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PROJECT ENGINEERING
DESIGN REPORT
RIVER EDGE COLORADO
GARFIELD COUNTY, COL ORADO
O W N E R / A P P L I C A N T :
C A R B O N D A L E I N V E S T M E N T S , L L C
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C A R B O N D A L E C O 8 1 6 2 3
970-456-5 3 2 5
C O N S U L T A N T :
8 1 4 0 P A R T N E R S , L L C
P O B O X 0 4 2 6
E A G L E , C O 8 1 6 3 1
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Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
2
PROJECT ENGINEERING DESIGN
REPORT
RIVER EDGE COLORADO
GARFIELD COUNTY, COL ORADO
TABLE OF CONTENTS
I. INTRODUCTION ........................................................................... 3
A. BASIS .................................................................................................... 3
B. PURPOSE AND SCOPE OF REPORT .......................................................... 3
C. LIMITATION AND RESTR ICTIONS ASSOCIATED W ITH 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 CONSTRUCT ION 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
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
3
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.B.4, and 6-301.B.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 RESTR ICTIONS ASSOCIATED W ITH 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
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
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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");
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
5
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
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
6
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 2½
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
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
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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 RP01 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
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River Edge Colorado, Garfield County, Colorado
8
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, C02 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.
3 Two 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
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
9
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, C03 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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River Edge Colorado, Garfield County, Colorado
10
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
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
11
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.
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
12
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.
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
APPENDIX A : VICINITY MAP AND PROJECT SITE DRAWINGS
App. B-1
12/01/10VICINITY MAPExhibit:Date:8140 Partners, LLCTitle:Prepared by:Owner/Developer: Carbondale Investments, LLC7999 HWY 82Carbondale, CO 81623Phone No:970.456.5325App. B-2
Exhibit:Date:8140 Partners, LLCTitle:Prepared by:Owner/Developer: Carbondale Investments, LLC7999 HWY 82Carbondale, CO 81623Phone No:970.456.532512/01/10App. B-3
Exhibit:Date:8140 Partners, LLCTitle:Prepared by:Owner/Developer: Carbondale Investments, LLC7999 HWY 82Carbondale, CO 81623Phone No:970.456.532512/01/10App. B-4
Exhibit:Date:8140 Partners, LLCTitle:Prepared by:Owner/Developer: Carbondale Investments, LLC7999 HWY 82Carbondale, CO 81623Phone No:970.456.532512/01/10App. B-5
Exhibit:Date:8140 Partners, LLCTitle:Prepared by:Owner/Developer: Carbondale Investments, LLC7999 HWY 82Carbondale, CO 81623Phone No:970.456.532512/01/10App. B-6
Project Engineering Design Report
River Edge Colorado, Garfield County, Colorado
APPENDIX B : WILL SERVE LETTERS
App. B-1
App. B-2
"basS"""--I
May 26, 2010
From', Carla Westcm1an
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. LLe Project
To whom it may concern:
The above mentioned development is wilhin the ccrti rlcated service area of SourceGas.
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 il 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 alII facilities necessary to deliver adequate service 10 and within
the development "....ill be undertaken by Source(ias upon completion of appropriate
contractual agreements and subject to necessary governmental approvals.
Please cOnlact us with any questions regarding this project, and witb a timeline of when
you would l.ike to proceed with your project
/
S· I I" ulcere f'
f
/ I
(cu,f\vestennan~Id Coordinator
App. B-3
App. B-4
App. B-5
App. B-6
App. B-7
App. B-8
App. B-9
App. B-10
App. B-11
App. B-12
App. B-13
... ell-OSS -[:
v o
:<: ;,799 HIGHWAY 82 • PO BOX 2150
GLENWOOD SPRfNGS, COLORADO 81602
-r
Ll (970)945-5491 . FAX (9701 945-4081
<$-_, )I )
"'1\1 ;; -')SSO\\
May 25, 2010
8140 Partners, LLC
Ann: Karen Otero
PO Box 426
Eagle. CO 81631-0426
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.
Thes e ex is ti ng facil iti es have adequate capacity to provide electric power to the deve lopment,
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 agreemems 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
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Berner\Olero
A T,'lKh,tnrw Ener\!\ C,w'l'oCr,lll\'\' ~ 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: Fixed
Inlet Length: 6.0000 ft Inlet Width: 2.0000 ft
Flow Downstream: 17.1119 cfs
Percent Cap: 100.0000 % Capacity: 17.1125 cfs
Spread: 10.2984 ft
Depth in Gutter: 0.1878 ft Assigned Bypass: N/A
Designing pipe P-MOD-ONLY-5
WARNING: Full flow velocity is greater than maximum (10.00)
Results:
Total Flow: 17.1119 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.0189 min Intensity: 5.8200 in/h
Sum C x Area: 2.9402 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0500 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 0.7310 ft Flow Status: Partial
Critical Depth: 1.3900 ft Capacity: 91.7171 cfs
Velocity: 14.2902 ft/s
Froude Number: 3.4753 Flow Regime: SuperCritical
Designing manhole ST-MH-N-14
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: Fixed
Page 1
App. C-2
ST-Output-North
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-15
WARNING: Full flow velocity is greater than maximum (10.00)
Results:
Total Flow: 17.0974 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.0689 min Intensity: 5.8151 in/h
Sum C x Area: 2.9402 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0200 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 0.9290 ft Flow Status: Partial
Critical Depth: 1.3900 ft Capacity: 58.0070 cfs
Velocity: 10.2799 ft/s
Froude Number: 2.1860 Flow Regime: SuperCritical
Designing manhole ST-MH-N-13
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
Chamber Width: 5.0000 ft 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 Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.2798 min Intensity: 5.8021 in/h
Sum C x Area: 2.9402 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0150 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 1.0040 ft Flow Status: Partial
Critical Depth: 1.3900 ft Capacity: 50.2355 cfs
Velocity: 9.2421 ft/s
Froude Number: 1.8789 Flow Regime: SuperCritical
Designing manhole ST-MH-N-12
Results:
Total Flow: 17.0592 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.2798 min Sum C x Area: 2.9402 ac
Status: Fixed
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Page 2
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 Slope: 0.0150 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 0.9990 ft Flow Status: Partial
Critical Depth: 1.3900 ft Capacity: 50.2355 cfs
Velocity: 9.2159 ft/s
Froude Number: 1.8790 Flow Regime: SuperCritical
Designing manhole ST-MH-N-11
Results:
Total Flow: 16.8980 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.6093 min Sum C x Area: 2.9402 ac
Status: Fixed
Chamber Width: 5.0000 ft 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 Intensity: 5.6616 in/h
Sum C x Area: 2.9402 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0150 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 0.9900 ft Flow Status: Partial
Critical Depth: 1.3700 ft Capacity: 50.2355 cfs
Velocity: 9.1889 ft/s
Froude Number: 1.8834 Flow Regime: SuperCritical
Designing manhole ST-MH-N-10
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
Chamber Width: 5.0000 ft 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 Intensity: 5.6229 in/h
Sum C x Area: 2.9402 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0150 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 0.9870 ft Flow Status: Partial
Critical Depth: 1.3700 ft Capacity: 50.2355 cfs
Velocity: 9.1632 ft/s
Froude Number: 1.8815 Flow Regime: SuperCritical
Designing manhole ST-MH-N-9
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: Fixed
Chamber Width: 5.0000 ft 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: Fixed Slope: 0.0150 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 0.9830 ft Flow Status: Partial
Critical Depth: 1.3600 ft Capacity: 50.2355 cfs
Velocity: 9.1463 ft/s
Froude Number: 1.8825 Flow Regime: SuperCritical
Designing inlet MOD-ONLY-1
Results:
Gutter Flow: 5.5368 cfs 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 Flow From: Upstream
Time of Concentration ENABLED
Tc: 5.0602 min Intensity: 5.8200 in/h
Sum C x Area: 0.9513 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0097 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 0.6240 ft Flow Status: Partial
Critical Depth: 0.7700 ft Capacity: 40.4694 cfs
Velocity: 5.7695 ft/s
Froude Number: 1.5291 Flow Regime: SuperCritical
Designing manhole ST-MH-N-8
Results:
Total Flow: 21.5809 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 6.0553 min Sum C x Area: 3.8915 ac
Status: Fixed
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-9
WARNING: Full flow velocity is greater than maximum (10.00)
Results:
Total Flow: 21.5809 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 6.3914 min Intensity: 5.5456 in/h
Sum C x Area: 3.8915 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0150 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 1.1440 ft Flow Status: Partial
Critical Depth: 1.5700 ft Capacity: 50.2355 cfs
Velocity: 9.8445 ft/s
Froude Number: 1.8511 Flow Regime: SuperCritical
Designing manhole ST-MH-N-7
Results:
Total Flow: 21.5809 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 6.3914 min Sum C x Area: 3.8915 ac
Status: Fixed
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-8
Results:
Total Flow: 21.2408 cfs Flow From: Upstream
Page 5
App. C-6
ST-Output-North
Time of Concentration ENABLED
Tc: 6.6685 min Intensity: 5.4582 in/h
Sum C x Area: 3.8915 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0072 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 1.4100 ft Flow Status: Partial
Critical Depth: 1.5600 ft Capacity: 34.8196 cfs
Velocity: 7.4379 ft/s
Froude Number: 1.2224 Flow Regime: SuperCritical
Designing manhole ST-MH-N-6
Results:
Total Flow: 21.2408 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 6.6685 min Sum C x Area: 3.8915 ac
Status: Fixed
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-7
Results:
Total Flow: 20.9605 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 6.8019 min Intensity: 5.3862 in/h
Sum C x Area: 3.8915 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0050 ft/ft
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 1.5740 ft Flow Status: Partial
Critical Depth: 1.5500 ft Capacity: 29.0035 cfs
Velocity: 6.4343 ft/s
Froude Number: 0.9770 Flow Regime: Critical
Designing manhole ST-MH-N-5
Results:
Total Flow: 20.9605 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 6.8019 min Sum C x Area: 3.8915 ac
Status: Fixed
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-6
Results:
Total Flow: 20.8255 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 7.0626 min Intensity: 5.3515 in/h
Sum C x Area: 3.8915 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0050 ft/ft
Page 6
App. C-7
ST-Output-North
Pipe Width: 30.0000 in Pipe Height: 30.0000 in
Depth of Flow: 1.5670 ft Flow Status: Partial
Critical Depth: 1.5500 ft Capacity: 29.0035 cfs
Velocity: 6.4262 ft/s
Froude Number: 0.9790 Flow Regime: Critical
Designing channel CH-N-1
Results:
Total Flow: 80.1713 cfs Flow From: Area
Time of Concentration ENABLED
Tc: 26.8736 min Intensity: 3.0716 in/h
Sum C x Area: 26.1008 ac Ave Runoff Coef: 0.4463
Status: Fixed Slope: 0.0053 ft/ft
Left Side Slope: 1.0000 ft/ft Right Side Slope: 1.0000 ft/ft
Maximum Depth: 4.0000 ft Channel Bottom: 3.0000 ft
Depth of Flow: 2.8828 ft Top Width: 8.7656 ft
Critical Depth: 2.1920 ft
Velocity: 4.7273 ft/s
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 Intensity: 2.8764 in/h
Sum C x Area: 26.1008 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0059 ft/ft
Left Side Slope: 1.0000 ft/ft Right Side Slope: 1.0000 ft/ft
Maximum Depth: 4.0000 ft Channel Bottom: 3.0000 ft
Depth of Flow: 2.6953 ft Top Width: 8.3906 ft
Critical Depth: 2.1150 ft
Velocity: 4.8907 ft/s
WARNING: Channel too small for upstream culvert.
Designing pipe ST-P-N-5
Results:
Page 7
App. C-8
ST-Output-North
Total Flow: 70.6180 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 29.8390 min Intensity: 2.7056 in/h
Sum C x Area: 26.1008 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0030 ft/ft
Pipe Width: 48.0000 in Pipe Height: 48.0000 in
Depth of Flow: 2.9590 ft Flow Status: Partial
Critical Depth: 2.5400 ft Capacity: 78.6767 cfs
Velocity: 7.0829 ft/s
Froude Number: 0.7411 Flow Regime: Subcritical
Designing manhole ST-MH-N-4
Results:
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
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-4
Results:
Total Flow: 69.2423 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 30.5300 min Intensity: 2.6529 in/h
Sum C x Area: 26.1008 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0030 ft/ft
Pipe Width: 48.0000 in Pipe Height: 48.0000 in
Depth of Flow: 2.9120 ft Flow Status: Partial
Critical Depth: 2.5100 ft Capacity: 78.6767 cfs
Velocity: 7.0626 ft/s
Froude Number: 0.7504 Flow Regime: Subcritical
Designing manhole ST-MH-N-3
Results:
Total Flow: 78.7030 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 30.5300 min Sum C x Area: 29.9924 ac
Status: Fixed
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-3
Results:
Total Flow: 78.7030 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 30.7472 min Intensity: 2.6241 in/h
Sum C x Area: 29.9924 ac Ave Runoff Coef: 0.0000
Page 8
App. C-9
ST-Output-North
Status: Fixed Slope: 0.0030 ft/ft
Pipe Width: 48.0000 in Pipe Height: 48.0000 in
Depth of Flow: 3.2790 ft Flow Status: Partial
Critical Depth: 2.6800 ft Capacity: 78.6767 cfs
Velocity: 7.1365 ft/s
Froude Number: 0.6645 Flow Regime: Subcritical
Designing manhole ST-MH-N-2
Results:
Total Flow: 78.7030 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 30.7472 min Sum C x Area: 29.9924 ac
Status: Fixed
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-2
Results:
Total Flow: 78.5075 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 30.9286 min Intensity: 2.6176 in/h
Sum C x Area: 29.9924 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0030 ft/ft
Pipe Width: 48.0000 in Pipe Height: 48.0000 in
Depth of Flow: 3.2700 ft Flow Status: Partial
Critical Depth: 2.6800 ft Capacity: 78.6767 cfs
Velocity: 7.1367 ft/s
Froude Number: 0.6669 Flow Regime: Subcritical
Designing manhole ST-MH-N-1
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: Fixed
Chamber Width: 5.0000 ft Chamber Length: 5.0000 ft
Designing pipe ST-P-N-1
Results:
Total Flow: 78.3443 cfs Flow From: Upstream
Time of Concentration ENABLED
Tc: 31.0287 min Intensity: 2.6121 in/h
Sum C x Area: 29.9924 ac Ave Runoff Coef: 0.0000
Status: Fixed Slope: 0.0030 ft/ft
Pipe Width: 48.0000 in Pipe Height: 48.0000 in
Depth of Flow: 3.2630 ft Flow Status: Partial
Critical Depth: 2.6800 ft Capacity: 78.6767 cfs
Page 9
App. C-10
ST-Output-North
Velocity: 7.1359 ft/s
Froude Number: 0.6688 Flow Regime: Subcritical
HGL/EGL Computations:
Table A:
Struct_ID D Q L V d dc V^2/2g Sf
Dn_Soffit EGLdn HGLdn Tot_Loss EGLup HGLup Rim_Elev.
(in) (cfs) (ft) (ft/s) (ft) (ft) (ft) (ft/ft)
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Outfall - - - - - - - -
- - - - - 6005.25 -
(Alternate HGL and EGL Used)
6006.12 6005.33
ST-P-N-1 48 78.34 42.85 7.14 3.26 2.68 0.79 0.0030
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 - - 0.61 0.0030
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 - - 0.61 0.0030
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 - - 0.47 0.0023
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 - - 0.49 0.0024
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 - 6014.88 -
New Branch - - - - - - - -
- - - - 6007.17 6006.56 -
ST-MH-N-3 - - - - - - - -
- 6007.17 6006.56 0.09 6007.26 6006.65 6010.11
ST-P-N-6 30 20.83 100.49 4.24 - - 0.28 0.0026
6005.10 6007.26 6006.65 0.26 6007.52 6007.24 -
ST-MH-N-5 - - - - - - - -
- 6007.52 6007.24 0.10 6007.62 6007.34 6009.59
ST-P-N-7 30 20.96 51.53 4.27 - - 0.28 0.0026
6005.57 6007.62 6007.34 0.13 6007.75 6007.47 -
ST-MH-N-6 - - - - - - - -
- 6007.75 6007.47 0.11 6007.86 6007.58 6009.53
ST-P-N-8 30 21.24 123.63 4.33 - - 0.29 0.0027
6005.81 6007.86 6007.58 0.33 6008.19 6007.90 -
ST-MH-N-7 - - - - - - - -
- 6008.19 6007.90 0.29 6008.48 6008.19 6008.91
ST-P-N-9 30 21.58 198.54 4.40 - - 0.30 0.0028
Page 10
App. C-11
ST-Output-North
6006.66 6008.48 6008.19 0.55 6009.03 6008.73 -
ST-MH-N-8 - - - - - - - -
- 6009.03 6008.73 0.08 6009.11 6008.81 6012.46
(Alternate HGL and EGL Used)
6009.29 6008.99
ST-P-N-10 30 16.41 76.97 9.15 0.98 1.36 1.30 -
6009.56 6010.29 6008.99 - 6011.37 6010.07 -
ST-MH-N-9 - - - - - - - -
- 6011.37 6010.07 - 6011.37 6010.07 6013.43
ST-P-N-11 30 16.53 86.22 9.16 0.99 1.37 1.30 -
6010.64 6010.43 6009.13 - 6011.65 6010.35 -
ST-MH-N-10 - - - - - - - -
- 6011.65 6010.35 - 6011.65 6010.35 6014.85
ST-P-N-12 30 16.65 82.09 9.19 0.99 1.37 1.31 -
6011.86 6011.66 6010.35 - 6012.82 6011.51 -
ST-MH-N-11 - - - - - - - -
- 6012.82 6011.51 - 6012.82 6011.51 6016.59
ST-P-N-13 30 16.90 182.23 9.22 1.00 1.39 1.32 -
6013.02 6012.84 6011.52 - 6015.49 6014.17 -
ST-MH-N-12 - - - - - - - -
- 6015.49 6014.17 - 6015.49 6014.17 6019.70
ST-P-N-14 30 17.06 116.96 9.24 1.00 1.39 1.33 -
6015.67 6015.51 6014.18 - 6017.19 6015.86 -
ST-MH-N-13 - - - - - - - -
- 6017.19 6015.86 - 6017.19 6015.86 6022.02
ST-P-N-15 30 17.10 30.81 10.28 0.93 1.39 1.64 -
6017.35 6017.43 6015.78 - 6017.94 6016.30 -
ST-MH-N-14 - - - - - - - -
- 6017.94 6016.30 - 6017.94 6016.30 6022.38
P-MOD-ONLY-5 30 17.11 16.21 14.29 0.73 1.39 3.17 -
6017.87 6019.27 6016.10 - 6019.81 6016.64 -
IN-MOD-ONLY-4 - - - - - - - -
- 6019.81 6016.64 - 6019.81 6016.64 6022.17
New Branch - - - - - - - -
- - - - 6009.03 6008.73 -
ST-MH-N-8 - - - - - - - -
- 6009.03 6008.73 0.04 6009.07 6008.77 6012.46
P-MOD-ONLY-2 30 5.54 20.83 5.77 0.62 0.77 0.52 -
6009.56 6008.20 6007.69 - 6008.36 6007.85 -
MOD-ONLY-1 - - - - - - - -
- 6008.36 6007.85 - 6008.36 6007.85 6011.97
Table B:
LOSSES _ _ _ _ _ _ _
-|LOSS_COEFFICENTS
Str_ID Hf Hb Hstr Hc He Hj Total |
Dstr Ko CD Cd Cq Cp Cb K
Outfall - - - - - - - | -
- - - - - - -
ST-P-N-1 0.13 - - - - - 0.13 | -
- - - - - - -
ST-MH-N-1 - - 0.20 - - - 0.20 |
3.35 0.565 1.000 0.449 1.000 1.000 1.000 0.254
ST-P-N-2 0.23 - - - - - 0.23 | -
- - - - - - -
ST-MH-N-2 - - 0.20 - - - 0.20 |
3.75 0.697 1.000 0.481 1.000 1.000 1.000 0.335
ST-P-N-3 0.28 - - - - - 0.28 | -
Page 11
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:
Design Information (Input)
Channel Invert Slope So = 0.01400 ft/ft Left Overbank Bottom Width BL = 0.50 ft
Left Overbank Side Slope ZL = 4.00 ft/ft
Low Flow Channel Bottom Width Bm = 2.00 ft Left Overbank Manning's n n-left = 0.0400
Low Flow Channel Left Side Slope Z1 = 0.00 ft/ft Right Overbank Bottom Width BR = 0.50 ft
Low Flow Channel Right Side Slope Z2 = 0.00 ft/ft Right Overbank Side Slope ZR = 4.00 ft/ft
Low Flow Channel Manning's Nn for Qd n-lf = 0.0130 Right Overbank Manning's n n-right = 0.0400
Low Flow Channel Manning's Nn for Q100 n-m-Q100 = 0.0200
(See USDCM Vol. II, n vs. Depth Graph)
Low Flow Channel Bank-full depth Ym = 0.50 ft Overbank Flow Depth Yob (Y - Ym)Yob = 0.50 ft
Low Flow Channel Condition for Qd Low Flow Channel Flow Condition for Q100
Top width Tlf = 2.0 ft Top width Tm = 2.0 ft
Flow area Alf = 1.0 sq ft Flow area Am = 2.0 sq ft
Wetted perimeter Plf = 3.0 ft Wetted perimeter Pm = 3.0 ft
Discharge (Calculated)Qlf = 6.5 cfs Discharge Qm = 13.5 cfs
Velocity Vlf= 6.5 fps Velocity Vm = 6.7 fps
Froude number Fr-lf = 1.62 Froude number Frm = 1.19
Qd Critical Velocity Vlfc = 4.71 fps 100-Yr. Critical Velocity Vmc = 4.5 fps
Qd Critical Depth Ylfc = 0.69 ft 100-Yr. Critical Depth Ymc = 1.0 ft
Left Overbank Flow Condition for Q100 Right Overbank Flow Condition for Q100
Top width TL = 2.5 ft Top width TR = 2.5 ft
Flow area AL = 0.7500 sq ft Flow area AR = 0.7500 sq ft
Wetted perimeter PL = 2.5600 ft Wetted perimeter PR = 2.5600 ft
Discharge QL = 1.5 cfs Discharge QR = 1.5 cfs
Velocity VL = 1.9 fps Velocity VR = 1.9 fps
Froude number FrL = 0.63 Froude number FrR = 0.63
100-Yr. Critical Velocity VLc = 2.8 fps 100-Yr. Critical Velocity VRc = 2.8 fps
100-Yr. Critical Depth in Overbanks YLc = 0.4 ft 100-Yr. Critical Depth in Overbanks YRc = 0.4 ft
Composite Cross-Section Flow Condition for Q100
Top width T = 7.0 ft Discharge Q = 16.4 cfs
Channel Depth Y Y = 1.00 ft Velocity V = 4.7 fps
Flow area A = 3.5 sq ft Froude number Fr = 1.17
Wetted perimeter P = 8.1 ft 100-Yr. Critical Velocity Vc = 4.1 fps
Cross-Sectional Manning's n (Calculated)n = 0.0215 100-Yr. Critical Depth in Overbanks Yc = 0.57 ft
River Edge Colorado
Section B - Grass Lined w/Trickle Minor
Capacity Analysis of Composite Channel
Yob
Ym
Bm
N-left N-lf N-right
Right Overbank AreaLow Flow ChannelLeft Overbank Area
Y Yc Z2
1
Z1
1
ZL
1
ZR
1
Alternate
Overbank
Toe Protection
BL BR
Section C - Grass Lined trickle minor - Channel_v1.04.xlsm, Composite Analysis 1/13/2011, 11:55 AM
App. C-15
Project:
Channel ID:
Design Information (Input)
Channel Invert Slope So = 0.0050 ft/ft
Manning's n n = 0.035
Bottom Width B = 2.00 ft
Left Side Slope Z1 = 3.00 ft/ft
Right Side Slope Z2 = 3.00 ft/ft
Freeboard Height F = 0.50 ft
Design Water Depth Y =1.50 ft
Normal Flow Condtion (Calculated)
Discharge Q = 26.31 cfs
Froude Number Fr = 0.51
Flow Velocity V = 2.70 fps
Flow Area A = 9.75 sq ft
Top Width T = 11.00 ft
Wetted Perimeter P = 11.49 ft
Hydraulic Radius R = 0.85 ft
Hydraulic Depth D = 0.89 ft
Specific Energy Es = 1.61 ft
Centroid of Flow Area Yo = 0.57 ft
Specific Force Fs = 0.49 kip
Normal Flow Analysis - Trapezoidal Channel
River Edge Colorado
Section A - riprap minor
Section B - Riprap Minor - Channel_v1.04.xlsm, Basics 1/13/2011, 11:54 AM
App. C-16
Project:
Channel ID:
Design Information (Input)
Bottom Width B = 3.00 ft
Left Side Slope Z1 = 1.50 ft/ft
Right Side Slope Z2 = 1.50 ft/ft
Design Discharge Q =94.00 cfs
Critical Flow Condition (Calculated)
Critical Flow Depth Y = 2.19 ft
Critical Flow Area A = 13.76 sq ft
Critical Top Width T = 9.57 ft
Critical Hydraulic Depth D = 1.44 ft
Critical Flow Velocity V = 6.83 fps
Froude Number Fr = 1.00
Critical Wetted Perimeter P = 10.90 ft
Critical Hydraulic Radius R = 1.26 ft
Critical (min) Specific Energy Esc = 2.91 ft
Centroid on the Critical Flow Area Yoc = 0.71 ft
Critical (min) Specific Force Fsc = 1.86 kip
Critical Flow Analysis - Trapezoidal Channel
River Edge Colorado
Section A - riprap minor
Section B - Riprap Minor - Channel_v1.04.xlsm, Basics 1/13/2011, 11:54 AM
App. C-17
Project:
Channel ID:
Design Information (Input)
Channel Invert Slope So = 0.0050 ft/ft
Manning's n n = 0.035
Bottom Width B = 3.00 ft
Left Side Slope Z1 = 1.50 ft/ft
Right Side Slope Z2 = 1.50 ft/ft
Freeboard Height F = 0.50 ft
Design Water Depth Y =3.00 ft
Normal Flow Condtion (Calculated)
Discharge Q = 93.75 cfs
Froude Number Fr = 0.54
Flow Velocity V = 4.17 fps
Flow Area A = 22.50 sq ft
Top Width T = 12.00 ft
Wetted Perimeter P = 13.82 ft
Hydraulic Radius R = 1.63 ft
Hydraulic Depth D = 1.88 ft
Specific Energy Es = 3.27 ft
Centroid of Flow Area Yo = 1.19 ft
Specific Force Fs = 2.43 kip
Normal Flow Analysis - Trapezoidal Channel
River Edge Colorado
Section C - Riprap Major
Section A - Riprap Major_UD-Channel_v1.04.xlsm, Basics 1/13/2011, 11:54 AM
App. C-18
Project:
Channel ID:
Design Information (Input)
Bottom Width B = 3.00 ft
Left Side Slope Z1 = 1.50 ft/ft
Right Side Slope Z2 = 1.50 ft/ft
Design Discharge Q =94.00 cfs
Critical Flow Condition (Calculated)
Critical Flow Depth Y = 2.19 ft
Critical Flow Area A = 13.76 sq ft
Critical Top Width T = 9.57 ft
Critical Hydraulic Depth D = 1.44 ft
Critical Flow Velocity V = 6.83 fps
Froude Number Fr = 1.00
Critical Wetted Perimeter P = 10.90 ft
Critical Hydraulic Radius R = 1.26 ft
Critical (min) Specific Energy Esc = 2.91 ft
Centroid on the Critical Flow Area Yoc = 0.71 ft
Critical (min) Specific Force Fsc = 1.86 kip
Critical Flow Analysis - Trapezoidal Channel
River Edge Colorado
Section C - Riprap Major
Section A - Riprap Major_UD-Channel_v1.04.xlsm, Basics 1/13/2011, 11:54 AM
App. C-19
Project:
Channel ID:
Design Information (Input)
Channel Invert Slope So = 0.01400 ft/ft Left Overbank Bottom Width BL = 1.00 ft
Left Overbank Side Slope ZL = 4.00 ft/ft
Low Flow Channel Bottom Width Bm = 3.00 ft Left Overbank Manning's n n-left = 0.0400
Low Flow Channel Left Side Slope Z1 = 0.00 ft/ft Right Overbank Bottom Width BR = 1.00 ft
Low Flow Channel Right Side Slope Z2 = 0.00 ft/ft Right Overbank Side Slope ZR = 4.00 ft/ft
Low Flow Channel Manning's Nn for Qd n-lf = 0.0130 Right Overbank Manning's n n-right = 0.0400
Low Flow Channel Manning's Nn for Q100 n-m-Q100 = 0.0200
(See USDCM Vol. II, n vs. Depth Graph)
Low Flow Channel Bank-full depth Ym = 0.50 ft Overbank Flow Depth Yob (Y - Ym)Yob = 1.00 ft
Low Flow Channel Condition for Qd Low Flow Channel Flow Condition for Q100
Top width Tlf = 3.0 ft Top width Tm = 3.0 ft
Flow area Alf = 1.5 sq ft Flow area Am = 4.5 sq ft
Wetted perimeter Plf = 4.0 ft Wetted perimeter Pm = 4.0 ft
Discharge (Calculated)Qlf = 10.6 cfs Discharge Qm = 42.9 cfs
Velocity Vlf= 7.1 fps Velocity Vm = 9.5 fps
Froude number Fr-lf = 1.76 Froude number Frm = 1.37
Qd Critical Velocity Vlfc = 4.84 fps 100-Yr. Critical Velocity Vmc = 5.7 fps
Qd Critical Depth Ylfc = 0.73 ft 100-Yr. Critical Depth Ymc = 1.5 ft
Left Overbank Flow Condition for Q100 Right Overbank Flow Condition for Q100
Top width TL = 5.0 ft Top width TR = 5.0 ft
Flow area AL = 3.0000 sq ft Flow area AR = 3.0000 sq ft
Wetted perimeter PL = 5.1200 ft Wetted perimeter PR = 5.1200 ft
Discharge QL = 9.3 cfs Discharge QR = 9.3 cfs
Velocity VL = 3.1 fps Velocity VR = 3.1 fps
Froude number FrL = 0.70 Froude number FrR = 0.70
100-Yr. Critical Velocity VLc = 4.1 fps 100-Yr. Critical Velocity VRc = 4.1 fps
100-Yr. Critical Depth in Overbanks YLc = 0.8 ft 100-Yr. Critical Depth in Overbanks YRc = 0.8 ft
Composite Cross-Section Flow Condition for Q100
Top width T = 13.0 ft Discharge Q = 61.4 cfs
Channel Depth Y Y = 1.50 ft Velocity V = 5.9 fps
Flow area A = 10.5 sq ft Froude number Fr = 1.15
Wetted perimeter P = 14.3 ft 100-Yr. Critical Velocity Vc = 5.2 fps
Cross-Sectional Manning's n (Calculated)n = 0.0246 100-Yr. Critical Depth in Overbanks Yc = 1.09 ft
River Edge Colorado
Capacity Analysis of Composite Channel
Yob
Ym
Bm
N-left N-lf N-right
Right Overbank AreaLow Flow ChannelLeft Overbank Area
Y Yc Z2
1
Z1
1
ZL
1
ZR
1
Alternate
Overbank
Toe Protection
BL BR
Section D - Grass Lined trickle major_UD-Channel_v1.04.xlsm, Composite Analysis 1/13/2011, 11:56 AM
App. C-20
Project:
Basin ID:
1.92 X
Design Information (Input):
Circular Culvert:Barrel Diameter in Inches D = 24.00 inches
Inlet Edge Type (choose from pull-down list) Grooved End with Headwall
OR:OR:
Box Culvert:Barrel Height (Rise) in Feet Height (Rise) = ft.
Barrel Width (Span) in Feet Width (Span) = ft.
Inlet Edge Type (choose from pull-down list) Square Edge w/ 30-78 deg. Flared Wingwall
Number of Barrels No = 2
Inlet Elevation at Culvert Invert Inlet Elev = 6012.5 ft. elev.
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)Slope = 0.014 ft vert. / ft horiz.
Culvert Length in Feet L = 45.00 ft.
Manning's Roughness n = 0.0130
Bend Loss Coefficient Kb =0.00
Exit Loss Coefficient Kx =1.00
Design Information (calculated):
Entrance Loss Coefficient Ke =0.20
Friction Loss Coefficient Kf =0.56
Sum of All Loss Coefficients Ks =1.76
Orifice Inlet Condition Coefficient Cd =0.99
Minimum Energy Condition Coefficient KElow =-0.6439
Calculations of Culvert Capacity (output):
Water Surface Tailwater Culvert Culvert Controlling Inlet
Elevation Surface Inlet-Control Outlet-Control Culvert Equation
Elevation Flowrate Flowrate Flowrate Used:
ft cfs cfs cfs
(ft., linked)(input if known)(output)(output)(output)(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: 1.92 seconds
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-04
CULV-S-04_v2.00c.xlsm, Culvert 1/13/2011, 12:00 PM
App. C-21
Project:
Basin ID:
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-04
6012.00
6013.00
6014.00
6015.00
6016.00
6017.00
6018.00
6019.00
6020.00
6021.00
0.00 20.00 40.00 60.00 80.00 100.00Stage (feet, elev.)Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE CULVERT
Inlet Control Outlet Control Stage-Discharge
CULV-S-04_v2.00c.xlsm, Culvert 1/13/2011, 12:00 PM
App. C-22
Project:
Basin ID:
1.22 X
Design Information (Input):
Circular Culvert:Barrel Diameter in Inches D = 18.00 inches
Inlet Edge Type (choose from pull-down list) Grooved End with Headwall
OR:OR:
Box Culvert:Barrel Height (Rise) in Feet Height (Rise) = ft.
Barrel Width (Span) in Feet Width (Span) = ft.
Inlet Edge Type (choose from pull-down list) Square Edge w/ 30-78 deg. Flared Wingwall
Number of Barrels No = 2
Inlet Elevation at Culvert Invert Inlet Elev = 6013.5 ft. elev.
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)Slope = 0.013 ft vert. / ft horiz.
Culvert Length in Feet L = 45.00 ft.
Manning's Roughness n = 0.0130
Bend Loss Coefficient Kb =0.00
Exit Loss Coefficient Kx =1.00
Design Information (calculated):
Entrance Loss Coefficient Ke =0.20
Friction Loss Coefficient Kf =0.82
Sum of All Loss Coefficients Ks =2.02
Orifice Inlet Condition Coefficient Cd =0.99
Minimum Energy Condition Coefficient KElow =-0.6437
Calculations of Culvert Capacity (output):
Water Surface Tailwater Culvert Culvert Controlling Inlet
Elevation Surface Inlet-Control Outlet-Control Culvert Equation
Elevation Flowrate Flowrate Flowrate Used:
ft cfs cfs cfs
(ft., linked)(input if known)(output)(output)(output)(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: 1.22 seconds
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-03
CULV-S-03_v2.00c.xlsm, Culvert 1/13/2011, 11:59 AM
App. C-23
Project:
Basin ID:
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-03
6013.00
6014.00
6015.00
6016.00
6017.00
6018.00
6019.00
6020.00
6021.00
6022.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00Stage (feet, elev.)Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE CULVERT
Inlet Control Outlet Control Stage-Discharge
CULV-S-03_v2.00c.xlsm, Culvert 1/13/2011, 11:59 AM
App. C-24
Project:
Basin ID:
3.38 X
Design Information (Input):
Circular Culvert:Barrel Diameter in Inches D = 36.00 inches
Inlet Edge Type (choose from pull-down list) Grooved End with Headwall
OR:OR:
Box Culvert:Barrel Height (Rise) in Feet Height (Rise) = ft.
Barrel Width (Span) in Feet Width (Span) = ft.
Inlet Edge Type (choose from pull-down list) Square Edge w/ 30-78 deg. Flared Wingwall
Number of Barrels No = 2
Inlet Elevation at Culvert Invert Inlet Elev = 5989.5 ft. elev.
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)Slope = 0.01 ft vert. / ft horiz.
Culvert Length in Feet L = 45.00 ft.
Manning's Roughness n = 0.0130
Bend Loss Coefficient Kb =0.00
Exit Loss Coefficient Kx =1.00
Design Information (calculated):
Entrance Loss Coefficient Ke =0.20
Friction Loss Coefficient Kf =0.32
Sum of All Loss Coefficients Ks =1.52
Orifice Inlet Condition Coefficient Cd =0.99
Minimum Energy Condition Coefficient KElow =-0.6367
Calculations of Culvert Capacity (output):
Water Surface Tailwater Culvert Culvert Controlling Inlet
Elevation Surface Inlet-Control Outlet-Control Culvert Equation
Elevation Flowrate Flowrate Flowrate Used:
ft cfs cfs cfs
(ft., linked)(input if known)(output)(output)(output)(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: 3.38 seconds
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-02
CULV-S-02_v2.00c.xlsm, Culvert 1/13/2011, 11:58 AM
App. C-25
Project:
Basin ID:
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-02
5989.00
5990.00
5991.00
5992.00
5993.00
5994.00
5995.00
5996.00
5997.00
5998.00
0.00 50.00 100.00 150.00 200.00Stage (feet, elev.)Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE CULVERT
Inlet Control Outlet Control Stage-Discharge
CULV-S-02_v2.00c.xlsm, Culvert 1/13/2011, 11:58 AM
App. C-26
Project:
Basin ID:
3.45 X
Design Information (Input):
Circular Culvert:Barrel Diameter in Inches D = 36.00 inches
Inlet Edge Type (choose from pull-down list) Grooved End with Headwall
OR:OR:
Box Culvert:Barrel Height (Rise) in Feet Height (Rise) = ft.
Barrel Width (Span) in Feet Width (Span) = ft.
Inlet Edge Type (choose from pull-down list) Square Edge w/ 30-78 deg. Flared Wingwall
Number of Barrels No = 2
Inlet Elevation at Culvert Invert Inlet Elev = 5983.5 ft. elev.
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)Slope = 0.01 ft vert. / ft horiz.
Culvert Length in Feet L = 45.00 ft.
Manning's Roughness n = 0.0130
Bend Loss Coefficient Kb =0.00
Exit Loss Coefficient Kx =1.00
Design Information (calculated):
Entrance Loss Coefficient Ke =0.20
Friction Loss Coefficient Kf =0.32
Sum of All Loss Coefficients Ks =1.52
Orifice Inlet Condition Coefficient Cd =0.99
Minimum Energy Condition Coefficient KElow =-0.6367
Calculations of Culvert Capacity (output):
Water Surface Tailwater Culvert Culvert Controlling Inlet
Elevation Surface Inlet-Control Outlet-Control Culvert Equation
Elevation Flowrate Flowrate Flowrate Used:
ft cfs cfs cfs
(ft., linked)(input if known)(output)(output)(output)(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: 3.45 seconds
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-01
CULV-S-01_v2.00c.xlsm, Culvert 1/13/2011, 11:57 AM
App. C-27
Project:
Basin ID:
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-01
5983.00
5984.00
5985.00
5986.00
5987.00
5988.00
5989.00
5990.00
5991.00
5992.00
0.00 50.00 100.00 150.00 200.00Stage (feet, elev.)Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE CULVERT
Inlet Control Outlet Control Stage-Discharge
CULV-S-01_v2.00c.xlsm, Culvert 1/13/2011, 11:57 AM
App. C-28
Project:
Basin ID:
3.42 X
Design Information (Input):
Circular Culvert:Barrel Diameter in Inches D = 36.00 inches
Inlet Edge Type (choose from pull-down list) Grooved End with Headwall
OR:OR:
Box Culvert:Barrel Height (Rise) in Feet Height (Rise) = ft.
Barrel Width (Span) in Feet Width (Span) = ft.
Inlet Edge Type (choose from pull-down list) Square Edge w/ 30-78 deg. Flared Wingwall
Number of Barrels No = 2
Inlet Elevation at Culvert Invert Inlet Elev = 6008 ft. elev.
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)Slope = 0.005 ft vert. / ft horiz.
Culvert Length in Feet L = 45.00 ft.
Manning's Roughness n = 0.0130
Bend Loss Coefficient Kb =0.00
Exit Loss Coefficient Kx =1.00
Design Information (calculated):
Entrance Loss Coefficient Ke =0.20
Friction Loss Coefficient Kf =0.32
Sum of All Loss Coefficients Ks =1.52
Orifice Inlet Condition Coefficient Cd =0.99
Minimum Energy Condition Coefficient KElow =-0.3672
Calculations of Culvert Capacity (output):
Water Surface Tailwater Culvert Culvert Controlling Inlet
Elevation Surface Inlet-Control Outlet-Control Culvert Equation
Elevation Flowrate Flowrate Flowrate Used:
ft cfs cfs cfs
(ft., linked)(input if known)(output)(output)(output)(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: 3.42 seconds
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-N-01
CULV-N-01_v2.00c.xlsm, Culvert 1/13/2011, 11:57 AM
App. C-29
Project:
Basin ID:
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-N-01
6007.00
6008.00
6009.00
6010.00
6011.00
6012.00
6013.00
6014.00
6015.00
6016.00
0.00 50.00 100.00 150.00 200.00Stage (feet, elev.)Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE CULVERT
Inlet Control Outlet Control Stage-Discharge
CULV-N-01_v2.00c.xlsm, Culvert 1/13/2011, 11:57 AM
App. C-30
Project:
Basin ID:
1.97 X
Design Information (Input):
Circular Culvert:Barrel Diameter in Inches D = 24.00 inches
Inlet Edge Type (choose from pull-down list) Grooved End with Headwall
OR:OR:
Box Culvert:Barrel Height (Rise) in Feet Height (Rise) = ft.
Barrel Width (Span) in Feet Width (Span) = ft.
Inlet Edge Type (choose from pull-down list) Square Edge w/ 30-78 deg. Flared Wingwall
Number of Barrels No = 2
Inlet Elevation at Culvert Invert Inlet Elev = 6015 ft. elev.
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)Slope = 0.014 ft vert. / ft horiz.
Culvert Length in Feet L = 45.00 ft.
Manning's Roughness n = 0.0130
Bend Loss Coefficient Kb =0.00
Exit Loss Coefficient Kx =1.00
Design Information (calculated):
Entrance Loss Coefficient Ke =0.20
Friction Loss Coefficient Kf =0.56
Sum of All Loss Coefficients Ks =1.76
Orifice Inlet Condition Coefficient Cd =0.99
Minimum Energy Condition Coefficient KElow =-0.6439
Calculations of Culvert Capacity (output):
Water Surface Tailwater Culvert Culvert Controlling Inlet
Elevation Surface Inlet-Control Outlet-Control Culvert Equation
Elevation Flowrate Flowrate Flowrate Used:
ft cfs cfs cfs
(ft., linked)(input if known)(output)(output)(output)(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: 1.97 seconds
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-05
CULV-S-05_v2.00c.xlsm, Culvert 1/13/2011, 12:01 PM
App. C-31
Project:
Basin ID:
CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
River Edge Colorado
CULV-S-05
6014.00
6015.00
6016.00
6017.00
6018.00
6019.00
6020.00
6021.00
6022.00
6023.00
0.00 20.00 40.00 60.00 80.00 100.00Stage (feet, elev.)Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE CULVERT
Inlet Control Outlet Control Stage-Discharge
CULV-S-05_v2.00c.xlsm, Culvert 1/13/2011, 12:01 PM
App. C-32