57.78
46.02
46.02
regression equation
6010.75
67.82
54.90
54.90
regression equation
6011.00
77.70
64.08
64.08
regression equation
6011.25
87.12
70.82
70.82
regression equation
6011.50
95.96
77.04
77.04
regression equation
6011.75
104.22
84.92
84.92
regression equation
6012.00
111.92
90.26
90.26
regression equation
6012.25
119.16
96.14
96.14
regression equation
6012.50
126.00
101.88
101.88
regression equation
6012.75
132.48
107.68
107.68
regression equation
6013.00
138.68
112.38
112.38
regression equation
6013.25
144.62
117.92
117.92
regression equation
6013.50
150.34
122.10
122.10
regression equation
6013.75
155.88
127.22
127.22
regression equation
6014.00
161.24
132.14
132.14
regression equation
6014.25
166.44
135.98
135.98
regression equation
6014.50
171.52
140.60
140.60
regression equation
6014.75
176.50
145.06
145.06
regression equation
6015.00
181.34
148.68
148.68
regression equation
6015.25
186.10
152.90
152.90
regression equation
Processing Time:
CULV-N-01_v2.00c.xlsm, Culvert
3.42 seconds
App. C-29
1/13/2011, 11:57 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-N-01
6016.00
6015.00
6014.00
6013.00
6012.00
aai 6011.00
•
as
CO
6010.00
cn
6009.00
6008.00
6007.00
0.00
STAGE -DISCHARGE CURVE FOR THE CULVERT
50.00
100.00
Discharge (cfs)
150.00
o Inlet Control a Outlet Control tStage-Discharge 1
200.00
CULV-N-01_v2.00c.xlsm, Culvert
App. C-30
1/13/2011, 11:57 AM
•
❑
•
•
❑
❑
•
•
•
❑
❑
❑
•
•
•
•
❑
❑
❑
❑
•
•
•
❑
❑
❑
•
❑
•
•
•
❑
❑
❑
A
■
50.00
100.00
Discharge (cfs)
150.00
o Inlet Control a Outlet Control tStage-Discharge 1
200.00
CULV-N-01_v2.00c.xlsm, Culvert
App. C-30
1/13/2011, 11:57 AM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-05
sutwerl a reason
culrerts.secure
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull-down list)
OR:
Box Culvert: Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (choose from pull-down list)
4stlral
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (outpu
D =1
24.00
Grooved End with Headwall
OR:
nches
Height (Rise) = ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared W ingwall
No =
Inlet Elev =
Slope =
L=
n=
Kb =
Kx =
Ke =
Kr =
Ks=
Cd =
KEio„,=
2
6015
0.014
45.00
0.0130
0.00
1.00
0.20
0.56
1.76
0.99
-0.6439
ft. elev.
ft vert. / ft horiz.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
(input if known)
Culvert
Inlet -Control
Flowrate
cfs
(output)
Culvert
Outlet -Control
Flowrate
cfs
(output)
Controlling
Culvert
Flowrate
cfs
(output)
Inlet
Equation
Used:
(output)
6015.00
0.00
0.00
0.00
No flow (WS < inlet)
6015.25
0.56
0.04
0.04
min. energy equation
6015.50
2.98
0.98
0.98
min. energy equation
6015.75
6.68
6.68
6.68
min. energy equation
6016.00
11.10
12.38
11.10
min. energy equation
6016.25
12.86
17.10
12.86
regression equation
6016.50
17.64
21.86
17.64
regression equation
6016.75
23.00
25.78
23.00
regression equation
6017.00
28.40
29.20
28.40
regression equation
6017.25
33.44
32.28
32.28
regression equation
6017.50
38.00
35.14
35.14
regression equation
6017.75
42.12
38.28
38.28
regression equation
6018.00
45.88
40.74
40.74
regression equation
6018.25
49.36
43.48
43.48
regression equation
6018.50
52.62
45.70
45.70
regression equation
6018.75
55.70
48.16
48.16
regression equation
6019.00
58.64
50.22
50.22
regression equation
6019.25
61.44
52.46
52.46
regression equation
6019.50
64.16
54.38
54.38
regression equation
6019.75
66.78
56.46
56.46
regression equation
6020.00
69.34
58.46
58.46
regression equation
6020.25
71.82
60.22
60.22
regression equation
6020.50
74.22
62.12
62.12
regression equation
6020.75
76.58
63.94
63.94
regression equation
6021.00
78.86
65.72
65.72
orifice equation
6021.25
80.84
67.32
67.32
orifice equation
6021.50
82.74
69.02
69.02
orifice equation
6021.75
84.60
70.68
70.68
orifice equation
6022.00
86.42
72.28
72.28
orifice equation
6022.25
88.20
73.86
73.86
orifice equation
Processing Time:
CULV-S-05 v2.00c.xlsm, Culvert
1.97 seconds
App. C-31
1/13/2011,12:01 PM
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: River Edge Colorado
Basin ID: CULV-S-05
6023.00
6022.00
6021.00
6020.00
g 6019.00
aai 6018.00
•
as
CO
6017.00
cn
6016.00
6015.00
6014.00
0.00
STAGE -DISCHARGE CURVE FOR THE CULVERT
20.00 40.00charge (c6fsgpp. 0
Dis
0 Inlet Control a Outlet Control tStage-Discharge 1
80.00
100.00
CULV-S-05 v2.00c.xlsm, Culvert
App. C-32
1/13/2011, 12:01 PM
•
❑
•
•
❑
•
•
D
❑
•
•
•
❑
❑
❑
•
•
•
•
❑
❑
❑
❑
•\
A
■
■
A
■ A
A
VA
r•
20.00 40.00charge (c6fsgpp. 0
Dis
0 Inlet Control a Outlet Control tStage-Discharge 1
80.00
100.00
CULV-S-05 v2.00c.xlsm, Culvert
App. C-32
1/13/2011, 12:01 PM