HomeMy WebLinkAboutDrainage Reports - 01/08/2016r
December 30, 2015
City of F d Collins Approved Plans
Approved by
Date: zol
FINAL DRAINAGE AND
EROSION CONTROL REPORT FOR
Walnut -Chestnut Subdivision
This Drainage Report Is consciously provided as a PDF.
Please consider the environment before printing this document In Its entirety.
When a hard copy is absolutely necessary, we recommend double -sided printing.
Fort Collins, Colorado
Prepared for:
Bohemian Companies
Mcwhinney
Prepared by:
■� I NORTHERN
ENGINEERING
200 South College Avenue, Suite 10
Fort Collins, Colorado 80524
Phone: 970.221.4158 , Fu: 970.221.4159
www.nonhemengineering.com
Project Number: 947-002
NorthernEnnineerinaxorn !/ 970.221.41SB
i
December 30, 2015
City of F rt Collins Approved Plans
Approved by -
Date: ' r zv Ice
FINAL DRAINAGE AND
EROSION CONTROL REPORT FOR
Walnut -Chestnut Subdivision
Fort Collins, Colorado
Prepared for:
Bohemian Companies
Mcwhinney
Prepared by:
M Mir= I NORTHERN
ENGINEERING
200 South College Avenue, Suite 10
Fort Colliers, Colorado 80524
Phone: 970.221.4158 Fax: 970.221.4159
w .norlhemengineering.com
A This Drainage Report is consciously provided as a PDF.
Please consider the environment before printing this document in its entirety.
When a hard copy is absolutely necessary, we recommend double3ided pdnting. Project Number: 947-002
"orehernEngineering,. rn J/ 970.221.4158
NORTHERN
ENGINEERING
December 30, 2015
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for
Walnut -Chestnut Subdivision
Dear Staff:
Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your
review. This report accompanies the Project Development Plan submittal for the proposed
Walnut -Chestnut Subdivision.
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM),
and serves to document the stormwater impacts associated with the proposed project. We
understand that review by the City is to. assure general compliance with standardized criteria
contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
and..
Aaron Cvar, PE
Project Engineer
301 N. Howes Street, Suite 100, Fort Collins, CO 80521 1 970.221.4158 1 www.northernengineering.com
W INORTHERN
ENGINEERING
TABLE OF CONTENTS
Walnut -Chestnut Subdivision
I.
GENERAL LOCATION AND DESCRIPTION..........................:.:......................................
1
A.
Location.............................................................................................................................................1
B.
Description of Property.................................................................................:...................................
2
C.
Floodplain..........................................................................................................................................3
II.
DRAINAGE BASINS AND SUB-BASINS.......................................................................4
A.
Major Basin Description....................................................................................................................4
B.
Sub -Basin Description...................................................................................................:...................5
III.
DRAINAGE DESIGN CRITERIA...................................................................................
5
A.
Regulations................................................:.......................................................................................5
B.
Four Step Process........................:.....................................................................................I...............
5
C.
Development Criteria Reference and Constraints ............... :............................................................
6
D.
Hydrological Criteria.....................................................................................:...................................
6
E.
Hydraulic Criteria..............................................................................................................................6
F.
Modifications of Criteria...................................................................................................................6
IV.
DRAINAGE FACILITY DESIGN....................................................................................7
A.
General Concept...............................................................................................................................
7
B.
Specific Details..................................................................................................................................8
V.
CONCLUSIONS........................................................................................................8
A.
Compliance with Standards..............................................................................................................8
B.
Drainage Concept..............................................................................................................................9
APPENDICES:
APPENDIX A.1
APPENDIX A.2
APPENDIX B.1
APPENDIX B.2
APPENDIX C.1
APPENDIX D.1
APPENDIX E.1
- Developed Conditions Hydrologic Computations
- LID Supplemental Information
- Inlet Design Calculations
- Storm Line Design Calculations
- Stormwater Alternative Compliance/Variance Application (Floodplain Freeboard)
- Erosion Control Report
- Base Flood Elevation Analysis
Final Drainage Report
= INORTHERN
ENGINEERING Walnut -Chestnut Subdivision
LIST OF FIGURES:
Figure1 — Aerial Photograph................................................................................................ 2
Figure 2— Proposed Site Plan................................................................................................ 3
Figure3 — Existing Floodplains............................................................................................. 4
MAP POCKET:
Proposed Drainage Exhibit
Final Drainage Report
W I NORTHERN
ENGINEERING
GENERAL LOCATION AND DESCRIPTION
A. Location
Vicinity Map
Walnut -Chestnut Subdivision
1. The project site is located in the southwest quarter of Section 12, Township 7 North,
Range 69 West of the 6te Principal Meridian, City of Fort Collins, County of Larimer,
State of Colorado.
2. The project site is located just north of the intersection of Walnut Street and -Mountain
Avenue.
3. The project site lies within the Old Town Basin. A small portion of the site drains to
the storm sewer system in Walnut Street, which is conveyed south to Oak Street and
then the Udall water quality treatment area. The majority of the site drains into the
existing storm sewer system in Chestnut Street, which conveys flows into the Cache
La Poudre River. The Downtown River District Final Design Report, by Ayres 2012
(Ref. 5), shows the majority of the site conveyed via sheet flow into the Chestnut
Street storm system (Basin 106). As long as existing site runoff rates are not
increased, detention is not required for the site. However, the site still must provide
meet current City Low Impact Design (LID) requirements. Several water quality
treatment methods are proposed for the site, and are described in further detail
Final Drainage Report 1
NORTHERN
ENGINEERING
Walnut -Chestnut Subdivision
below.
4. As this is an infill site, the area surrounding the site is fully developed.
5. No offsite flows enter the site from the south, west, or east. A small area to the
northwest of the site sheet flows onto the site. This area has been broken into two
offsite basins, which is described further in Section IV.A, below.
B. Description of Property
1. The development area is roughly 2.4 net acres.
Figure 1 — Aerial Photograph
2. The subject property is currently composed of existing buildings, and landscaped
areas. Existing ground slopes are mild to moderate (i.e., 1 - 6±%) through the
interior of the property. General topography slopes from northwest to southeast.
3. According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website:
hftp://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx,
the site consists of Paoli fine sandy loam (Hydrologic Soil Group A), and Santana
loam (Hydrologic Soil Group B).
4. The proposed project site plan is composed of the development of a hotel and parking
lot. Associated site work, water, and sewer lines will be constructed with the
development. Current City Low Impact Design (LID) requirements will be
implemented with the project, and will consist of several LID features which are
discussed in Section IV, below.
Final Drainage Report 2
W I NORTHERN
ENGINEERING
Figure 2— Proposed Site Plan
5. There are no known irrigation laterals crossing the site.
6. The proposed land use is a downtown hotel development.
C. Floodplain
Walnut -Chestnut Subdivision
1. The project site is not encroached by any City or FEMA designated 100-year
floodplain. However, the City of Fort Collins Stormwater Utility has identified areas
adjacent to the site as a 100-year flood risk zone. The adjacent Walnut Street and
Chestnut Street have been studied for flood risk, and base flood elevation in these
adjacent streets has been analyzed. Appendix C provides a summary of the analysis
performed to determine base (100-year) flood elevation in adjacent street Right of
Way, which is intended to be utilized for the design of finished floor elevation or flood
proofing at Final design.
Final Drainage Report 3
NORTHERN
ENGINEERING
Walnut -Chestnut Subdivision
IJ
AL
FEMA High Risk - floodway
NORTH 0 FEMA High Rak - 100 Year
ED FEMA Moderate Risk - 100 1500
Figure 3 —Area Floodplain Mapping
2. A minimum of 6-inches of freeboard (a variance from the 12-inches of freeboard
requirement has been requested, please see variance request copy in Appendix E.2)
(100-year) flood elevation in adjacent Right of Way. This freeboard level will be
applied to either the design of finished floor elevations, or the minimum level of flood
proofing measures.
II. DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description
3. The project site lies within the Old Town Basin. Generally, detention requirements for
this basin are to detain the difference between the 100-year developed inflow rate
and the historic 2-year release rate. However, a portion of the site drains to the storm
sewer system in Walnut Street, which is conveyed south to Oak Street and then the
Udall water quality treatment area. The remainder of the site drains into the existing
storm sewer system in Chestnut Street, which conveys flows into the Cache La Poudre
River. As long as existing site runoff rates are not increased, detention is not required
for the site. The site still must meet current City Low Impact Design (LID)
requirements. Several LID treatment methods are proposed for the site, and are
described in further detail below.
Final Drainage Report 4
NORTHERN
ENGINEERING
Walnut -Chestnut Subdivision
B. Sub -Basin Description
1. The subject property historically drains overland from northwest to southeast. Runoff
from the majority of the site has historically been collected in existing inlets located
within Walnut Street and Chestnut Street.
2. A more detailed description of the project drainage patterns is provided below.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
There are no optional provisions outside of the FCSCM proposed with the proposed
project.
B. Four Step Process
The overall stormwater management strategy employed with the proposed project utilizes
the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters.
The following is a description of how the proposed development has incorporated each
step.
Step 1 — Employ Runoff Reduction Practices
Several techniques have been utilized with the proposed development to facilitate the
reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the
current use by implementing multiple Low Impact Development (LID) strategies including:
NConserving existing amenities in the site including the existing vegetated areas.
NProviding vegetated open areas throughout the site to reduce the overall impervious
area and to minimize directly connected impervious areas (MDCIA).
Nr Routing flows, to the extent feasible, through vegetated swales to increase time of
concentration, promote infiltration and provide initial water quality.
Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with
Slow Release
The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban
development of this intensity will still generate stormwater runoff that will require
additional BMPs and water quality. The majority of stormwater runoff from the site will
ultimately be intercepted and treated using paver systems and landscaped parking islands
designed as rain gardens.
Step 3 — Stabilize Drainageways
There are no major drainageways within the subject property. While this step may not
seem applicable to proposed development, the project indirectly helps achieve stabilized
drainageways nonetheless. By providing water quality treatment, where none previously
existed, sediment with erosion potential is removed from downstream drainageway
systems. Furthermore, this project will pay one-time stormwater development fees, as
well as ongoing monthly stormwater utility fees, both of which help achieve City-wide
drainageway stability.
Step 4 — Implement Site Specific and Other Source Control BMPs.
The proposed project will improve upon site specific source controls compared to historic
conditions:
Final Drainage Report 5
.V I NORTHERN
ENGINEERING
Walnut -Chestnut Subdivision
N^ The proposed development will provide LID features which enhance water quality;
thus, eliminating sources of potential pollution previously left exposed to weathering
and runoff processes. .
C. Development Criteria Reference and Constraints
The subject property is surrounded by currently developed properties. Thus, several
constraints have been identified during the course of this analysis that will impact the
proposed drainage system including:
w Existing elevations along the property lines will generally be maintained.
w As previously mentioned, overall drainage patterns of the existing site will be
maintained.
N" Elevations of existing_ downstream facilities that the subject property will release to
will be maintained.
D. Hydrological Criteria
1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in
Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations
associated with the proposed development. Tabulated data contained in Table RA-7
has been utilized for Rational Method runoff calculations.
2. The Rational Method has been employed to compute stormwater runoff utilizing
coefficients contained in Tables RO-11 and RO-12 of the FCSCM.
3. Three separate design storms have been utilized to address distinct drainage
scenarios. A fourth design storm has also been computed for comparison purposes.
The first design storm considered is the 80t" percentile rain event, which has been
employed to design the project's water quality features. The second event analyzed is
the "Minor," or "Initial" Storm, which has a 2-year recurrence interval. The third
event considered is the "Major Storm," which has a 100-year recurrence interval.
The fourth storm computed, for comparison purposes only, is the 10-year event.
4. No other assumptions or calculation methods have been used with this development
that are not referenced by current City of Fort Collins criteria.
E. Hydraulic Criteria
1. As previously noted, the subject property maintains historic drainage patterns.
2. All drainage facilities proposed with the project are designed in accordance with
criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District
(UDFCD) Urban Storm Drainage Criteria Manual.
3. As stated above, the subject property is not located in a City or FEMA designated
floodplain. The proposed project does not propose to modify any natural
drainageways.
F. Modifications of Criteria
1. The proposed development is requesting a variance for the 12-inch floodplain
freeboard requirement (Please see Variance Request provided in Appendix).
Final Drainage Report 6
.� INORTHERN
ENGINEERING Walnut -Chestnut Subdivision
- IV. DRAINAGE FACILITY DESIGN
A. General Concept
1. The main objectives of the project drainage design are to maintain existing drainage
patterns, and to ensure no adverse impacts to any adjacent properties.
2. Onsite LID features will be provided and will enhance water quality. These measures
are discussed further below.
3. Drainage patterns for proposed drainage basins as shown in the Drainage Exhibit are
described below.
Basin la
Basin la consists of a small portion of back alleyway, west of the proposed hotel
building which will sheet flow into the existing north flowline of Walnut Street and
then be conveyed into the existing storm drain system within Walnut Street.
Basin lb
Basin 1 b consists of Firehouse Alley and a portion of landscaped area just to the north
of the alleyway. Drainage from this area will drain via sheet flow and curb and gutter
into the improved curb and gutter of Chestnut Street, which will drain to existing inlets
and storm line in Chestnut Street.
Basin lc
Basin lc consists of the rooftop of the proposed hotel building. Drainage from the
hotel rooftop will be captured within a roof drain system, which will tie to the existing
storm drain system within Chestnut Street.
Basins 2a and 2b
Basins 2a and 2b consist primarily of a surface parking lot, and will generally drain via
sheet flow into LID features including permeable paver systems and a series of
raingardens, which are discussed in Section IV.B, below. The series of proposed area
drains which connect raingardens, as well as the subdrain systems for the permeable
paver systems will tie to the existing storm drain system within Chestnut Street. 100-
year flows from Basin 2a will be conveyed via surface flow into the north flowline of
Chestnut Street and into existing inlets at Chestnut and Jefferson Street. 100-year
flows from Basin 2b will be conveyed into a proposed combination inlet located within
the proposed parking lot as shown on the Final plans.
Basins OS1, OS2
Basins OS1 and OS2 consist of areas to the north of the project site which sheet flow
towards the site. Basin OS1 will be conveyed through the site via the existing
alleyway (which will be improved) running in between the hotel portion of the site and
the parking area. Basin OS2 will be conveyed along the north side of the proposed
parking area -and flow north into the adjacent Jefferson Street.
Basins OS3 through OS5 ,
Basins CIS3 through OS5 consist of adjacent Rights of Way of Walnut Street, Chestnut
Street, and Mountain Avenue. Basin OS3 will drain via sheet flow and curb and gutter
into an improved inlet to be constructed in Walnut Street, which will tie to the existing
storm line in Chestnut Street.
Final Drainage Report 7
NORTHERN
ENGINEERING
Basin OS4a will drain via sheet flow and curb and gutter into improved inlets to be
constructed in Chestnut Street, which will tie to the existing storm line in Chestnut
Street. We are removing a portion of the crowned section of Chestnut Street, and in
doing so there will be an addition of 2094 square feet (0.048 Ac.) draining to the
southeast flowline of Chestnut Street. Basin OS4b incorporates this additional area
which will create an addition of 0.12 cfs in the 2-year event and 0.49 cfs in the 100-
year event to the southeast flowline of Chestnut. Street capacity will not be affected
by this increase, as the total 2-year flow in the southeast flowline of Chestnut Street is
1.3 cfs (including the 0.12 cfs addition), while street capacity is 4.9 cfs. The existing
inlet now experiences 4.88 cfs in a 100-year event (including the 0.49 cfs addition).
This inlet has capacity in a 100-year event for 7.0 cfs with 9-inches of ponding depth.
The 4.88 cfs will pass the existing inlet with 6.5-inches of depth. Please see
Appendix A.1 for the aforementioned street capacity and inlet calculations.
Basin OS5 will drain via sheet flow and curb and gutter into the existing curb and
gutter of Mountain Avenue.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report. Runoff computations for these basins based on the Rational Method is
provided in Appendix A.1.
B. Specific Details
1. Low Impact Development (LID) measures will be incorporated into the site
design which will consist of permeable paver fields placed within the proposed
surface parking lot at locations shown on the Final plans. Design of the paver
fields has included subdrain systems draining into the adjacent Chestnut Street
storm drain as shown on the Final plans. Landscaped parking islands
designed as rain gardens are also proposed. The rain gardens have been
designed with drain systems that also outfall to the Chestnut Street storm
drain. Details of this design are provided within the Final plan set.
2. Standard Operating Procedures (SOP) Manual shall be provided to the City of
Fort Collins for review prior to Final Development Plan approval. A final copy
of the approved SOP manual shall be provided to City and must be maintained
on -site by the entity responsible for the facility maintenance.
3. Proper maintenance of the drainage facilities designed with the proposed
development is a critical component of their ongoing performance and
effectiveness.
V. CONCLUSIONS.
A. Compliance with Standards
1. The drainage design proposed with the proposed project complies with the City of Fort
Collins' Stormwater Criteria Manual.
2. The drainage design proposed with this project complies with requirements for the Old
Town Basin.
3. The drainage plan and stormwater management measures proposed with the
proposed development are compliant with all applicable State and Federal regulations
governing stormwater discharge.
Final Drainage Report 8
INORTHERN
ENGINEERING
B. Drainage Concept
1. The drainage design proposed with this project will effectively limit any potential
damage associated with its stormwater runoff by compliance with requirements set
forth in current City master plans.
2. The drainage concept for the proposed development is consistent with requirements
for the Old Town Basin and the Downtown River District Final Design Report.
Final Drainage Report
.� INORTHERN
ENGINEERING Walnut -Chestnut Subdivision
References
1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
2. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
3. Soils Resource Report for Larimer County Area. Colorado, Natural Resources Conservation
Service, United States Department of Agriculture.
4. Old Town Master Drainage Plan, Baseline Hydraulics. Volume ll, Anderson Consulting,
July 15, 2003.
5. Downtown River District Final Design Resort, Ayres, February 2012.
6. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright -McLaughlin Engineers, Denver, Colorado, Revised August 2013.
Final Drainage Report 10
APPENDIX A.1
DEVELOPED CONDITIONS HYDROLOGIC COMPUATIONS
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INLET IN A SUMP OR SAG LOCATION
P1ojwY 947-002
Inlet ID • E1dst Inlet - Chestnut St. SE comer of Chestnuu4efferson
CN-0unb N-Ve6
Wo
Wp
W
Lo (G)
of then
iI Depresefon (ad(l0orel he 0011MILO a putter depreaslon'e' fmm'O-AIbW)
per of unit Inlets (Grate or Cure Opening(
It Depth at FIRM W (otastae of local depresslon)
It mformatbn
to Df a Unit Grate
n of a Unt Grate
Openng Ratto for a Grate (typical vetuee 0.15 O 90)
ping Factor for a Slrgk Grab (typl®t v 0.50 - 070)
Wen Crt. icent n,,cal v 2.15 - 3,60)
r onf. Coeff,cle,a protest vsi a 0.60 - 0.60)
Opening Inform rtlon
In of a Unit Cure Opemg
1 of Veareal Cure Opening In Inches
11 of Cure Orthce Throat In Inches
, of Throat I. USDCM Flgue ST-5)
Width for Depresston pen (yptcelr the outer width of 2 feet)
tiro Factor for a Single Cue Opemp (ypiml value 0.10)
Opening Wier Coefficient (typical ,eus 2.33 6)
opening orifice CoeKcient (rypitat valhn 0.60 - 0.70)
Wnn,,
Intel Interception Capacity (assumes clogged condition)
a Strome VO PEAR)
:.al amanahon for nett 1ype.pect6ed
Iniel Type =
Denier No. 16CO2!;V
at s •
2.00
'[.00
Irtlw
No •
1
1
Few Depth •
6.0
9.0
1cl
MWOR
MAJOR
L.(G)-
3.00
3.00
W.
1.73
1.73
few
A `
031
031
Cr(G)•
0.60
0.60
C. (G).
3.60
3.60
Ca (G) •
0.50
0.60
MWOR
MAJOR
L.(C)'
H.
11 ..
Thom+
We.
G (C)+
C (C)
C.(C)+
Q.
Q.,eounee
3.00
3.00
6.50
6.50
5.25
5.25
0.00
0.00
2.00
2.00
0.10
0.11)
3.70
3.70
0.66
066
feet
u c'nes
InCt65
degrees
I"
UD Inlet 3.1-comoomlet-OS4.4sm, Inlet In Sump 12/2112015, 12:41 PM
INLET IN A SUMP OR SAG LOCATION
project = 947-002
Inlet ID • Exist Inlet - Chestnut St -SE comer of Chesmut/Jenerson
.11—I.0 (C)-,r
H-Cud,
H-Vert
Wo
Wp
W
Lo (G)
e\,
of Inlet
that Type
I Depresswn(additonal to continuous puller depression' aflom'QARW)
eau
w of Unit Inels (Grate or Curb Opening)
No
r Depth at Flom. (odslde of local dapirtua )
Flow Dapm
n Informal
Ile of a Unil Grate
L. (G)
I of a UNI Grate
W.
Opening Ratio for a Grate (typical vaWas 0.1541.e0)
A.
ping Factor for a Singh Grate (typral value 0,50 - 0 70)
C, (G)
Weir CoaHiraem (typical value 2.15 - 3 60)
C. (G)
• Orifice CoeffiueN (typical vale 0.60 - 0.60)
C, (G)
Opening Infome6en
h of a Unit Cup OP•eng
L. (C)'
I of Vertical Cum Opening in Innis
H.
it of Cvo prtce Throat at Idles
H.
of Throat (we USDCM Figure ST-5)
Thai,
A,Idlh for Depression Pan (typically the gutter With of 2 feet
W.,
ling Factor for a Single am Opaning (typical,altie 0.10)
G (C),
Openng Weir Coefficient (typical value 2.33.5)
C. (C),
Opening Omka Coe51cieN (typical vale 060- 0,70)
C. (C)'
it Inlet Interception Capacity (assumes clogged condition)
fj,. e
O.espwea,
MINOR MAJOR
planner No. 16 Combination
2.00
2 00
1
1
BA
6.5
MINOR MAJOR
3.00 3.00
1.73
1,73
0.31
0.31
0.50
0.50
3.60
3.60
0.60
0.60
MINOR MAJOR
3.00 3.00
0.50
650
5.25
5.25
0.0g
0.00
2.00
2.00
0.10
0.10
3.70
3,70
0.66
0.56
v s
CiBS
Set
Set
Be
rues
Ylwe
agrees
eel
UD Inlet 3.1-compointel-OS4.XISm, Inlet In Sump 12121/2015. 12:42 PM
APPENDIX A.2
LID SUPPLEMENTAL INFORMATION
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a
z
z
811
_0
Designer: ATC
Company: Northern Engineering
Date:
Project:
Location:
December 30, 2015
947-002
Raingarden#1
Design Procedure Form: Rain Garden (RG) 11
----- — - Shnc; 1 of 2 --
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area. I,
I, =
100.0
(100 % 6 all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1.1100)
i =
1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WOCV =
040 watershed inches
(WQCV= 0.8' (0.91' i'- 1.19' �- 0.78 - i)
D) Contributing Watershed Area (including rain garden area)
Area =
2,292 sq If
E) Water Quality Capture Volume (WQCV) Design Volume
Vwoc, =
76 cu ft
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
ds =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region.
Vwccv on�R =
0.0 cu If
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VwQCV usER =
cu It
(Only if a different WQCV Design Volume is desued)
2. Basin Geometry
A)WQCV Depth (12-inch maximum)
Dwecv=
12 in
B) Rain Garden Side Slopes (Z = 4 min., hor¢- dist per unit vertical)
Z =
4.00 If / h
(Use "0" 0 rain garden has vertical walls)
C) Mimimum Flat Surface Area
Aµ„ =
51 sq If
D) Actual Flat Surface Area
A. =
51 sq If
E) Area at Design Depth (Top Surface Area)
Arm =
sq if
F) Rain Garden Total Volume
Vr=
cu If
(Vr ((AT. ` Aeawi) / 2) ' Depth)
3. Growing Media
Choose One
Q 18" Rain Garden Growing Media
Q Other (Explain):
4. Underdrain System
A) Are underdrains provided?
arose One
Q N ES
ONO
B) Underdrain system cMce diameter for 12 hour drain lime
I) Distance From Lowest Elevation of the Storage
y=
If
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Volu =
WA cu fl
iii) Orifice Diameter, 3/8" Minimum
D� =
WA in
UD-BMP_v3.02_Rngdnl.xls. RG 12/30/2015, 3:16 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: ATC
Company: Northern Engineering
Date: December 30, 2015
Project: 947-002
Location: Raingarden#1
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
oxx Ore
� Y6
A) Is an impermeable liner provided due to proximity
ONO
of structures or groundwater contamination?
6. Inlet / Outlet Control
hoose One
Sheet Flow- No rxwgy Dlsslpatbn Aequlretl
r
A) Inlet Control
CnnRnVa[ed Fbw- Energy Dissipation Provided
7. Vegetation
Choose One
0Seed (Plan for frequent wad control)
0 Plantings
0 Sand Grown or Other Nigh InOtrabon Sod
8. Irrigation
Choose One
0 ra
A) Will the rain garden be irrigated?
ONO
Notes'
UD-BMP_v3.02_Rngdnl.xls, RG
12/3012015, 3,16 PIV
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: ATC
Company:
Northern Engineering
Date:
December 30. 2015
Project:
947-002
Location:
Raingarden#2
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
to =
100.0
%
(100% If all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1.1100)
i =
1,000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
040
watershed inches
(WQCV= 0.8' (0.91' i'- 1. 19' ?- 0,78' i)
D) Contributing Watershed Area (including ram garden area)
Area =
891
sq h
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
30
cu ft
Vol = (WQCV 112)' Area
F) For Watersheds Outside of the Denver Region, Depth of
do =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwecv oT.En =
0.0
cu 0
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwucv use. =
cu fi
(Only 0 a different WQCV Design Volume is desired)
2. Basin Geometry
A)WOCV Depth (12-inch maximum)
Dwocv=
12
in
B) Ram Garden Side Slopes (Z = 4 min., honzMist per unit vertical)
Z =
4.00
ft / ff
(Use "0' d rain garden has vertical walls)
C) Mlmimum Flat Surface Area
AM,,, =
20
sq If
D) Actual Fla( Surface Area
Ay,,,,,+=
45
sq ft
E) Area at Design Depth (Top Surface Area)
Aru, =
sq ft
F) Rain Garden Total Volume
V,=
cu ft
(VT= ((A,. - A..) f 2) * Depth)
3. Growalg Media
Oct 18' Rain Garden Growing Media
O cow (Explain):
4. Underdrein System
Qtoox Orte
O YES
A) Are underdrains provided?
ONO
B) Undendrain system office diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
Y.-If
Volume to the Center of the Onfice
ii) Volume m Drain in 12 Hours
Vol,_ =
WA
cu f(
iii) Orifice Diameter, 3/8' Minimum
Dr, =
WA
in
12/3012015. 3:17 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: ATC
Company: Northern Engineering
Date: December 30, 2015
Project: 947-002
Location: Raingardenp2
5. Impermeable Geomembrane Liner and Geolextile Separator Fabric
Ote"a 0% One
A) Is an impermeable liner provided due to proximity
ONO
of structures or groundwater conlaminabon?
6. Inlet I Outlet Control
Choose Dne
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Q Concentrated Flow- Energy Dissipation Provided
7. Vegetation
One
(Plan for frequent weed mntrop[C&Ew
ings
Q Sand Grown or Other High lnfllball Sod
8. Irrigation
Qlooae one
Q YES
A) Will the rain garden be irrigated?
ONO
Notes:
UD-BMP_v3.02_Rngdn2.xls, RG 12/30/2015, 3:17 PM
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: ATC
Company: Northern Engineering
Date: December 30, 2015
Project: 947-002
Location: Raingarden#3
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, =
100.0
(100 % fi all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = I,/100)
i =
1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.40 watershed inches
(WQCV= 0.8 - (0,91- i' - 1,19 - i' - 0,78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
974 sq It
E) Water Quality Capture Volume (WQCV) Design Volume
VwQCV =
32 cu It
Vol = (WQCV / 12) " Area
F) For Watersheds Outside of the Denver Region, Depth of
ds =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region.
VwocV m.Ee =
0.0 cu ft
Water Qualdy Capture Volume (WOCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VwocV uses =
cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwur,V =
12 in
B) Rain Garden Side Slopes (Z = 4 min., hors. dist per unit vertical)
Z =
4.00 It / ft
(Use "0" R rain garden has vertical walls)
C) Mimimum Flat Surface Area
Am.. =
22 sq ft
D) Actual Flat Surface Area
A ,.. =
45 sq It
E) Area at Design Depth (Top Surface Area)
Al.,, =
sq ft
F) Rain Garden Total Volume
Vr=
cu fl
(Vr= ((Anu' Arms.) / 2) " Depth)
3. Growmg Media
Choose One
O 18" Rain Garden Growing Media
O Other (Explain):
4. Underdrain System
A) Are undertlrains provioed?
__
ONO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y=
ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Voltz=
NIA cu ft
III) Orifice Diameter, 3/8" Minimum
Do =
WA In
UD-BMP_v3.02_Rngdn3.xls, RG
12/30/2015, 3:18 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: ATC
Company: Northern Engineering
Date: December 30, 2015
Project: 947-002
Location: Raingarden#3
5. Impermeable Geomembrane Liner and Geolextile Separator Fabric
Goose One
O yg
A) Is an impermeable finer provided due to proximity
0 NO
of structures or groundwater contamination?
6. Intel / Outlet Control
r Choose One
O Shee Flow- No Energy Dissipation Required
A) Inlet Control
0 Concentrated Flow- Energy Dissipation Provided
7. Vegetation
Choose One
O Seed (Plan for frequent weed control)
O Plantings
0 Sand Grown or Other High Infiltration Sod
8. Irrigation
Choose One
0 ya
A) Will the rain garden be Imgated?
ONO
Notes'
UD-BMP_v3.02_Rngdn3.xls. RG 12/3012015, 3:18 PM
Design Procedure Form: Rain Garden (RG)
Shoot 1 of 2
Designer: ATC
Company: Northern Engineering
Date: December 30, 2015
Project: 947-002
Location: Raingardenri4
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I„ =
100.0
(100 % rf all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio It = IJ100)
i =
1.000
C) Water Quality Capture Volume (WQCV) (or a 12-hour Drain Time
WQCV =
0.40
watershed inches
(WQCV= 0.8' (0.91' ia- 1,19 - i° t 0.78' it
D) Contributing Watershed Area (including ram garden area)
Area =
646
sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwgcv =
22
cu ft
Vol = (WQCV / 12) ' Area
F) For Watersheds Outside of the Denver Region, Depth of
Chi =
in
Average Runoff Producing Storrs
G) For Watersheds Outside of the Denver Region.
VWOcV mHER =
0.0
cu If
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VW,)c, „u:e =
cu It
(Only 0 a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-mch maximum)
Dwury =
12
in
B) Rain Garden Side Slopes (Z = 4 min., horiz, dist per unit vertical)
Z =
4.00
ff ! fit
(Use "0" it rain garden has vertical walls)
C) Mimimum Flat Surface Area
Ara, =
14
sq ft
D) Actual Flat Surface Area
A„a,a =
60
sq ft
E) Area at Design Depth (Top Surface Area)
AT- =
sq ft
F) Rain Garden Total Volume
V,=
cu ft
(VT= ((A,x, - A,,,,) / 2) - Depth)
3. Growing Media
r Choose One
C)oo Rain Garden Growing Media
O Other (Explain):
4. Underdrain System
Choose ON
� YES
A) Are underdmins provided?
ONO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y=
ft
Volume to the Center of the Onfce
ii) Volume to Drain in 12 Hours
VOhi=
N/A
cu If
In) Office Diameter. 3/8" Minimum
Do =
WA
in
UD-BMP_v3.02_Rngdn4.xls, RG 12/3012015. 3.19 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 cf 2
Designer: ATC
Company: Northern Engineering
Date: December 30. 2015
Project: 947-002
Location: RaingardeMf4
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
Choose One
O yH
A) Is an impermeable liner provided due to proximity
NO
of structures or groundwater contamination?
6, Intel / Outlet Control
Choose One
Q Sheet Flow- No Energy Dlsslpathn Required
A) Inlet Control
0 Concentmted Fbw- Enegy Dissipation provided
7. vegetation
Choose One
O Seed (Plan for Oettrrent weed cunbol)
O Plendrgs
O Send Grown or Otter Nigh Infiltration Sod
8. Irrigation
Choose One
O ya
A) Will the min garden be imgated?
ONO
Notes:
UD-BMP_v3.02_Rngdn4.xls, RG 12/3012015, 3:19 PM
Sheet 1 of 2
UD-BMP_v3.02_Rngdn5 As, RG
12130/2015, 3:19 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: ATC
Company: Northern Engineering
Date: December 30. 2015
Project: 947-002
Location: Ramgardentt5
5. Impermeable Geomembrane Liner and Geotextile Separator Fabnc
Choose One
O YES
A) Is an impermeable liner provided due to proximity
0 NO
of structures or groundwater contamination?
6. Inlet 1 Outlet Control
r Choose One
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Q Concentrated Flow- Energy Dissipation Provided
I
7. Vegetation
Choose One
O Seed (Plan for fregw•rn weed cornel7
O Plantings
O Sand Grown or Other High Infiltration Sod
6. Irrigation
Choose One
O YES
A) Will the rain garden be irrigated?
O NO
Notes.
UD-BMP_v3.02_Rngdn5.xls, RG 12130/2015, 3:19 PM
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer:
ATC
Company:
Northern Engineering
Date:
December 30, 2015
Project:
947-002
Location:
Raingarden#6
1. Basin Storage Volume
A) Effective Imperviousness of Tribunary Area, I,
I„ =
100.0
(100 / it all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1.1100)
i =
1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.40 watershed inches
(WQCV= 0.8' (0.91' 1'. 1,19 - ?- 0.78' i)
0) Contributing Watershed Area (including ram garden area)
Area =
673 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
22 cu If
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
da =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Deriver Region.
Vwuev OrNEr =
0.0 cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VweaV USER =
cu If
(Only 8 a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwacv =
12 in
B) Rain Garden Side Slopes (Z = 4 min., hertz. disc per unit vertical)
Z =
4.00 ft / It
(Use "0' 4 rain garden has vertical wells)
C) Mimimum Flat Surface Area
Aa =
15 sq ft
D) Actual Flat Surface Area
A„. =
80 sq It
E) Area at Design Depth (Top Surface Area)
AR, =
sq fl
F) Rain Garden Total Volume
Vr=
cu ft
(Vt= ((AT. - Aa< .) / 2)' Depth)
3. Growing Media
Choose One
0 18" Rain Garden Growing Metlla
0 Other (F�laln):
4. Underdrain System
A) Are underdrains provided?
Oioose
One
O YES
0 NO
B) Underdram system orifice diameter for 12 hour drain lime
i) Distance From Lowest Elevation of the Storage
y=
ft
Volume to the Carter of the Orifice
it) Volume to Dmin in 12 Hours
Vol, =
WA cu 8
iti) OrFca Diameter, 3/8' Minimum
Dr =
WA in
UD-BMP v3.02_Rngdn6.xls, RG 12/30/2015, 3:20 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designee ATC
Company: Northern Engineering
Date: December 30, 2015
Pro)ect. 967-002
Location: Raingarden#6
5. Impermeable Geomembrane Liner and Geolextile Separator Fabric
Choose One
0 Y6
A) Is an impermeable liner provided due to proximity
0 NO
of slruclures or groundwater contamination?
6. Inlet / Outlet Control
r Goose One
IQ Sheet Flow- No Energy Dlsslpabon Required
A) Inlet Control
I Q Concentrated Flow- Energy Dissipation Provide0
7. Vegetation
Choose One
O Seed (Plan for frequent weed rsrmo0
O Plantings
O Sand Grown or other High Infiltration Sod
8. Irrigation
Choose One
0 Y6
A) Will the rain garden be irrigated?
ONO
Notes:
JD-BMP_v3.02_Rngdn6.xls, RG 12/30/2015, 3:20 PM
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: ATC
Company:
Northern Engineering
Date:
December 30, 2015
Project:
947-002
Location:
Raingarden#7
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I„ =
100.0
%
(1009/a tl all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = IJ100)
=
1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.40
watershed inches
(WQCV=0.8' (0.91-i'- 1.19-?-0.78-i)
D) Contributing Watershed Area (inctudmg rein garden area)
Area =
1,052
sq h
E) Water Quality Capture Volume (WOCV) Design Volume
Vwocv =
35
cu it
Val = (WQCV 112)' Area
F) For Watersheds Outside of the Denver Region. Depth of
ds =
in
Average Runoff Producing Sic=
G) For Watersheds Outside of the Denver Region.
Vwacv oTeee =
0.0
cu R
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv USErn =
cu it
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwu,;v =
12
in
B) Rain Garden Side Slopes (Z = 4 min., Ion¢. dist per unit vertical)
Z =
4.00
it / it
(Use "0" 8 rain garden has vertical "Its)
C) Mimimum Flat Surface Area
Au,,, =
23
sq h
D) Actual Flat Surface Area
A&,.. =
55
sq it
E) Area at Design Depth (Top Surface Area)
ATm =
sq ft
F) Rain Garden Total Volume
Vr=
cu ff
(VT= ((Ara,' Amain) / 2)' Depth)
3. Growing Media
0-
N18' Rain Garden Growing Media
Other (Explain):
4. Underdmin System
r7loote One
QYES
A) Are underdmins provided?
O NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
Y.-ft
Volume to the Center of the Orifice
is) Volume to Drain in 12 Hours
Vol,_ =
WA
cu ft
iii) Orifice Diameter, 3/8" Minimum
DO =
WA
i1
UD-i tMp R-qc xis. PC- 12/30/2015, 3.21 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: ATC
Company: Northern Engineering
Date: December 30, 2015
Project: 947-002
Location: Raingarden#7
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
O YOB
A) Is an impermeable liner provided due to proximity
Q NO
of structures or groundwater contamination?
6. Inlet / Outlet Control
(loose One
Q 5heet Flow- No Energy Dissipation Required
A) Inlet Control
Q Concentrated Flow- Energy Dissipation Provided
7 Vegetation
Choose One
0 Seed (Plan for frequent weed control)
0 Plantings
Q Sand Grown or Other Nigh Infiltration Sod
8. Imgation
Choose One
0 YES
A) Will the rain garden be irrigated?
ONO
Notes:
UO-BMP_v3.02_Rngdn7.xls, RG
12/30/2015. 3:21 PM
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
ATC
Northern Engineering
December 30, 2015
947-002
Location: Raingarden#8
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, =
100.0
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1.1100)
=
1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.40
watershed inches
(WQCV= 0.8' (0.91- i'- 1.19- is+0.78 - i)
D) Contributing Watershed Area (including rain garden area)
Area =
509
sq fl
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
17
cu ft
Vol = (WQCV 112)' Area
F) For Watersheds Outside of the Denver Region, Depth of
do =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwocv OTHER =
0.0
cu h
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv usrR =
Cu It
(Only it a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwrx:v =
12
In
B) Rain Garden Side Slopes (Z = 4 min., honz. dist per unit vertical)
Z =
4.00
ft i ff
(Use "O" 8 rem garden has vertical walls)
C) Mimimum Flat Surface Area
Au„. =
11
sq ft
D) Actual Flat Surface Area
Aa,,,,r =
40
sq It
E) Area at Design Depth (Top Surface Area)
ATM =
sq ft
F) Rain Garden Total Volume
VT=
cu ft
(V,= ((AT. + Akwe) 1 2) " Depth)
3. Growing Media
Choose One
0 18" Rain Gorden Growing Media
0 Other (rxplaln):
4. Underdmin System
Chiiiiii;e One
OYES
A) Are underomins provided?
ONO
S) Underdrain system orifice diameter for 12 tour drain time
i) Distance From Lowest Elevation of the Storage
Y.-ft
Volume to the Center of the Onfice
ii) Volume to Drain in 12 Hours
Vol„=
NA,
oo ft
III) Orifice Diameter, 18" Minimum
Do =
VA
In
UD-BMP_v3.02_Rngdn8.xls, RG
12,'3Oi201E, 321 PM,
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designee ATC
Company: Northern Engineering
Date: December 30, 2015
Project: 947-002
Location: Raingarden#8
5. Impermeable Geomembrane Liner and Geotexlile Separator Fabric
Cheese one
0 YES
A) Is an impermeable liner provided due to proximity
0 NO
of structures or groundwater contamination?
6. Inlet I Outlet Control
Choose One
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Control
0 Concentrated Flow- Energy Dissipation Provided
I
7. Vegetation
QlOne
0 (Plan for frequent weed control)
[=.—w
0 ngs
0 Sand Grown or Mier Nigh Infiltration Sod
8. Imgalion
Choose One
0 YES
A) Will the rain garden be irrigated?
fl NO
Notes:
UD-BMP_v3.02_Rngdn8.xls, RG 12130/2015. 3:21 PM
APPENDIX B.1
INLET DESIGN CALCULATIONS
INLET IN A SUMP OR SAG LOCATION
Project = 947-001
_ _
Inlet ID =� _ Single Combo Inlet -Sump Condition
.L--Lo (C)--{'
N-Cufb
M-Vatl
Wa-
Wp
W
LE (G)
MINOR
MAJOR
Type of Irian
Itlsl Type :
cal Depression(addlhorel to coralrsnut queer aeprasslon'a' from'O-AWW)
ria•
intles
umEer of Unit Inns (Grate or CUE Opening)
No =
ear Depth at FbWtne(oW ide of bcal atomston)
Flow Oeplh=
kdes
rm bromutbe,
MINOR
MAJOR
rgth of a Unit Great
L. (G) • aN
itlth of a Urn Grata
W. •
M
Vea Operirg Rath for a Grate (typical veluee 0.15-0.90)
A.,'
loNi g Factor for a Single Grate !typical value 0 50 - 0 70)
G (G)
rate Weir Coefficient (typical value 215 3,60)
C. (G)
Grate Orifloo GoeelGert (ypical value 0 60 - CAO)
C. (G) _
urE Opsnkg bfomulbn
MINOR
MAJOR
Length of a Unit Cum Opening
L. (C) • feel
Height of Vedical Cum Opening m In J
Ki -
Ircles
eight of CUE Orifice Tyoat n Inches
Hm,a `
IMes
ngla of Thoal (see USDCM F,gure ST-5)
TIMte •
fhf rees
Side Wdth for Depression Pan(typvaly th guler x th of 2feet)
W,.
feel
Cloggirg Factor fare Single Cum Opening (typical value 0.10)
G (C)•
um Opening Weir Coefficient (typical vale 2.3-3.6)
C. (C)
um Opening Orifice Coefflcbrr (typical value 0 60- 0.70)
Co (C) `
MINOR
MAJOR
otal Inlet Intercapdon Capacity (assumes clogged mrNlitlon)
Q. `
6.3
63
nb; Cement l GJJC for Moor and Major Storms I>O PEAR
Orua arawm•
12
5.7 Qs
Deraer No. 16 CpmdrrOm
zoo
zou
1
1
6.0
B.0
3.00
3.00
1.73
1 ]3
0.31
0 31
0.40
0.50
3.60
3.6p
O.f10
O.fiO
3.00
S00
8.50
6.50
4.26
5.25
0.00
0.00
3.00
2.00
0.10
0.10
3.70
370
0.66
O.fifi
Warring 1 Danensen ,mend a not a typk.l mm..n wo for mint r,, s,e ffed
UO Inlet 3.1-com0olnlet-surn"ngle.ksm, Inlet In Sump
918/2015. 2:09 PM
APPENDIX B.2
STORM LINE DESIGN CALCULATIONS
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APPENDIX C.1
STORMWATER ALTERNATIVE COMPLIANCENARIANCE APPLICATION (FLOODPLAIN FREEBOARD)
Stormwater
Alternative ComplianceNariance Application
City of Fort Collins Water Utilities Engineering
Phone 970-2214158
Street Address 301 N. Howes, Suite 100
Collins
Owner Name Bohemian
Street Address 262 E. Mountain Ave.
City Fort Collins
Project Name Fort Collins Hotel
CO
CO
970-490-2626
80524
Project/Application Number from Development Review (i.e. FDP123456) FDP 150033
Legal description and/or address of property SW Quarter Section 12, Township 7 North, Range 69
West of 6th P.M.
Description of Project Infill hotel development
Existing Use (check one):. f ' residential . 0' non-residential i " mixed -use C' vacant ground
Proposed Use (check one): r' residential .'r: non-residential C mixed -use :'' other
If non-residential or mixed use, describe in detail Development of downtown hotel and associated
utility work, parking, roadwav imorovementc
"'�'vyuncinanl trim wmcn alternative compliance/variance is sought. (Please include
applicable Drainage Criteria Manual volume, chapter and section.)
Variance from 12-inch floodplain freeboard requirement
What hardship prevents this site from meeting the requirement?
Hardship involving elevation of building finished floor and entryways and at the same time achieving
entryways that are not elevated excessively from adjoining sidewalks. Flood levels are mimimal at
this location, public safety will not be jeopardized by providing a minimum of 6" of freeboard.
What alternative is proposed for the site?
Attach separate sheet it necessary
Lowering finished floor to a level (with min. 6" freeboard) that enables matching more closely to
existing sidewalk grades.
Attach separate sheet it necessary
Page 2
The owner agrees to comply with the provisions of the zoning ordinance, building code and all other
applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances
affecting the construction and occupancy of the proposed building that are not directly approved by
this variance. The owner understands that if this variance is approved, the structure and its occupants
may be more susceptible to flood or runoff damage as well as other adverse drainage issues.
Signature of
z-TCJ-r s-
The engineer hereby certifies that the above information, along with the reference plans and project
descriptions is correct.
Signature of engineer:
.'A,
�QiVALfC�`r
Date complete application submitted: J.2 r4 15-
Approved by:_jd±J
Entered in UtilityFile
I
es [3no
I PE STAMP
APPENDIX D.1
EROSION CONTROL REPORT
■%L9 � � INORTHERN
ENGINEERING
Walnut -Chestnut
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) HAS BEEN
PROVIDED BY SEPARATE DOCUMENT. It should be noted, however, that any such Erosion and
Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of
the BMPs depicted, and additional or different BMPs from those included may be necessary during
construction, or as required by the authorities having jurisdiction.
It shall be the responsibility of the Contractor to ensure erosion control measures are properly
maintained and followed. The Erosion and Sediment Control Plan is intended to be a living
document, constantly adapting to site conditions and needs. The Contractor shall update the
location of BMPs as they are installed, removed or modified in conjunction with construction
activities. It is imperative to appropriately reflect the current site conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be implemented
during construction, as well as permanent erosion control protection. Best Management Practices
from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are
not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways
and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill
containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site
restrooms shall also be provided by the Contractor.
Grading and Erosion Control Notes can be found on the Utility Plans. The Final Plans contain a
full-size Erosion Control sheet as well as a separate sheet dedicated to Erosion Control Details. In
addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere
to, the applicable requirements outlined in the Development Agreement for the development. Also,
the Site Contractor for this project will be required to secure a Stormwater Construction General
Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality
Control Division — Stormwater Program, prior to any earth disturbance activities. Prior to securing
said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan
(SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and
document the ongoing activities, inspections, and maintenance of construction BMPs.
Final Erosion Control Report
APPENDIX E.1
BASE FLOOD ELEVATION ANALYSIS
(NORTHERN
ENGINEERING
July 15, 2015
City of Fort Collins
Stormwater Utility
Attn: Mr. Shane Boyle, PE
700 Wood Street
Fort Collins, Colorado 80521
RE: 100-Year Flood Elevation Determination for
Fort Collins Hotel
Mr. Boyle:
Northern Engineering is pleased to submit this 100-Year Flood Elevation Determination for the
proposed Fort Collins Hotel for your review. The project is located just north of the intersection
of Walnut and Chestnut and Walnut Street.
VICINITY MAP Northt
301 N. Howes Street, Suite 100, Fort Collins, CO 80521 1 970.221.4158 1 www.northernengineering.com
The City of Fort Collins has identified Walnut Street and Chestnut Street as potential flooding
areas, and has requested we perform floodplain modeling to further define flood potential
within these adjacent roadways by determining 100-year flood elevations.
The project site is located just north of a previous project site, the "Mitchell Block", for which
we conducted similar hydraulic modeling. This modeling was summarized in our previous
report entitled "Final Drainage Report for Mitchell Block", dated February 25, NO. However,
for the purposes of the Mitchell Block project, the previous modeling separated out flows in the
adjacent south half -street of Walnut Street, and determined a 100-year peak flow rate of 36.3
cfs.
In 2009, we obtained effective HEC-RAS files from the City of Fort Collins in order to set up base
hydraulic modeling. We added several cross -sections to the effective HEC-RAS model in the
streets adjacent to the Mitchell Block project (Mountain Avenue and Walnut Street). Please
see the effective model workmap in Appendix 2.1.
For current modeling efforts, the base modeling obtained from the City of Fort Collins in 2009
for the Mitchell Block -was utilized as our starting point for modeling Walnut Street and
Chestnut Street. However, in order to model the flow split at Walnut and Chestnut, we needed
to create a separate truncated model because HEC-RAS does not allow a flow split junction to
have multiple reaches entering and exiting the junction. The truncated model we created is
named "Walnut —NE" and is provided in Attachment 3.2. Additionally, in order to model
Jefferson Street and Firehouse Alley, we created two separate models. The Jefferson Street
model "Jeff —NE" is provided in Appendix 3.3; the Firehouse Alley model "Alley_NE", is provided in
Appendix 3.4.
The Walnut Street model focuses on the flow split that occurs at the Walnut Street, Chestnut
Street, and Mountain Avenue confluence. We used the effective model peak 100-year flow in
Walnut of 60.0 cfs, and we also utilized"the effective model water surface elevation in
Mountain Avenue near section 11+00 of 4976.18 as a starting water surface elevation in
Mountain Ave. This water surface elevation is conservative, as it is based on 100% of the flow
from Walnut St. entering Mountain Ave., resulting in slightly higher water surface elevations
within our area of interest. The starting water surface elevation was converted from NGVD-29
to NAVD-88 utilizing a conversion factor of 3.18-ft, based on City of Fort Collins Bechmark No.
5-00.
Several cross -sections were added within Walnut Street, Chestnut Street, and Mountain
Avenue in order to define the flow split that occurs at the intersection. We utilized the same
parameters found in the effective HEC-RAS model, with n-values in both channel and overbank
of 0.016. A hydraulic modeling workmap for the current hydraulic modeling is provided in
Appendix 3.1. Table 1, below provides a summary of our modeling results.
Fa
TABLE 1- HEC-RAS MODELING RESULTS
Street Section ID 100-Yr 300-Yr WSEL
Discharge (Ft-NAVD88)
(CFS)
Walnut St.
10
60
4977.13
Walnut St.
20
60
4978.81
Chestnut St.
5
22.08
4973.71
Chestnut St.
10
22.08
4974.08
Chestnut St.
20
22.08
4975.3
Chestnut St.
30
19.58
4976.69
Mountain Ave.
10
40.42
4976.18
Mountain Ave.
20
40.42
4976.71
Jefferson St.
10
24.1
4972.84
Jefferson St.
20
24.1
4973.71
Jefferson St.
30
24.1
4974.74
Jefferson St.
40
24.1
4975.91
Firehouse
Alley
10
9.5
4975.26
Firehouse
Alley
20
9.5
4975.68
Firehouse
Alley
30
9.5
4978.19
In order to determine peak 100-year flow rates in Jefferson Street and Firehouse Alley, as well
as to determine the local basin flow contribution to Chestnut Street, we obtained the current
effective SWMM model associated with the Downtown River District Final Design Report, by Ayres
2012 (Appendix 1.1). We modified this model by breaking Basin 106 into three sub -basins, `Basin
106a", "Basin 106b", and "Basin 306c", and we named this model "DTRD-NEmod-300yr". A modified
basin map, along with all SWMM output is provided in Appendix 1.2.
Hydraulic modeling for Jefferson Street and Firehouse Alley has been done in two separate models.
Model "Jeff -NE" is provided in Appendix 3.2; Model "Alley_NE" is provided in Appendix 3.3. We
utilized the same parameters found in the effective HEC-RAS model for Walnut Street, with n-
values in both channel and overbank of 0.016. A hydraulic modeling workmap for the current
model "Oak-NEmod", is provided in Appendix 2.1. Table 1, below provides a summary of our
modeling results.
.�7
Please find attached the following model output and exhibits:
Attachment 1.1— Current Effective SWMM Output
Attachment 1.2 — Modified SWMM Exhibit and Output
Attachment 2.1— Effective HEC-RAS Modeling Workmap - Walnut Street
Attachment 3.1— Proposed Condition HEC-RAS Modeling Workmap
Attachment 3.2 — Proposed Condition HEC-RAS Modeling Output — Walnut and Chestnut Street
Attachment 3.3 — Proposed Condition HEC-RAS Modeling Output — Jefferson Street
Attachment 3.4 — Proposed Condition HEC-RAS Modeling Output — Firehouse Alley
If you should have any questions as you review this, please feel free to contact us at your
earliest convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Aaron Cvar, PE
Project Engineer
4
ATTACHMENT 1.1
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Modified SWMM Exhibit and Output
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ATTACHMENT 2.1
Effective HEC-RAS Modeling Workmap - Walnut Street
No Text
ATTACHMENT 3.1
Proposed Condition HEC-RAS Modeling Workmap
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ATTACHMENT 3.2
Proposed Condition HEC-RAS Modeling Output — Walnut and Chestnut Street
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 1 of 11
HEC-RAS Version 4.1.0 Jan 2010
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street ,
Davis, California
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
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XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: Walnut Street - 100yr-Proposed
Project File : Walnut NE.prj
Run Date and Time: 7/21/2015 12:07:20 PM
Project in English units
PLAN DATA
Plan Title: Plan01 Chestnut Split
Plan File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Walnut NE.p01
Geometry Title: Chestnut Split Flow
Geometry File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\walnut NE.g01
Flow Title : Flow 01
Flow File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Walnut-NE.f01
Plan Summary Information:
Number of: Cross Sections =
Culverts =
Bridges _
8 Multiple Openings = - 0
0 Inline Structures = 0
0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Flow 01
FORT COLUNS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 201S
Page 2 of 11
Flow File
: d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Wa1nut NE.f01
Flow Data
(cfs)
River
Reach
RS
PF 1
Chestnut
Split
1
30
10
Chestnut
Split
1
20
12.5 .
Mountain
Split
1
20
50
Walnut
1
20
60
Boundary Conditions
River Reach Profile Upstream
Downstream
Chestnut Split 1 PF 1 Known WS =
4973.71
Mountain Split 1 PF 1 Known WS =
4976.18
GEOMETRY DATA
1
Geometry Title: Chestnut Split Flow
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Walnut_NE.g01
Reach Connection Table
River Reach Upstream Boundary Downstream Boundary
Chestnut Split 1 Split-1
Mountain Split 1 Split-1
Walnut 1 Split 1
JUNCTION INFORMATION
Name: Split_1
Description: _
Energy computation Method
Length across Junction _ Tributary
River Reach River
Walnut 1 to Chestnut Split 1
Walnut 1 to Mountain Split 1
CROSS SECTION
RIVER: Chestnut Split
REACH: 1
RS: 30
INPUT
Description:
Station Elevation
Data
num=
6
Sta Elev
Sta
Elev
Sta
Elev
0 4977.14
23
4976.68
-23.05
4976.18
46 4977.2
Manning's n Values
num=
3
Sta n Val
Sta
n Val
Sta
n Val
0 .016
0
.016
46
.016
Reach Length Angle
154
70.4
Sta Elev Sta Elev
41 4976.54 41.05 4977.04
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 3 of 11
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
0 46
224.9
224.9 224.9
.1
.3
CROSS SECTION OUTPUT
Profile #PF 1
E.G. Elev (ft)
4976.86
Element
Left OB
Channel
Right OB
Vel Head Ift)
0.17
Wt. n-Val.
0.016
W.S. Elev (ft)
4976.69
Reach Len. (ft)
224.90
224.90
224.90
Crit W.S. (ft)
4976.69
Flow Area (sq ft)
6.00
E.G. Slope (ft/ft)
0.005847
Area (sq ft)
6.00
Q Total (cfs)
19.58
Flow (cfs)
19.58
.
Top Width (ft)
-18.67
Top Width (ft)
18.67
Vel Total (ft/s)
3.26
Avg. Vel. (ft/s)
3.26
Max Chl Dpth (ft)
0.51•
Hydr. Depth (ft)
0.32
Conv. Total (cfs)
256.0
Conv. (cfs)
256.0
Length Wtd. (ft)
224.90
Wetted Per. (ft)
19.27
Min Ch E1 (ft)
4976.18
Shear (lb/sq ft)
0.11
Alpha
1.00
Stream Power (lb/ft s)
46.00,
0.00
0.00
Frctn Loss (ft)
1.38
Cum Volume (acre-ft)
0.10
0.00
C 6 E Loss (ft)
0.01
Cum SA (acres)
0.34
0.00
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water -
. surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Chestnut Split
REACH: 1
RS: 20
INPUT
L
Description:
Station Elevation Data
num=
7
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
0 4975.45 10
4975.25
10.05 4974.75 27
4975.4 44
4974.75
44.05 4975.25 54
4975.45
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 ..016 0
.016
54 .016
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
0 54
113.1
113.1 113.1
.1
.3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
4975.42
Element -
Left OB
Channel
Vel Head (ft)
0.12
Wt. n-Val.
0.016
W.S. Elev (ft)
4975.30
Reach Len. (ft)
113.10
113.10
Crit W.S. (ft)
4975.30
Flow' Area (sq ft)
7.89
E.G. Slope (ft/ft)
0.006369
Area (sq ft)
7.89
Q Total (cfs)
22.08
Flow (cfs)
22.08
Top Width (ft)
33.04
Top Width (ft)
33.04
Vel Total (ft/s)
2.80
Avg. Vel. (ft/s)
2.80
Max Chl Dpth (ft)
..0.54
Hydr. Depth (ft)
0.24
Conv. Total (cfs)
276.6
Conv. (cfs)
276.6
Right OB
113.10
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 4 of 11
Length Wtd. (ft)
113.10
Wetted Per. (ft)
33.97
Min Ch E1 (ft)
4974:75
Shear (lb/sq ft)
0.09
Alpha
1.00
Stream Power (lb/ft s) 54.00
0.00 0.00
Frctn Loss (ft)
0.71
Cum Volume (acre-ft)
0.07 0.00
C S E Loss (ft)
0.00
Cum SA (acres)
0.21 0.00
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Chestnut Split
REACH: 1
RS: 10
INPUT
Description:
Station Elevation Data /
num=
36
Sta Elev Sta
Elev
Sta Elev Sta
Elev
Sta
Elev
0 4981 .1
4974.78
3.76 4974.66 6.16
4974.7
6.45
4974.71
7.98 4974.52 10.34
4974.24
10.6 4974.09 10.87
4973.88
12.36
4973.95
23.84 4974.25 24.64
4974.27
25.25 4974.27 48.43
4974.49
48.98
4974.49
61.12 4974.31 67.12
4974.22
84.73 4973.44 85.39
4973.42
85.42
4973.42
86.39 4973.5 86.52
4973.36
86.71 4973.68 86.85
4973.85
86.88
4973.85
86.97 4973.81 86.98
4973.81
87.05 4973.81 67.08
4973.81
89.84
4973.88
93.27 4974.09 95.28
4974.27
96.53 4974.34 97.34
4974.36
98.5
4974.38
98.6 4981
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
.
0 .016 3.76
.016
96.53 .016
Bank Sta: Left Right
Lengths:
Left Channel - Right
Coeff Contr.
Expan.
3.76 96.53
92.8 92.8 92.8
.1
.3
CROSS SECTION OUTPUT Profile $PF 1
E.G. Elev (ft)
4974.21
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.13
We. n-Val.
0.016
W.S. Elev (ft)
4974.08
Reach Len. (ft)
92.80
92.80
92.80
Crit W.S. (ft)
4974.08
Flow Area (sq ft)
7.61
E.G. Slope (ft/ft)
0.006118
Area (sq ft)
7.61
Q Total (cfs)
22.08
Flow (cfs)
22.08
Top Width (ft)
29.74
Top Width (ft)
29.74
Vel Total (ft/s)
2.90
Avg. Vel. (ft/s)
2.90
Max Chl Dpth (ft)
0.72
Hydr. Depth (ft)
0.26
Conv. Total (cfs)
282.3
Conv. (cfs)
282.3
Length Wtd. (ft)
92.80
Wetted Per: (ft)
30.17
Min Ch El (ft)
4973.36
Shear (lb/sq ft)
0.10
Alpha
1.00
.Stream Power (lb/ft
s)
98.60
0.00
0.00
Frctn Loss (ft)
0.04
Cum Volume (acre-ft)
0.05
0.00
C S E Loss (ft)
0.04
Cum SA (acres)
0.13
0.00
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 5 of 11
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by.downstream conveyance) is less
than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Chestnut Split
REACH: 1 RS: 5
INPUT
Description:
Station Elevation Data num=
Sta Elev Sta - Elev
0 4984 .1 4974.3
2.42 4974.11 6.07 4973.84
13.47 4972.87 13.88 4972.91
25 4973.46 28.59 4973.55
50.37 4973.57 51.25 4973.58
86.76 4972.5 88.44 4972.37
90.25 4972.91 91.76 4972.98
99.83 4973.44 100.1 4973.45
38
Sta Elev Sta Elev
.35 4974.3 .56 4974.29
12.55 4973.47 12.65 4973.33
14.63 4972.96 15.38 4973.06
30.63 4973.56 37.17 4973.56
68.28 4973.4 69.81 4973.38
88.89 4972.35 89.35 4973.03
93.98 4978.3 95.38 4973.3
100.2 4984
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 .016 6.07
.016
96.53 .016 '
Bank Sta: Left Right
Coeff Contr.
Expan.
6.07 96.53
.1 .3
CROSS SECTION OUTPUT Profile
#PF 1
E.G. Elev (ft)
4973.72
Element
Vel Head (ft)
0.01
Wt. n-Val.
W.S. Elev (ft)
4973.71
Reach Len. (ft)
Crit W.S. (ft)
4973.15
Flow Area (sq ft)
E.G. Slope (ft/ft)
0.000145
Area (sq ft)
Q Total (cfs)
22.08
Flow (cfs)
Top Width (ft)
91.76
Top Width (ft)
Vel Total (ft/s)
0.60
Avg. Vel. (ft/s)
Max Chl Dpth (ft)
1.36
Hydr.. Depth (ft)
Conv. Total (cfs)
1832.6
Conv. (cfs)
Length Wtd. (ft) _
Wetted Per. (ft)
Min Ch E1 (ft)
4972.35
.'Shear (lb/sq ft)
Alpha
1.00
Stream Power (lb/ft s)
Frctn Loss (ft)
Cum Volume (acre-ft)
C S E Loss (ft)
� Cum SA (acres)
CROSS SECTION
'
RIVER: Mountain Split
REACH: 1 RS: 20
INPUT
Description:
Station Elevation Data num=
Sta Elev Sta Elev
7.25 4978.23 11.84 4978.11
Sta Elev
2.23 4974.12
13.17 4972.86
15.4 4973.07
50.1 4973.57
73.77 4973.17
89.41 4973.12
96.53 4973.35
Left OB Channel Right OB
0.016 0.016
35.50 1.11
35.50 1.11
21.53 0.54
88.18 3.57
0.61 0.49
0.40 0.31
1787.3 45.2
88.95 - 3.83
0.00 0.00
100.20 0.00 0.00
37
Sta Elev Sta Elev Sta Elev
12.27 4978.08 12.74 4978.03 18.87 4977.05
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 6 of 11
18.95 4976.97 19.39
4976.54
19.68 4976.56 21.38
4976.68 26.56
4976.67
38.06 4976.66 38.09
4976.66
38.1 4976.66 38.53
4976.67 38.93
4976.68
,
39.8 4976.68 39.85
4976.63
40 4976.63 41.56
4976.64 45.49
4976.46
49.69 4976.39 52.51
4976.38
62.19 4976.2 64.02
4976.18 65.86
4975.88
66.23 4975.83 66.56
4975.83
66.78 4976.08 67.15
4976.5 69.14
4976.51
71.09 4976.52 71.24
4976.5
72.64 4976.36 73.48
4976.41 74.36
4976.47
75.62 4976.53 80
4976.68
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
7.25 .016 11.84
.016
75.62 .016
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
11.84 75.62
179.3
179.3 179.3-
.1
.3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
4976.85
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.14
- Wt. n-Val..
0.016
0.016
W.S. Elev (ft)
4976.71
Reach Len. (ft)
179.30
179.30
179.30
Crit W.S. (ft)
4976.71
Flow Area (sq ft)
13.25
0.48
E.G. Slope (ft/ft)
0.007216
Area (sq ft)
13.25
0.48
Q Total (cfs)
40.42
Flow (cfs)
39.57
0.85
Top Width (ft)
60.79
Top Width (ft)
56.41
4.38
Vel Total (ft/s)
2.95
Avg. Vel. (ft/s)
2.99
1.79
Max Chl Dpth (ft)
0.88
Hydr. Depth (ft)
0.23
0.11
Conv. Total (cfs)
475.9
Conv. (cfs)
465.8
10.0
Length Wtd. (ft)
179.30
Wetted Per. (ft)
56.86
4.42
Min Ch El (ft)
4975.83
Shear (lb/sq ft)
0.10
0.05
Alpha
1.01
Stream Power (lb/ft
s) 80.00
0.00
0.00
Frctn Loss (ft)
0.15
Cum Volume (acre-ft)
0.00
0.12
0.00
C 6 E Loss (ft)
0.04
Cum SA (acres)
0.00
6.33
0.01
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: The cross-section end points had to be extended vertically for the computed water
surface.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.'
CROSS SECTION
RIVER: Mountain Split
REACH: 1 RS: 10
INPUT
Description:
Station Elevation Data num= 61
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4981 .1 4975.92 1.42 4975.93 9.93 4975.63 12.88 4975.5
14.56 4975.4 16.97 4975.33 17.37 4975.03 17.58 4974.86 19.22 4974.97
19.58 4975.01 19.61 4975 22.89 4975.25 23.47 4975.28 27.21 4975.47
27.47 4975.48 32.38 4975.69 34.39 4975.78 34.67 4975.79 35.43 4975.78
35.44 4975.8 39.92 4975.91 41.77 4975.94 48.53 4976.15 53.97 4976.21
58.88 4976.26 60.92 4976.22 62.38 4976.23 63.6 4976.25 64.06 4976.25
65.81 4976.23 67.99 4976.22 69.08 4976.19 74.15 4975.99 74.66 4976.66
74.69 4977.01 75.43 4976.95 76.47 4976.87 77.6 4976.84 79.53 4977.05
79.89 4976.19 79.99 4975.98 83.06 4976 94.01 4976.12 100.59 4975.94
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
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Page 7 of 11
106.07,4975.78 110.29
4975.67 112.77 4975.61 121.21
4975.39 121.8
4975.34
123.21 4975.22 123.36
4975.36 123.71
4975.72 126.88
4975.77 128.14
4975.78
128.27 4975.79 128.62
4975.78 128.76
4975.8 128.87
4976.13 128.91
4975.79
129 4981
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 - .016 1.42
.016 126.88
.016
Bank Sta: Left Right
Coeff Contr.
Expan.
1.42 126.88.
.1 .3
CROSS SECTION OUTPUT Profile BPF 1
E.G. Elev (ft)
4976.19
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.01
Wt. n-Val.
0.016
0.016
0.016
W.S. Elev (ft)
4976.18
Reach Len. (ft)
Crit W.S. (ft)
4975.77
Flow Area (sq ft)
0.34
43.52
0.79
E.G. Slope (ft/ft)
0.000302
Area (sq ft)
0.34
43.52
0.79
Q Total (cfs)
40.42
Flow (cfs)
0.19
39.70
0.53
Top Width (ft)
105.12
Top Width (ft)
1.33
101.76
2.04
Vel Total (ft/s)
0.91.
Avg. Vel. (ft/s)
0.58
0.91
0.67
Max Chl Dpth (ft)
1.32
Hydr. Depth (ft)
0.25
0.43
0.39
Conv. Total (cfs)
2325.6
Conv. (cfs)
11.2
2284.1
30.3
Length Wtd. (ft)
Wetted Per. (ft)
1.58
102.45
2.96
Min Ch E1 (ft)
4974.86
Shear (lb/sq ft)
0.00
0.01
0.01
Alpha
1.01
Stream Power (lb/ft
s) 129.00
0.00
0.00
Frctn Loss (ft)
Cum Volume (acre-ft)
C & E Loss (ft)
Cum SA (acres)
Warning: Divided flow computed for this cross-section.
CROSS SECTION
RIVER: Walnut
REACH: 1
RS: 20
INPUT
Description: Effective Model Section 2+58
Station Elevation Data
num=
13
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
100 4981.18 100.1
4979.08
106.2 4978.78 116
4978.32 116.2
4977.9
118.3 4977.77 141.2
4979.02
153.9 4979.2 165.7
4979.02 191.3
4978.48
191.6 4978.98 203.6
4979.16
203.7 4981.18
-
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
100 .016 106.2
.016
203.6 .016
Bank Sta: Left Right
Lengths:-
Left Channel Right
Coeff Contr.
Expan.
106.2 203.6
183.3
183.3 183.3
.1
.3
CROSS SECTION OUTPUT Profile $PF 1
E.G. Elev (ft)
4979.00
Element
Left OB
Channel
Vel Head (ft)
0.19
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4978.81
Reach Len. (ft)
183.30
183.30
Crit W.S. (ft)
4978.81
Flow Area (sq ft)
0.01
17.12
E.G. Slope (ft/ft)
0.005516
Area (sq ftl
0.01
17.12
Q Total (cfs)
60.00
Flow (cfs)
0.00
60.00
Top Width (ft)
47.36
Top Width (ft)
0.56
46.80
Vel Total (ft/s)
3.50
Avg. Vel. (ft/s)
0.39
3.50
Max Chl Dpth (ft)
1.04
Hydr. Depth (ft)
0.01
0.37
Conv. Total (cfs)
807.8
Conv. (cfs)
0.0
807.8
Length Wtd. (ft)
183.30
Wetted Per. (ft)
0.56
47.30
I
Right OB
183.30
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WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 8 of 11
Min Ch El (ft) 4977.77 Shear (lb/sq ft) 0.00 0.12
Alpha 1.00 Stream Power (lb/ft s) 203.70 0.00 0.00
Frctn Loss (ft) 0.92 Cum Volume (acre-ft) 0.00 0.11 0.01
C S E Loss (ft) 0.02 Cum SA (acres) 0.00 0.24 0.03
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Walnut
REACH: 1
RS: 10
INPUT
Description:
Station Elevation Data
num=
49
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
0 4981 1.02
4977.13
1.14 4977.1 8.14
4976.98 8.84
4976.96
10.44 4976,82 11.7
4976.81
11.94 4976.8 12.29
4976.37 12.38
4976.28
12.92 4976.23 14.83
4976.19
19.29 4976.53 20.24
4976.59 21.78
4976.67
28.24 4976.97 38.58
4977.18
44.11 4977.29 46.18
4977.32 46.6
4977.31
54.9 4977.12 62.06
4976.91
66.97 4976.8 67.12
4976.8 68.6
4976.75
71.42 4976.67 72.77
4976.6
74.13 4976.51 74.79
4976.84 74.98
4976.96
74.99 4976.98 76.48
4977.16
77.63 4976.94 78.24
4976.93 80.15
4976.93
80.23 4976.79 80.25
4976.78
81.82 4976.85 82.66
4976.89 83.28
4976.93
86.58 4976.93 89.45
4976.96
91.08 4976.92 91.47
4976.92 92.26
4976.92
98.6 4976.88 99.55
4976.88
101.6 4976.89 101.7
4981
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 .016 1.02
.016
89.45 .016
Bank Sta: Left Right
Coeff Contr.
Expan.
1.02 89.45
.1 .3
CROSS SECTION OUTPUT Profile iPF 1
E.G. Elev (ft)
4977.24
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.11
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4977.13
Reach Len. (ft)
Crit W.S. (ft)
4977.11
Flow Area (sq ft)
19.78
2.73
E.G. Slope (ft/ft)
0.004606
Area (sq ft)
19.78
2.73
Q Total (cfs)
60.00
Flow (cfs)
53.74
6.26
Top Width (ft)
81.54
Top Width (ft)
69.38
12.16
Vel Total (ft/s)
2.67
Avg. Vel. (ft/s)
2.72
2.30
Max Chl Dpth (ft)
0.94
Hydr. Depth (ft)
0.29
0.22
Conv. Total (cfs)
884.1
Conv. (cfs)
791.8
92.3
Length Wtd. (ft)
Wetted Per. (ft)
69.91
12.39
Min Ch El (ft)
4976.19
Shear (lb/sq ft)
0.08
0.06
Alpha
1.01
Stream Power (lb/ft
s) 101.70
0.00
0.00
Frctn Loss (ft)
0.38
Cum Volume (acre-ft)
0.04
0.00
C 6 E Loss (ft)
0.00.
Cum SA (acres)
Warning: Divided flow computed for this cross-section.
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 9 of 11
Warning: A flow split was encountered.
The program first
calculated the momentum of both
channels below the junction. An
energy balance was performed
across
the junction
from the stream with the highest
momentum downstream to the
section upstream.
SUMMARY OF MANNING'S N VALUES
Rivei:Chestnut Split
Reach River Sta.
nl
n2
n3
1 30
.016
.016
.016
1 20
.016
.016
.016
1 - 10
.016
.016
.016
1 5
.016
.016
.016 -
River:Mountain Split
Reach River Sta.
nl
n2
n3
1 20
.016
.016
.016
1 10
.016
.016
River:Walnut
Reach River Sta.
nl
n2
n3
1 20
.016
.016
.016
1 10 -
.016
.016
.016
SUMMARY OF REACH LENGTHS
River: Chestnut Split
Reach
River Sta.
Left
Channel
Right
1
30
224.9
224.9
224.9
1
20
113.1
113.1
113.1
1
10
92.8
92.8
92.8
1
5
River:
Mountain
Split
Reach
River Sta...
Left
Channel
Right
1
20
179.3
179.3
179.3
1
10
River:
Walnut
Reach
River Sta.
Left
Channel
Right
1
20
183.3
183.3
183.3
1
10
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 10 of 11
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Chestnut Split
Reach
River Sta.
Contr.
Expan.
1
30
.1
.3
1
20
.1
.3
1
10
.1
.3
1
5
.1
.3
River:
Mountain
Split
Reach
River Sta.
Contr.
Expan.
1
20
.1
.3
1
10
.1
.3
River:
Walnut
'
Reach
River Sta.
Contr.
Expan.
1
20
.1
.3•
1
10
.1
.3
Profile Output Table - Standard Table 1
River Reach River Sta Profile Q Total Min Ch El W.S. Elev
W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft)
(ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Chestnut Split 1 5 PF 1 22.08 4972.35 4973.71
4973.15 4973.72 0.000145 0.61 36.61 91.76 0.17
Chestnut Split 1 10 PF 1 22.08 4973.36 4974.08
4974.08 4974.21 0.006118 2.90 7.61 29.74 1.01
Chestnut Split 1 20 PF 1 22.08 4974.75 4975.30
4975.30 4975.42 0.006369 2.80 7.89 33.04 1.01
Chestnut Split 1 30 PF 1 19.56 4976.18 4976.69
4976.69 4976.86 0.005847 3.26 6.00 18.67 1.01
Mountain Split 1 10 PF 1 40.42 4974.86 4976.18
4975.77 4976.19 0.000302 0.91 44.65 105.12 0.25
Mountain Split 1 20 PF 1 40.42 4975.83 4976.71
4976.71 4976.85 0.007216 2.99 13.72 60.79 1.09
Walnut 1 10 PF 1 60.00 4976.19 4977.13
4977.11 4977.24 0.004606 2.72 22.51 81.54 0.90
Walnut 1 1 20 PF 1 60.00 4977.77 4978.81
4978.81 4979.00 0.005516 3.50 17.13 47.36 1.02
Profile Output Table - Standard Table 2
River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head
Frctn Loss C 6 E Loss Q Left Q Channel Q Right Top Width
(ft) (ft) (ft)
(ft) (ft) (cfs) (cfs) (cfs) (ft)
Chestnut Split 1 5 PF 1 4973.72 4973.71 0.01
21.53 0.54 91.76
Chestnut Split 1 10 PF 1 4974.21 4974.08 0.13
0.04 0.04 22.08 29.74
Chestnut Split 1 20 PF 1 4975.42 4975.30 0.12
0.71 0.00 22.08 33.04
Crit
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 11 of 11
Chestnut
Split
1
30
PF 1
4976.86
4976.69
0.17
1.38
0.01
19.58
18.67
Mountain
Split
1
10
PF 1
4976.19
4976.18
0.01
0.19
39.70
0.53
105.12
Mountain
Split
1
20
PF 1
4976.85
4976.71
0.14
0.15
0.04
39.57
0.85
60.79
Walnut
1
10
PF 1
4977.24
4977.13
0.11
0.38
0.00
53.74
6.26
81.54
Walnut
1
20
PF 1
4979.00
4978.81
0.19
0.92
0.02
0.00
60.00
47.36
ATTACHMENT 3.3
Proposed Condition HEC-RAS Modeling Output —Jefferson Street
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 1 of 6
HEC-RAS Version 4.1.0 Jan 2010
U.S. Army Corps of Engineers.
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: Jefferson Street - 100yr-Proposed
Project File : Jeff NE.prj
Run Date and Time: 6/29/2015 1:31:30 PM
Project in English units
PLAN DATA
Plan Title: Plan 01
Plan File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Jeff NE.p01
Geometry Title: Jefferson Street
Geometry File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Jeff NE.g01
Flow Title : Jefferson Street-100yr
Flow File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Jeff_NE.f01
Plan Summary Information:
Number of: Cross Sections = 9 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance - = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Jefferson Street-100yr
I
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 2 of 6
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\NEC-RAS-Proposed Cond-2015-06-
02\Jeff_NE.f01
Flow Data (cfs)
River Reach RS PF 1
Jefferson 1 40 24.1
Boundary Conditions
River Reach Profile Upstream
Downstream
Jefferson 1 PF 1 Normal S =
0.0076
GEOMETRY DATA
Geometry Title: Jefferson Street
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Jeff NE.g01
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 40
INPUT
Description:
Station Elevation Data num= 62
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4976.32 8.91 4976.14 8.96 4976.12 9.35 4976.04 11.03 4975.87
15.82 4976.56 16.19 4976.56 27.93 4976.13 28.19 4976.13 28.47 4976.09
28.5 4976.09 28.9 4975.52 28.94 4975.44 29 4975.51 29.3 4975.42
29.38 4976.1 29.44 4976.13 29.62 4976.13 29.8 4976.12 29.85 4975.8
47.44 4976.12 49 4976.14 50.2 4976.02 51.93 4975.94 58.12 4975.88
58.96 4975.88 64.3 4975.72 65.03 4975.7 68.09 4975.78 68.29 4975.78
69.11 4975.8 70.45 4975.79 70.73 4975.51 71.02 4975.29 71.75 4975.26
72.86 4975.26 81.5 4975.71 84.96 4975.89 89.21 4975.98 100 4976.21
100.19 4976.21 105.26 4976.17 109.83 4976.15 125.19 4975.73 127.61 4975.63
129.03 4975.58 129.37 4975.57 129.39 4975.59 129.43 4975.6 130.13 4975.89
130.64 4975.91 133.67 4976.01 141.4 4976.28 141.41 4976.32 143.56 4976.26
151.65 4976.31 164.98 4976.7 172.53 4976.68 187.79 4976.56 194.5 4976.55
196.66 4976.56 200 4976.58
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 68.09 .016 133.67 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
68.09 133.67 151 151 151 .1 .3
Blocked Obstructions num= 2
Sta L Sta R Elev Sta L Sta R Elev
0 64 4984 141 200 4984
CROSS SECTION OUTPUT Profile @PF 1
E.G. Elev (ft) 4976.04 Element Left OB Channel Right OB
Vel Head (ft) 0.13 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4975.91 Reach Len. (ft) .151.00 151.00 151.00
Crit W.S. (ft) 4975.91 Flow Area (sq ft) 0.74 7.69
E.G. Slope (ft/ft) 0.006199 Area (sq ft) 0.74 7.69
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 3 of 6
Q Total (cfs)
24.10
Flow (cfs)
1.67
22.43
Top Width (ft)
34.34
Top Width (ft)
4.09
30.25
Vel Total (ft/s)
2.86
Avg. Vel. (ft/s)
2.26
2.92
Max Chl Dpth (ft)
0.65
Hydr. Depth (ft)
0.18
0.25
Conv. Total (cfs)
306.1
Conv. (cfs)
21.2
284.9
Length Wtd. (ft)
151.00
Wetted Per. (ft)
4.28
30.53
Min Ch E1 (ft)
4975.26
Shear (lb/sq ft)
0.07
0.10
Alpha
1.01
Stream Power (lb/ft s)
200.00
0.00 0.00
Frctn Loss (ft)
0.88
Cum Volume (acre-ft)
0.00
0.08 0.01
C & E Loss (ft)
0.00
Cum SA (acres)
0.03
0.31 0.03
Warning: The energy equation could not be balanced within the specified number of iterations..
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 £t (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Jefferson
REACH: 1
RS:.30
INPUT
Description:
Station Elevation Data
num=
33
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
63.9 4984 64
4974.57
65.12 4974.58 69.52
4974.67 70.39
4974.63
70.4 4974.58 70.58
4974.5
71 4974.17 71.92
4974.1 72.69
4974.14
80.06 4974.45 85.13
4974.69
85.31 4974.7 96.96
4975.03 100
4975.05
100.04 4975.05 103.48
4975.04 105.43
4974.98 109.65
4974.84 122.4
4974.58
122.48 4974.63 124.48
4974.52 127.25
4974.32 128.28
4974.26 129.17
4974.2
129.39 4974.47 129.68
4974.79 130.15
4974.71 130.23
4974.71 132.98
4974.87
135.57 4974.96 141
4975.04
141.1 4984
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
63.9 .016 69.52
.016 132.98
.016
Bank Sta: Left Right
Lengths,:
Left Channel Right
Coeff Contr.
Expan.
- 69.52 132.98
i
135 135 135
.1
.3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
4974.85
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.11
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4974.74
Reach Len. (ft)
135.00
135.00
135.00
Crit W.S. (ft)
4974.74
Flow Area (sq ft)
0.69
8.40
E.G. Slope (ft/ft)
0.005478
Area (sq ft)
0.69
8.40
Q Total (cfs)
24.10
Flow (cfs)
1.16
22.94
Top Width (ft)
38.55
Top Width (ft)
5.52
33.03
Vel Total (ft/s)
2.65
Avg. Vel. (ft/s)
1.68
2.73
Max Chl Dpth (ft)
0.64
Hydr. Depth (ft)
0.12
0.25
Conv. Total (cfs)
325.6
Conv. (cfs)
15.7
309.9
Length Wtd. (ft)
135.00
Wetted Per. (ft)
5.69
33.50
Min Ch El (ft)
- 4974.10
Shear (lb/sq ft)
0.04
0.09
Alpha
1.03
Stream Power (lb/ft
s) 141.10
0.00
0.00
Frctn Loss (ft)
0.74
Cum Volume (acre-ft)
0.00
0.05
0.01
C & E Loss (ft)
0.00
Cum SA (acres)
0.01
0.20
0.03
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 4 of 6
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program.
defaulted to critical depth.
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 20
INPUT
Description:
Station Elevation Data num= 27*
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
63.9 4984 64 4974.15 66.18 4973.98 68.96 4973.95 70.58 4973.88
70.89 4973.4 71.12 4973.12 72.51 4973.17 72.87 4973.18 85.09 4973.67
93.85 4973.86 99.78 4973.99 100 4973.99 110.73 4973.9 110.89 4973.9
110.94 4973.9 125.63 4973.42 126.52 4973.37 127.59 4973.29 127.9 4973.26
128.73 4973.22 128.93 4973.43 129.32 4973.63 131.52 4973.59 132.56 4973.58
141 4973.43 141.1 4984
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
63.9 .016 68.96.
016 131.52
.016
Bank Sta: Left Right
Lengths:
Left Channel Right
Coeff Contr.
Expan.
68.96 131.52
148 148 148
.1
.3
CROSS SECTION OUTPUT Profile
RPF 1
E.G. Elev (ft)
4973.81
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.10
Wt. n-Val.
0.016
0.016
W.S. Elev (ft)
4973.71
Reach Len. (ft)
148.00
148.00
148.00
Crit W.S. (ft)
4973.69
F1ow.Area (sq ft)
7.50
1.86
E.G. Slope (ft/ft)
0.005509
Area (sq ft)
7.50
1.86
Q Total (cfs)
24.10
Flow (cfs)
19.86
4.24
Top Width (ft)
40.50
Top Width (ft)
31.01
9.48
Vel Total (ft/s)
2.58
Avg. Vel. (ft/s)
2.65
2.28
Max Chl Dpth (ft)
0.59
Hydr. Depth (ft)
0.24
0.20
Conv. Total (cfs)
324.7
Conv. (cfs)
267.5
57.2
Length Wtd. (ft)
148.00
Wetted Per. (ft)
31.48
9.76
Min Ch E1 (ft)
4973.12
Shear (lb/sq ft)
0.08
0.07
Alpha
1.01
Stream Power (lb/ft s)
141.10
0.00
0.00
Frctn Loss (ft)
0.83
Cum Volume (acre-ft)
0.00
0.03
0.00
C & E Loss (ft)
0.00
Cum SA (acres)
0.00
0.10
0.02
Warning: Divided flow computed for
this cross-section.
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 10
INPUT
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 5 of 6
Description:
Station Elevation Data num= 42
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
63.9 4983 64 4973.25 64.95 4972.84 67.88 4972.66 69.52 4972.6
70.7 4972.62 70.75 4972.7 71.02 4972.15 72.48 4972.32 72.76 4972.35
78.64 4972.65 88.5 4973.12 93.88 4973.23 99.79 4973.35 100 4973.35
113.85 4973.03 115.34 4972.99 116.12 4972.95 127.15 4972.35 128.54 4972.27
128.76 4972.44 128.89 4972.43 128.91 4972.44 128.99 4972.45 129.3 4972.33
129.74 4972.38 130.08 4972.51 130.8 4972.72 131.29 4972.77 132.43 4972.87
132.54 4972.88 133.73 4972.86 134.24 4972.87 138.19 4973.02 138.3 4973.03
138.42 4973.01 138.91 4972.96 139.04 4973.12 140.93 4973.32 140.95 4973.32
141 4973.33 141.1 4983
_Manning's n Values .num= 3
Sta n Val Sta n Val Sta n Val
63.9 .016 67.88 .016 132.43 .016
Bank Sta: Left Right Coeff Contr. Expan.
67.88 132.43 .1 .3
CROSS SECTION OUTPUT Profile $PF 1
E.G. Elev (ft) 4972.98 Element Left OB Channel
Vel Head (ft) 0.13 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4972.84 Reach Len. (ft)
Crit W.S. (ft) 4972.84 Flow Area (sq ft) 0.27 8.04
E.G. Slope (ft/ft) 0.005663 Area (sq ft) 0.27 8.04
Q Total (cfs) 24.10 Flow (cfs) 0.38 23.72
Top Width (ft) 31.69 Top Width (ft) 2.93 28.75
Vel Total (ft/s) 2.90 Avg. Vel. (ft/s) 1.41 2.95
Max Chl Dpth (ft) 0.69 Hydr. Depth (ft) 0.09 0.28
Conv. Total (cfs) 320.3 Conv. (cfs) 5.0 315.2
Length Wtd. (ft) Wetted Per. (ft) 2.94 29.33
Min Ch E1 (ft) 4972.15 Shear (lb/sq ft) 0.03 0.10
Alpha 1.02 Stream Power (lb/ft s) 141.10 0.00
Frctn Loss (ft) Cum Volume (acre-ft)
C s E Loss (ft) Cum SA (acres)
Right OB
0.00
Warning: Divided flow computed for this cross-section.
Warning: Slope too steep for slope area to converge during supercritical flow calculations
(normal depth is below critical depth).
Water surface set to critical depth.
SUMMARY OF MANNING'S N VALUES
River:Jefferson
Reach
River Sta.
nl
n2
n3
1
40
.016
.016
.016
1
30
.016
.016
.016
1
20
.016
- .016
.016
1
10
.016
- .016
.016
SUMMARY OF REACH
LENGTHS
River: Jefferson
-
Reach
River Sta.
Left
Channel
Right
1
40
151
151
1 151
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 6 of 6
1 30 135 135 135
1 20 148 148 148
1 10
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Jefferson
Reach River Sta. Contr. Expan.
1 40 .1 .3
1 30 .1 .3
1 20 .1 .3
1 10 1 .3
Profile Output Table - Standard Table 1
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev
E.G. Slope Vel Chnl Flow Area Top Width Froude B Chl
(cfs) (ft) (ft) (ft) (ft)
(ft/ft) (ft/s) (sq ft) (ft)
1 10 IF 1 24.10 4972.15 4972.64 4972.84 4972.98
0.005663 2.95 8.31 31.69 0.98
1 20 PF 1 24.10 4973.12 4973.71 4973.69 4973.81
0.005509 2.65 9.36 40.50 0.95
1 30 PF 1 24.10 4974.10 4974.74 4974.74 4974.85
0.005478 2.73 9.08 38.55 0.96
1 40 PF 1 24.10 4975.26 4975.91 4975.91 4976.04
0.006199 2.92 8.43 34.34 1.02
Profile Output Table - Standard Table 2
Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C 6 E
Loss Q Left Q Channel Q Right Top Width
(ft) (ft) (ft) (ft)
(ft) (cfs) (cfs) (cfs) (ft)
1 10 PF 1 4972.98 4972.84 0.13
0.38 23.72 31.69
1 20 PF 1 4973.81 4973.71 0.10 0.83
0.00 19.86 4.24 40.50
1 30 PF 1 4974.85 4974.74 0.11 0.74
0.00 1.16 22.94 38.55
1 40 PF 1 4976.04 4975.91 0.13 0.88
0.00 1.67 22.43 34.34 -
ATTACHMENT 3.4
Proposed Condition HEC-RAS Modeling Output — Firehouse Alley
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15,2015
Page 1 of 5
HEC-RAS Version 4.1.0 Jan 2010
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X. X X XXXXX
PROJECT DATA -/
Project Title: Alley - 100yr-Proposed
Project File : Alley_NE.prj
Run Date and Time: 6/29/2015 1:32:05 PM
Project in English units
PLAN DATA
Plan Title: Plan 01
Plan File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley_NE.p01 .
Geometry Title: Alley
Geometry File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Alley NE.g02
Flow Title : Alley-100yr
Flow File : d:\Projects\997-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Alley_NE.f01 -
Plan Summary Information:
Number of: Cross Sections = 3 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Alley-100yr
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 2 of 5
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley NE.f01 '
Flow Data. (cfs)
River Reach RS PF 1
Alley 1 30 9.5
Boundary Conditions
River Reach Profile Upstream
Downstream
Alley i PF 1
4975.26
Known WS =
GEOMETRY DATA
Geometry Title: Alley
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley_NE.g02
CROSS SECTION
RIVER: Alley
REACH: 1 RS: 30
INPUT
Description: '
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev
.9 4988 1 4977.85 4.51 4977.83
11 4978 12.87 4978.07 16.55 4978.11
20.89 4978.21 214978.214 28.89 4978.52
32.32 4978.59 33.42 4978.62 34.23 4978.6
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
.9 .016 1 .016 21 .016
Bank Sta: Left Right Lengths: Left Channel
1 21 155 155
Blocked Obstructions num= 1
Sta L Sta R Elev
21 41 4988
CROSS SECTION OUTPUT Profile 9PF.1
Sta Elev Sta Elev
4.97 4977.89 9.26 4977.94
19.64 4978.23 19.69 4978.24
29.94 4978.55 31.47 4978.58
41 4978.68
Right Coeff Contr. Expan.
155 .1 .3
E.G. Elev (ft)
4978.29
Element
Vel Head (ft)
0.10
Wt. n-Val.
W.S. Elev (ft)
4978.19
Reach Len. (ft)
Crit W.S. (ft)
4978.19
Flow Area (sq ft)
E.G. Slope (ft/ft)
0.006350
Area (sq ft)
Q Total (cfs)
9.50
Flow (cfs)
Top Width (ft)
17.58
Top•Width (ft)
Vel Total (ft/s)
2.60
Avg. Vel. (ft/s)
Max Chl Dpth (ft)
0.36
Hydr. Depth (ft)
Conv. Total (cfs)
119.2
Conv. (cfs)
Length Wtd. (ft)
155.00
Wetted Per. (ft)
Min Ch E1 (ft)
4977.83
Shear (lb/sq ft)
Alpha
1.00
Stream Power (lb/ft s)
Frctn Loss (ft)
1.00
Cum Volume (acre-ft)
Left OB
Channel
Right OB
0.000
0.016
155.00
155.00
155.00
0.00
3.66
0.00
3.66
0.00
9.50
17.57
0.10
2.60
0.17
0.21
0.0
119.2
0.34
17.58
0.08
41.00
0.00
0.00
0.00
0.03
0.00
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 3 of 5
C & E Loss (ft) 0.00 Cum SA (acres) 0.11
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth ,
for the water surface and continued on with the calculations.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections. -
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Alley
REACH: 1 RS: 20
INPUT
Description:
Station Elevation Data
num=
19
Sta Elev Sta
Elev
Sta Elev Sta Elev
Sta
Elev
0 4975.67 3.99
4975.59
10.37 4975.51 16.01 4975.49
16.04
4975.49
204975.468 26.87
4975.43
26.98 4975.49 30 4975.49
31.13
4975.5
32.27 4975.52 32.91
4975.5
34.63 4975.5 404975.547
40.28
4975.55
40.72 4975.5 51.87
4975.73
54.86 4975.84 60 4975.82
Manning's n Values
num=
3
-
Sta n Val Sta
-n Val
Sta n Val
0 .016 20
.016
40 .016
Bank Sta: Left Right
Lengths:
Left Channel Right Coeff Contr.
Expan.
20 40
92 92 92
.1
.3
Blocked Obstructions
num=
2
Sta L Sta R Elev
Sta L
Sta R Elev
0 20 4985
40
60 4985
r
CROSS SECTION OUTPUT Profile $PF 1
E.G. Elev (ft)
4975.78
Element Left
OB
Channel
Right OB
Vel Head (ft)
0.10
Wt. n-Val.
0.016
W.S. Elev (ft)
4975.68
Reach Len. (ft)
92.00
92.00
92.00
"Crit W.S. (ft)
4975.68
Flow Area (sq ft)
3.83
E.G. Slope (ft/ft)
0.006617
Area (sq ft)
3.83
Q Total (cfs)
9.50
Flow (cfs)
9.50
Top Width (ft)
20.00
Top Width (ft)
20.00
Vel Total (ft/s)
2.48
Avg. Vel. (ft/s)
2.48
Max Chl Dpth (ft)
0.25
Hydr..Depth (ft)
0.19
Conv. Total (cfs)
116.8
Conv. (cfs)
116.8
Length Wtd. (ft)
92.00
Wetted Per. (ft)
20.36
Min Ch El (ft)
4975.43
Shear (lb/sq ft)
0.08
Alpha
1.00
Stream Power (lb/ft s)
60.00
0.00
0.00
Frctn Loss (ft)
0.06
Cum Volume (acre-ft)
0.02
0.00
C & E Loss (ft)
0.02
Cum SA (acres)
0.04
-
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections. -
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water -
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 4 of 5
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Alley
REACH: 1
RS: 10
INPUT
Description:
Station Elevation Data
num=
14
Sta Elev Sta
Elev
Sta Elev Sta
Elev Sta
Elev
0 4974.89 5.32
4974.82
10.5 4974.79 11.24
4974.78 12.94
4974.72
204974.693 23.41
4974.68
26.3 4974.69 30
4974.73 30.06
4974.73
34.01 4974.76 38.97
4974.78
40 4974.83 40.1
4984
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta n Val
0 .016 20
.016
40 .016
Bank Sta: Left Right
Coeff Contr.
Expan.
20 40
.1 .3
Blocked Obstructions
num=
1
Sta L Sta R Elev
0 20 4984
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft)
4975.27
Element
Left OB
Channel
Right OB
Vel Head (ft)
0.01
Wt. n-Val.
0.016
0.000
W.S. Elev (ft)
4975.26
Reach Len. (ft)
Crit W.S. (ft)
4974.92
Flow Area (sq ft)
10.61
0.00
E.G. Slope (ft/ft)
0.000224
Area (sq ft)
10.61
10.00
Q Total (cfs)
9.50
Flow (cfs)
9.50
0.00
Top width (ft)
20.00
Top Width (ft)
20.00
Vel Total (ft/s)
0.89
Avg. Vel. (ft/s)
0.90
0.02
Max Chl Dpth (ft)
0.58
Hydr. Depth (ft)
0.53
0.21
Conv. Total (cfs)
634.2
Conv. (cfs)
634.2
0.0
Length Wtd. (ft)
-
Wetted Per. (ft)
20.57
0.43
Min Ch El (ft)
4974.68
Shear (lb/sq ft)
0.01
Alpha
1.00
Stream Power (lb/ft
s) 40.10
0.00
0.00
Frctn Loss (ft)
Cum Volume (acre-ft)
C s E Loss (ft)
Cum SA (acres)
.
SUMMARY OF MANNING'S N VALUES
River:Alley
Reach River Sta.
nl n2
n3
1 30
.016 .016
.016
1 20
.016 .016
.016
1 10
.016 .016
.016
SUMMARY OF REACH LENGTHS
River: Alley
Reach River Sta. Left Channel Right
FORT COLONS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 5 of 5
1 30 155 155 155
1 20 92 92 92
1 10
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Alley
Reach River Sta. Contr. Expan.
1 30 .1 .3
1 20 .1 .3
1 10 .1 .3
Profile Output Table - Standard Table 1
.Reach River Sta Profile Q Total Min Ch E1 W.S. Elev Crit W.S. E.G. Elev
E.G. Slope Vel Chnl .Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft)
(ft/ft) (ft/s) (sq ft) (ft)
1 10 PF 1 9.50 4974.68 4975.26 4974.92 4975.27
0.000224 0.90 10.62 20.00 0.22
1 20 PF 1 9.50 4975.43 4975.68 4975.68 4975.78
0.006617 2.48 3.83 20.00 1.00
1 30 PF 1 9.50 4977.83 4978.19 4978.19 4978.29
0.006350 2.60 3.66 17.58 1.00
Profile Output Table - Standard Table 2
Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C 6 E
Loss Q Left Q Channel Q Right Top Width
(ft) (ft) (ft) (ft)
(ft) (cfs) (cfs) (cfs) (ft)
1 10 PF 1 4975.27 4975.26 0.01
9.50 0.00 20.00
1 20 PF 1 4975.78 4975.68 0.10 0.06
0.02 9.50 20.00
1 30 PF 1 4978.29 4978.19 0.10 1.00
0.00 0.00 9.50 17.58
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