HomeMy WebLinkAboutTHE ELLIE AT OLD TOWN NORTH - PDP240002 - SUBMITTAL DOCUMENTS - ROUND 2 - Drainage Related DocumentPDP DRAINAGE REPORT
The Ellie at Old Town North
Old Town North 5th Filing Tract A
. for:
Van Horn Development Management, LLC
14143 Denver West Parkway #100
Golden, CO 80401
enganeer:
TJC Limited
8751 E Hampden Ave, Suite B10, Denver, CO 80231
Jan�es W. Allen, PE
303.489.3346
�
www. jcivil.com
June 19, 2024
Preliminary Drainage Report
Page 2 of 8
TABLE OF CONTENTS
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COVER LETTER ..........................................................................Error! Bookmark not defined.
GENERAL LOCATION AND EXISTING SITE INFORMATION ............................................. 4
MASTER DRAINAGE BASIN INFORMATION ........................................................................ 4
FLOODPLAIN INFORMATION .................................................................................................. 5
PROPOSED DRAINAGE FACILITIES .......................................Error! Bookmark not defined.
DRAINAGE DESIGN CRITERIA ................................................................................................. 6
VARIANCEREQUESTS ............................................................................................................... 7
EROSION CONTROL ................................................................................................................... 7
CONCLUSION............................................................................................................................... 7
REFERENCES............................................................................................................................... 8
APPENDICES................................................................................................................................ 8
Preliminary Drainage Report
Page 3 of 8
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I hereby attest that this report for the preliminary drainage design for the Ellie at Old Town was
prepared by me or under my direct supervision, in accordance with the provisions of the Fort
Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will
not assume liability for drainage facilities designed by others.
James W. Allen
Licensed Professional Engineer
State of Colorado
No.42256
Preliminary Drainage Report
Page 4 of 8
GENERAL LOCATION AND EXISTING SITE INFORMATION
a) Site Location Description
i.
ii.
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The site is located in Section l, Township 7 North, Range 69 West of the 6ti' Principal
Meridian, County of Larimer, State of Colorado. Also known as Old Town North 5`h
Filing, Tract A.
A vicinity map is attached in appendix A.
iii. The property is adjacent to Sungia Rd, Blondel St, and Alleys.
iv. Adjacent land uses are residential Old Town North filings.
v. The project is within North East College Corridor Outfall (NECCO) Basin 810. The
project is with Old Town North Filing 3 Basin 7.
vi.
vii.
The existing site generally slopes west to east. There are two existing 18" RCP culverts
that outfall the site under Blondel Street. These culverts were constructed for interim
flows during the development of the area. These flows were eliminated when the NECCO
improvements were completed.
There are no irrigation facilities on-site.
viii. The land is currently vacant.
ix. The property is covered with natural grass. Slopes range from 2% to 7°/o.
x. Soils consist of Nunn clay loan with Hydrologic Soil Group C. A NRCS Soils
Classification Map is attached as appendix B.
MASTER DRAINAGE BASIN INFORMATION
a) The site is located in the Lower Dry Creek Basin. The site was situated in the Dry Creek
floodplain when the original Old Town North plat was recorded in 2004 and Old Town North
was developed. The Dry Creek floodway has since been redefined to remove a majority of
the site from the Dry Creek floodplain_ The immediate area adjacent to the property is fully
developed with residential use.
i. The subject property is within the Old Town North Third Filing and 2009 NECCO
study. The project runoff will conveyed through existing stormwater facilities to the
NECCO Detention pond north of Sungia Road.
ii. NECCO assumed a 90% imperviousness (developed condition).
b) Site Drainage Basins
i. The site is composed of one historic sub-basin and no offsite sub-basins:
Sub-basin HI — consists of grass covered vacant land. Runoff sheet flows east to the
existing 18" RCP culverts under Blondel St.
Sub-Basin Design Area 2-Year 100-Year
Point (acres) Runoff Runoff
(cfsl (cfsl
Preliminary Drainage Report
Page 5 of 8
H1 I H1 I 0.81
0.26 1.08
c) There are no irrigation facilities on or adjacent to the property.
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FLOODPLAIN INFORMATION
a) The site is within a Zone X accarding to FEMA Flood Insurance Rate Map No.
08013C0411K (appendix C).
b) The site was situated in the Dry Creek floodplain when the original Old Town North plat was
recorded in 2004 and Old Town North was developed. The Dry Creek floodway has since
been redefined to remove a majority of the site from the Dry Creek floodplain.
PROJECT DESCRIPTION
a) The project proposed two apartment buildings with tuck under garages. Surface parking is
being provided on the west end of the site. The existing alley will be widened. A rain garden
in proposed to meet Ft Collins LID requirements.
b) The site is approximately 0.81 acres.
PROPOSED DRAINAGE FACILITIES
a) The project site is composed of four sub-basins and no offsite sub-basins:
Sub-basin A— consists of roof, pavement, and landscaping. Runoff flows off-site
undetained to the western ally and conveyed via an existing gutter pan to the south
towards Emmaus Ln south of the site at Design Point 1.
Sub-basin B— consists of roof, pavement and a rain gardens. Runoff flows down the
private drive to a curb cut and into the rain garden. The rain garden outfalls into one of
the existing 18" RCP culverts under Blondel St at Design Point 2.
Existing 18" Capacity:
801f 18" RCP @ 0.2% capacity = 4.71 cfs. 100 year runoff for Basin B is 4.65 cfs
and therefore okay.
Sub-basin C— consists of sidewalks and landscaping. Runoff sheet flows into Sungia Rd
and into an existing storm inlet at the corner of Sungia Rd and Blondel St at Design Point
3.
Sub-basin D— consists of sidewalks and landscaping. Runoff sheet flows into Blondel St
at Design Point 4.
Sub-Basin Design Area 2-Year 100-Year
Point (acres) Runoff Runoff
(cfsl (cfsl
Preliminary Drainage Report
Page 6 of 8
A 1 0.16 0.31 1.28
� B � 2 0.47 � 1.22 4.65
C 3 0.11 0.09 0.36
� D � 4 0.06 I 0.07 � 0.28
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b) There is no on-site detention required for this project.
c) A rain garden is proposed within Basin B to treat a minimum of 75% of the new impervious
area. Site topography and the existing 18" RCP outfall limits the location of the rain garden
bottom requiring the use walls to obtain sufficient storage volume and provide 6 inches of
freeboard.
� Total Iin ervious Area Added 26,054 sft
Min Area Treated (75% far RG 19,541 sft
Actual Area Treated 19,550 sft
The rain garden has walls on all sides varying from 1.0-2.0 ft tall. Approximately 1.0 ft of the
wall will extrude from the ground.
d) LID techniques utilized in this design include minimizing directly connection impervious
areas by discharging roof downspouts onto the surface. No stormwater will be piped except
for the stormwater discharging from the rain garden.
e) Maintenance of the rain garden can be performed from the private drive or Blondel Street (20
ft east of the facility).
� A drainage easement will be provided over the rain garden.
DRAINAGE DESIGN CRITERIA
a) The subject property is within the Old Town North Third Filing and 2009 NECCO study.
The project runoff will be conveyed through existing stormwater facilities to the NECCO
detention pond north of Sungia Road. NECCO assumed a 90% imperviousness (developed
condition). The previous studies have no impact to the proposed design.
b) Four-step process
a. Where possible, the runoff sheet flows across landscaping before discharging into
Sungia Rd and Blondel St.
b. A rain garden is proposed to treat a minimum of 75% of the new impervious
pavement and roof areas.
c. There are no streams within the project area to strengthen.
d. A construction erosion control plan will be included with this project.
c) Rainfall data is provided in table 3.4.1 IDF Table for Rational Method from the Fort Collins
Stormwater Criteria Manual.
d) Design frequencies used in this design:
Minor: 2-year
Maj or: 100-year
Preliminary Drainage Report
Page 7 of 8
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e) The Rational method was used to calculate hydrological data following the Fort Collins
Stormwater Criteria Manual chapter S.OThe peak runoff from minar and majar storm events
are calculated using the Rational Method formula as detailed below:
Q=CIA
Where:
Q= Storm runoff in cubic feet per second (cfs)
C= Runoff Coefficient
I= Runoff intensity in inches per hour
A= Drainage area in acres
Runoff coefficients were obtained from Table 3.2-2.
Times of concentralion were calculated based on the initial time or overland flow time (for
urbanized undeveloped basins < 300' overland flow), with a minimum time of concentration of 5
minutes.
t; = 1.87(1.1 - Cs��L � 50.33 MANUAL Eqn. (3.3-2)
V= 1.49/n RZ�3S1iz MANUAL Eqn. (5-4)
tt = L /(60V) MANUAL Eqn. (5-5)
t� = t; + tt MANUAL Eqn. (5-3)
MAX. t� = L/180 + 10 MANUAL Eqn. (3.3-5)
� No on-site detention is required as part of this project.
g) No public streets requiring capacity calculations are required as part of this project.
h) The rain garden outlet structure is sized using weir flow calculations.
i) No storm sewer pipe networks are included with this project.
j) No swale or channels are included with this project.
k) No emergency spillways are included with this project.
VARIANCE REQUESTS
a) No variances are requested as part of this project.
EROSION CONTROL
a) This report is in compliance with all erosion control materials within the final Erosion
Control Report and Plans.
CONCLUSION
a) Compliance with requirements — this design complies with the requirements of the city of
Fort Collins and master drainage plans referenced in this report.
b) Drainage plan effectiveness — this design effectively routes developed flows throughout the
site and provides water quality for at least 75% of the new impervious areas. This design
does not impact adjacent properties.
Preliminary Drainage Report
Page 8 of 8
REFERENCES
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1. City of Fort Collins Stormwater Criteria Manuel, December 2018.
2. Urban Storm Drainage Criteria Manual, Volumes 1, 2, and 3, Revised March 2024
3. North East College Corridar Outfall (NECCO), August 2009.
4. Old Town North Third Filing, Drainage, Sediment/Erosion Control, and Stormwater
Quality Report, June 2017
APPENDICES
A. Vicinity Map
B. FEMA Map
C. Soillnformation.
D. Old Town North Third Filing Excerpts
E. Drainage Calculations
F. Drainage Plans
VR,+IIVI I T n�wr
Appendix A
National Flood Hazard Layer FIRMette
105°4'40"W 40°36'12"N
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0 250 500
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Feet 1:6,000
1,000 1,500 2,000
Appendix B
Legend
SEE FIS REPORT FOR DEfAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
OTHER AREAS OF
FLOOD HAZARD
Without Base Flood Elevation (BFE)
Zone A. V. A99
With BFE or Depth zone aE. ao. atf. vE, nR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zo„� x
� - _ � Future Conditions 1% Annual
�_- Chance Flood Hazard zone x
Area with Reduced Flood Risk due to
Levee. See Notes. zone x
Area with Flood Risk due to Leveezo�,e o
NO SCREEN Area of Minimal Flood Hazard zone x
0 Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone o
GENERAL ---- Channel, Culvert, or Storm Sewer
STRUCTURES i i i i i i i Levee, Dike, or Floodwall
� Cross Sections with 1%Annual Chance
��•5 Water Surface Elevation
e - - - Coastal Transect
�- Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
-- --- Coastal Transect Baseline
OTHER _ — profile Baseline
FEATURES Hydrographic Feature
MAP PANELS
Q
Digital Data Available
No Digital Data Available
�
Unmapped
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 4/19/2024 at 2:17 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Basemap Imagery Source: USGS National Map 2023
Appendix C
� Soil Map—Larimer County Area, Colorado �
a �
v v
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40° 35' S9" N — 40° 35' S9" N
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40° 35' S7" N ^ � � � �� � I� � ��� I� �� I ao� 3s s�° N
493800 493810 4.93820 493830 493840 49.9850 49.'3860 493870 493880 4.93890 4.93.900 493.910 493920
3 3
'v o�
� Map Scale: 1:627 if printed on A landscape (11" x 8.5") sheet. '"
v
° N Meters °
� 0 5 10 20 30 �
� �
0 30 60 120 180
Map projection: Web Mercator Comer coortlinates: WGS84 Edge ti6: UTM Zone 13N WCtS84
USDn Natural Resources Web Soil Survey 4/19/2024
� Conservation Service National Cooperative Soil Survey Page 1 of 3
493800 493810 493820 493830 49.3840 4.93850 4�.�38fi0 493870 493880 49.'3890 493900 493910 4.93.920
Soil Map—Larimer County Area, Colorado
Appendix C
MAPLEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
,�-;. Soil Map Unit Lines
0 Soil Map Unit Points
Special Point Features
V Blowout
Borrow Pit
tt Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
_ Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
_ Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
= Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
. Special Line Features
Water Features
Streams and Canals
Transportation
.+. Rails
�.,,i Interstate Highways
US Routes
Major Roads
Local Roads
Background
� Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) Iisted below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 18, Aug 24, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 2, 2021—Aug 25,
2021
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDn Natural Resources Web Soil Survey 4/19/2024
� Conservation Service National Cooperative Soil Survey Page 2 of 3
Soil Map—Larimer County Area, Colorado
Map Unit Legend
Appendix C
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
73
Nunn clay loam, 0 to 1 percent
slopes
�
100.0%
Totals for Area of Interest
USDn Natural Resources Web Soil Survey
� Conservation Service National Cooperative Soil Survey
1.6
100.0%
4/19/2024
Page 3 of 3
Map Unit Description: Nunn clay loam, 0 to 1 percent slopes---Larimer County Area, Colorado
Larimer County Area, Colorado
73—Nunn clay loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: 2ting
Elevation: 4,100 to 5,700 feet
Mean annual precipitation: 14 to 15 inches
Mean annual air temperature: 48 to 52 degrees F
Frost-free period: 135 to 152 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Nunn
Setting
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene aged alluvium and/or eolian deposits
Typical profile
Ap - 0 to 6 inches: clay loam
Bt1 - 6 to 10 inches: clay loam
Bt2 - 10 to 26 inches: clay loam
Btk - 26 to 31 inches: clay loam
Bk1 - 31 to 47 inches: loam
Bk2 - 47 to 80 inches: loam
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water
(Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content.• 7 percent
Maximum salinity: Nonsaline (0.1 to 1.0 mmhos/cm)
Sodium adsorption ratio, maximum: 0.5
Available water supply, 0 to 60 inches: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Appendix C
USDA Natural Resources Web Soil Survey 4/19/2024
� Conservation Service National Cooperative Soil Survey Page 1 of 2
Map Unit Description: Nunn clay loam, 0 to 1 percent slopes---Larimer County Area, Colorado
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Ecological site: R067BY042C0 - Clayey Plains
Hydric soil rating: No
Minor Components
Heldt
Percent of map unit: 10 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY042C0 - Clayey Plains
Hydric soil rating: No
Wages
Percent of map unit: 5 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY002C0 - Loamy Plains
Hydric soil rating: No
Data Source Information
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 18, Aug 24, 2023
Appendix C
USDA Natural Resources Web Soil Survey 4/19/2024
� Conservation Service National Cooperative Soil Survey Page 2 of 2
Page 4
Drainage, Sediment/Erosion Control, and Stormwater Quality Report
O[d Town North Third Filing; Fort Collins, Colorado
Apendix D
a. Runoff from the front lots of the single family lots fronting Osiander Street
and included in Sub-basin A is directed to the Old Town North detention
Pond. Refer to original Oid Town North Drainage Plan in Appendix N.
A majority of the Old Town North Third Filing property is included in the 2009
North East College Corridor Outfall (NECCO} study. Old Town North Third
Filing runoff will be conveyed to the NECCO detention Pond north of Suniga
Road via storm sewer. �
Project is part
of N ECCO
Basin 810
a. A majority of the Old Town North Third Filing site is included in NECCO
Basin 810 and was modeled as a developed basin.
b. NECCO implemente an area o . acres or asin 1 at 0%
4. A portion of the North East College Corridor Outfall (NECCO) improvements
were constructed adjacent to Old Town North Third Filing on the south side of
Suniga Road with the Aspen Heights Subdivision project to the north.
a. The section of storm sewer constructed in Suniga Road to convey runoff
from the south side of Suniga Road to the north side of Suniga Road is a
36" diameter RCP. The storm sewer profile included with the Aspen
Heights Subdivision Utility Plans is included with this report for immediate
reference. Refer to Appendix N.
Reference Sheet 32 of 43 (record drawing) of the "Utility Plans for
Suniga Road to Blue Spruce Drive to Redwood Street and Redwood
Street from Lupine Drive to Cajetan Street" by Owen Consulting Group,
Inc.; Owen Project Number: 155-1O1FC; Plans dated April 29, 2015;
City Engineer approval date: OS/1$/2015; Plan revision date:
14/28/2015 (As-Built storm). ,�
b. The existing NECCO 36" RCP storm sewer is currently bulkheaded at bath
ends with no outfall. Suniga Street existing inlets accept storm runoff and
snowmelt runoff to this section of storm sewer with no outfall. There:Fore,
the NECCO 36" RCP storm sewer acts as a temporary storage facility.
There is approximately 960 LF of existing NECCO 36" RCP storm sewer
according to Sheet 32 of 43 (record drawing} of the "U#ility Plans for Suniga
Road to Blue Spruce Drive to Redwood Street and Redwood Street from
Lupine Drive to Cajetan Street".
�
c. T`he NECCO Regional Detention Pond on the north side of Suniga Road is
not complete. It is currently built to accommodate Aspen Heights
Subdivision in an interim condition. Our understanding is that the NECCO
regional Pond and outfall will be completed in 2 to 4 years.
N"� �� l�-� � �.. .��� C :� � ��/
Page 6
Drainage, Sediment/Erosion Control, and Stormwater Quality Report
Old Town North Third Filing; Fort Collins, Colorado
Q
c.
a.
L:�
c
Apendix D
Refer to Aspen Heights Offsite Streets Sheet 30 of 43: Swale Plan and
Profile included in Appendix IV.
Refer to Aspen Heights Offsite Streets Sheet 31 af 43: Swale Plan and
Two {2) 14"x23" elliptical RCP culverts were placed under Blondel Street and a
channel was constructed on the Old Town north property with Aspen Heights
construction. Our understanding is ihat the cutverts and channel were constructed
to convey interim historic flows from the west to Dry Creek and the Lake Canal.
Our understanding is that these flows are eliminated when the NECCO
improvements are completed.
The two (2) 14"x23" elliptical RCP culverts convey a 10-year storm flow
of 20.8 cfs. �
The 50-year starm flow to this point is 35.8 cfs.
The 100-year starm peak flow is 46.8 cfs.
d. Refer to Appendix for April 27, 2015 e-mail from Larry Owen to Michael
Palizzi provided by Mr. Larry Owen discussing the Blondel Street culvert
,.,._,.,,:,.. ,.�a :�,�..:..,. �,.,.i� �t�..,., :
4. After deveiopment of Aspen Heights Subdi Culverts no longer ga Road
and Redwood Street, and the construction of reaUli'ed. Id Town
North property with the Aspen Heights Su historic
flows from the west, runoff from a majority rd Filing
site has no outfall. The channel berm was bu rades on
the east and darnmed the historic outfall poi
a. Refer to Topographical Survey for
Nortl� by Intermill Land Surveying.
IV. DRAINAGE DESIGN CRITERIA
A. Regulations
ld Town
1. Stormwater management innprovements are designed in compliance with the
requirements of the City of Fort Collins Stormwater Criteria Manual adopted
December 201 l. (Manual). The Manual incorporates most of the Urban Storm
Drainage Criteria Manual (USDCM} with amendments that are unique to Fort
Collins. � .
2. The latest versions of the USDCM software were used for runoff calculations.
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----- -__ ._--�------ ------__._.._ _...- - --_._._ -- ----___--- - - - - - -- - �
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,, I? 4� �!6 9 J i G?�i u.� 2�� C�r sa►� � tlU T�;la9� del�ar, J
�}_ -:� i dEt�. :: �c :�l�'e: r�,r� u�� �r sa�t I���y i�/� O u�:�at�
- . . _�__
SHEAR ENGINEERING CORPORATION
4836 S. co�EaE AVE. SURE 12. FORT COLLINS, COIORADO 80525
PNONE: (970) 226-5334 (970) 226-4451
�
� __ `
- _ � .. . _�
: � '1
_ _ _ � �ti
�o�
ai
��
�-'� �:
i` \� "'`'�,
�or�s:
1. AN Af'PROVED b'LOOUPLAIN USE PERMIT
lS R�QUl1t6D PRIOR TO BEGII�fNMG ANY
WORK PROPOSED W!'CHIN TtIE �X1S7'INd
FLOODPLAiN.
2. A NO-RlSE CERT1FlCA1'!ON 1S EtEQUIItED
PRIOR TO BEOINNING ANY WC?RK WITHIN
Tti� fiLoo�wAY.
r
tITLE M. TER DRAIlr'AGE PI.AN
4LD TOWN NORTH THIRD FILING
FORT COLLINS, COLORA.DO
APPRaVED•
Citt E'�Cn.EEq �A��
CHECKED BY�__
'NA'ER .k WASTEN�iER ! �1iUTY CA'i
CHfCKED BY�
Si�RMNA1fR JTI_�'Y CA.'�
CHECKED BY: _
P�}fi5 AVO RE�REJ�':�h pAiE
CHECKfO 8Y:____
iFL�F�iC EhGINFER G+1T_
CNfCK£D BY•
.iG•IT Ati� iONER C+17E
� CHECKED BY•
E'IVIH.^,tiMENiA� PUNNEIi GA'E
� rh.,. pt.a. a..y b..n n..t.�ed b� e6e ete� ol rore cn1llns
� tor aonoept oal� Ths ro►taw doq no! 1my� nipo�dWllty b�
� J6• nH�win` depart�o�nt, tb� pt� ol �ort Colllas E�/a�ar,
or t6s Clt� ol llort Co11/nr lar �oour�a� and oorrsotnur ol
Ws oalouletlons. 1�ltt6ermors, t6• tsHss do�I aot 1mp1� tb�t
quantltl�s ol Itemi oa th• piaa� ary tb• flaa! quaatltlu
r�qulr�d. Th• r�*t�w sh�l! not b� 000itrv�d ln an� r�ason es
oaosplaaes ol 1'lnand�l r^aipondbllft� b� tbs pt� of Par!
ColllAa lor addltlona! quaat/tles ol ltems erbown t,6�t mq b�
nqulnd Qttrtn� t1�� coaitruetlon phaH.
n�
PROJECT N0. SHE�" NU, N�. oF
SHEETS
2886-01-15 19 27
Appendix E
Table 3.2-2. Surface Type - Runoff Coefficients
Surface Type Runoff Coefficients
Hardscape or Hard Surface
Asphalt, Concrete 0.95
Rooftop 0.95
Recycled Asphalt 0.80
Gravel 0.50
Pavers 0.50
Landscape or Pervious Surface
Lawns, Sandy Soil, Flat Slope < 2% 0.10
Lawns, Sandy Soil, Avg Slope 2-7% 0.15
Lawns, Sandy Soil, Steep Slope >7% 0.20
Lawns, Clayey Soil, Flat Slope < 2% 0.20
Lawns, Clayey Soil, Avg Slope 2-7% 0.25
Lawns, Clayey Soil, Steep Slope >7% 0.35
3.2.1 Composite Runoff Coefficients
Drainage sub-basins are frequently composed of land that has multiple surface types or zoning
classifications. In such cases a composite runoff coefficient must be calculated for any given drainage
sub-basin.
The composite runoff coefficient is obtained using the following formula:
„
� (c;xA; )
C = '-'
A,
Where: C= Composite Runoff Coefficient
C; = Runoff Coefficient for Specific Area (A;), dimensionless
A; = Area of Surface with Runoff Coefficient of C;, acres or square feet
n= Number of different surfaces to be considered
At= Total Area over which C is applicable, acres or square feet
3.2.2 Runoff Coefficient Frequency Adjustment Factor
Equation 5-2
The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year
storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is
required due to the lessening amount of infiltration, depression retention, evapotranspiration and other
losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is
Appendix E
TJ C
Project
Date
Ellie
4/8/2024
"C" CALCULATIONS
PAVEMENT
ROOFS
GRAVEL
LANDSCAPE/UNDEVELOPED
0.95
0.95
0.50
0.15
2-7%
OVERALL PAVEMENT GRAVEL
BASIN (ACRE) OVERALL (SF) (SF) (SF) ROOFS (SF) LANDSCAPE (SF) 2 YR C 100 YR C
H1 0.81 35,197 - - - 35,197 0.15 0.18
Site Total 0.81 35,197 - - - 35,197 0.15 0.18
OVERALL PAVEMENT GRAVEL
BASIN (ACRE) OVERALL (SF) (SF) (SF) ROOFS (SF) LANDSCAPE (SF) 2 YR C 100 YR C
A 0.16 7,130 3,445 - 1,054 2,631 0.65 0.79
B 0.47 20,348 6,146 - 13,404 798 0.92 1.00
C 0.11 4,932 1,105 - - 3,827 0.33 0.40
D 0.06 2,787 900 - - 1,887 0.41 0.49
Site Total 0.81 35,197 11,596 - 14,458 9,143 0.74 0.89
Total Imperviouss Area Added 26,054 SFT
Min Area Treated (75% for RG) 19,541 SFT
ActualArea Treated 19,550 SFT
OKAY!
T:\Projects\Ellie\03_Project Reports\Drainage\Calcs\C Calcx - C-CALCS 6/18/2024
Appendix E
TJC
Project Ellie
Date: 6/18/2024
TIME OF CONCENTRATION - DEVELOPED
t; = 1.87(1.1 - CS)�L / So.33 MANUAL Eqn. (33-2)
V= 1.49/n R2�351�Z MANUAL Eqn. (5-4)
tt = L/(60V ) MAN UAL Eqn. (5-5)
t� = t; + tt MANUAL Eqn. (5-3)
MAX. t� = L/180+ 10 MANUAL Eqn. (3.3-5)
SUB-BASIN DATA INITIAL / OVERLAND TRAVEL TIME (Tt) COMP Tc CHECK FINAL REMARKS
AVG. SLOPE Tc (Urbanized Basins) Tc
Design Point BASIN(5) AREA C LENGTH AVG. SLOPE Ti LENGTH S n R VEL Tt TOTAL Tc=(L/180)+10
(Acres) (%) (ft/ft) (fps) (min) LENGTH (ft) (min) (min)
H1 H1 0.81 0.15 300 2.0 24.48 0.0 0.0 24.48 300 11.7 11.7
1 A 0.16 0.65 45 4.0 3.53 76 0.01 0.12 0.50 0.8 1.6 5.15 121 10.7 5.2
2 B 0.47 0.92 45 2.0 1.81 214 0.008 0.12 1.00 1.1 3.2 5.02 259 11.4 5.0
3 C 0.11 0.33 15 2.0 4.44 200 0.01 0.12 0.50 0.8 4.3 8.70 215 11.2 8.7
4 D 0.06 0.41 12 4.0 2.84 200 0.01 0.12 0.50 0.8 4.3 7.10 212 11.2 7.1
L\Projects\Ellie\03_Project Reports\�rainage\Calcs\C Calcx - CONC. TIME 6/18/2024
Appendix E
Table 3.4-1. IDF Table for Rational Method
Duration
Intensity Intensity Intensity
(min) 2'Year 10-year 100-year
(in/hr) (in/hr) (in/hr)
5 2.85 4.87 9.95
6 2.67 4.56 9.31
7 2.52 4.31 8.80
8 2.40 4.10 8.38
9 2.30 3.93 8.03
10 2.21 3.78 7.72
11 2.13 3.63 7.42
12 2.05 3.50 7.16
13 1.98 3.39 6.92
14 1.92 3.29 6.71
15 1.87 3.19 6.52
16 1.81 3.08 6.30
17 1.75 2.99 6.10
18 1.70 2.90 5.92
19 1.65 2.82 5.75
20 1.61 2.74 5.60
21 1.56 2.67 5.46
22 1.53 2.61 5.32
23 1.49 2.55 5.20
24 1.46 2.49 5.09
25 1.43 2.44 4.98
26 1.4 2.39 4.87
27 1.37 2.34 4.78
28 1.34 2.29 4.69
29 1.32 2.25 4.60
30 1.30 2.21 4.52
31 1.27 2.16 4.42
32 1.24 2.12 4.33
33 1.22 2.08 4.24
34 1.19 2.04 4.16
35 1.17 2.00 4.08
36 1.15 1.96 4.01
37 1.16 1.93 3.93
38 1.11 1.89 3.87
Duration
Intensity Intensity Intensity
(min) 2'Year 10-year 100-year
(in/hr) (in/hr) (in/hr)
39 1.09 1.86 3.8
40 1.07 1.83 3.74
41 1.05 1.80 3.68
42 1.04 1.77 3.62
43 1.02 1.74 3.56
44 1.01 1.72 3.51
45 0.99 1.69 3.46
46 0.98 1.67 3.41
47 0.96 1.64 3.36
48 0.95 1.62 3.31
49 0.94 1.6 3.27
50 0.92 1.58 3.23
51 0.91 1.56 3.18
52 0.9 1.54 3.14
53 0.89 1.52 3.10
54 0.88 1.50 3.07
55 0.87 1.48 3.03
56 0.86 1.47 2.99
57 0.85 1.45 2.96
58 0.84 1.43 2.92
59 0.83 1.42 2.89
60 0.82 1.4 2.86
65 0.78 1.32 2.71
70 0.73 1.25 2.59
75 0.70 1.19 2.48
80 0.66 1.14 2.38
85 0.64 1.09 2.29
90 0.61 1.05 2.21
95 0.58 1.01 2.13
100 0.56 0.97 2.06
105 0.54 0.94 2.00
110 0.52 0.91 1.94
115 0.51 0.88 1.88
120 0.49 0.86 1.84
TJC
Project Ellie
Date: 6/18/2024
2-YEAR
DESIGN
POINT
H1
1
2
3
4
BASIN(5)
H1
A
B
C
D
AREA RUNOFF tc
aCRES) COEFF (MIN
0.81 0.15 11.7
0.16 0.65 5.2
0.47 0.92 5.0
0.11 0.33 8.7
0.06 0.41 7.1
DIRECT RUNOFF
INTENSITI� RUNOFF tc
C*A (IN/HR) (CFS) (MII
0.12 2.13 0.26
0.11 2.85 031
0.43 2.85 1.22
0.04 2.30 0.09
0.03 2.52 0.07
Appendix E
TOTAL RUNOFF TRAVEL TIME
SUM INTENSITY RUNOFF DESIGN SLOPE PIPE LENGTH VEL Tt Tc
C*A (IN/HR) (CFS) Q (%) SIZE (FT) (FPS) (MIN) (Mlf
REMARKS
T:\Projects\Ellie\03_ProjectReports\Drainage\Calcs\C Calcx-2-Yr 6/18/2024
TJC
Project Ellie
Date: 6/18/2024
100-YEAR
DESIGN
POINT
H1
1
2
3
4
BASIN(5)
H1
A
B
C
D
AREA RUNOFF tc
aCRES) COEFF (MIN
0.81 0.18 11.7
0.16 0.79 5.2
0.47 1.00 5.0
0.11 0.40 8.7
0.06 0.49 7.1
DIRECT RUNOFF
INTENSITI� RUNOFF tc
C*A (IN/HR) (CFS) (MII
0.15 7.42 1.08
0.13 9.95 1.28
0.47 9.95 4.65
0.04 8.03 0.36
0.03 8.80 0.28
Appendix E
TOTAL RUNOFF TRAVEL TIME
SUM INTENSITY RUNOFF DESIGN SLOPE PIPE LENGTH VEL Tt Tc
C*A (IN/HR) (CFS) Q (%) SIZE (FT) (FPS) (MIN) (Mlf
REMARKS
T:\Projects\Ellie\03_Project Reports\Drainage\Calcs\C Calcx - 100-Vr 6/18/2024
Appendix E
Design Procedure Form: Rain Garden (RG)
UD-BMP (Version 3.07, March 2018) Sheet 1 of 2
Designer: Jim Allen
Company: TJC
Date: April 19, 2024
Project: Ellie
Location: E Sungia & Blondel
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, la la = 100.0 %
(100 % if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = la/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*i3-1.19*i2+0.78*i)
D) Contributing Watershed Area (including rain garden area) Area = 19,541 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWo�� = 651 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, VWQcvorneR =�cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VwQcvuseR =�cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWo�� = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z= 4.00 ft/ ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AM;,, = 391 sq ft
D) Actual Flat Surface Area AA�t„ai = 706 sq ft
E) Area at Design Depth (Top Surface Area) ATOP = 706 sq ft
F) Rain Garden Total Volume VT= 706 cu ft
(Vr= ��%�rov + An�mai) / 2) ` Depth)
Choose One
3. Growing Media Q 18" Rain Garden Growing Media
Q Other (Explain):
4. Underdrain System
Choose One
QQ YES
A) Are underdrains provided?
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y= 2.5 ft
Valume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vo1�2= 651 cu ft
iii) Orifice Diameter, 3/8" Minimum Do = 9/16 in
Ellie RG Size, RG 4/19/2024, 12:11 PM
Appendix E
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: Jim Allen
Company: TJC
Date: April 19, 2024
Project: Ellie
Location: E Sungia & Blondel
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One
QQ YES
A) Is an impermeable liner provided due to proximity � NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW
THE LINER If THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control Choose One
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Control QQ Concentrated Flow- Energy Dissipation Provided
Choose One
7. Vegetation Q Seed (Plan for frequent weed control)
Q 7lantings
Q Sand Grown or Other High Infiltration Sod
8. Irrigation Choose One
Q YES
A) Will the rain garden be irrigated? � NO
Notes:
Ellie RG Size, RG 4/19/2024, 12:11 PM
l/ersion 4.00 (May
Project: Ellie TH
Pipe ID: x�sting
T�
_� � �
_ - i=r '3' -
y _ � _�
`1 rlaw ��e
� ,�rw� �r
ll
Pipe Invert Slope
Pipe Manning's n-value
Pipe Diameter
Design discharge
Full-flow area
Full-flow wetted perimeter
Half Central Angle
Full-flow capacity
Half Central Angle (0<Theta<3.14)
Flow area
Top width
Wetted perimeter
Flow depth
Flow velocity
Discharge
Percent of Full Flow
Normal Depth Froude Number
Half Central Angle (0<Theta-c<3.14)
Critical flow area
Critical top width
Critical flow depth
Critical flow velocity
Critical Depth Froude Number
Capacity check for rain
garden outfall through
existing 18" RCP.
So = 0.0020 ft/ft
n = 0.0130
D = 18.00 inches
Q = 4.65 cfs
Af = 1.77 sq ft
Pf = 4.71 ft
Theta = 3.14 radians
Qf = 4.71 cfs
Theta = 2.24 radians
An = 1.53 sq ft
Tn = 1.18 ft
Pn = 3.35 ft
Yn = 1.21 ft
Vn = 3.04 fps
Qn = 4.65 cfs
Flow = 98.7% of full fiow
Fr„ = 0.47 subcritical
Theta-c = 1.68 radians
Ac = 1.00 sq ft
Tc = 1.49 ft
Yc = 0.83 ft
Vc = 4.65 fps
Fr� = 1.00
MHFD-Culvert_v4.0, Pipe 6/18/2024, 4:05 PM
LEGEND
EXISTING 1' CONTOUR � � ��
PROPOSED 1' CONTOUR 5730
OVERLAND FLOW -►
EMERGENCY OVERFLOW PATH
BASIN BOUNDARY � � �
HIGH POINT �
LOW POINT �
RAIN WATER LEADER �
EAST SUNIGA ROAD
(115' ROIN)
S7 � Sf
EX STM MH
RIM: 4970.04'
36" RCP INV. (W): 4957.52'
36" RCP INV. (E): 4957.31'
4" PVC INV. (N): 4965.08'
EX STM M H
RIM: 4968.28'
24" RCP INV. (S): 4958.05'
36" RCP INV. (W): 4957.08'
36" RCP INV. (E): 4957.05'
JT
1
y �
EX VERTICAL CURB �
EX STORM INLET
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�; � � � � �. "` .
— — — 411 0 \ y '--__��----------------------�_`vr_-�� \\ �
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S 89°21'58° E �5.21' �� \� � � � �'
\ �\ — —__—"_
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--. ... - 18" RC
ALLEY (12' WIDE) � _ - ,
�
�
` �_ I P
H � �� �\ H � j y ��� INV W: 4965.95'
_ — --- -- � � _�a , 15 � ��.. , ��— sT — - s --- s sfi�—�� — INV E: 49.65.76 ;� —
R= 1 9. W �—�... 8 5 __ �' o.s� • � � I
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CB=S 44°21'S8" E I � o �� � � \ -- .� � --- .� - � � � -- - 18" RCP
�n ` // � � 9 � � � � � _ � INV W: 4965.90'
�, o r ( � ss� ---� �96j w � I NV E: 49.65.77'
�
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R=15.00 L=23. 2 � � GAf�AG� 8c
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RUNOFF SUMMARY I �
, 20 10 'I' 0 20 40
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DESIGN POINT BASIN AREA 2 YR CxCf 2 YR RUNOFF 100 YR CxCf 100 YR RUNOFF II
(ACRES j (CFS j (CFS ) g �
H1 H1 0.81 0.15 0.26 0.18 1.08 I i�
BAS I N
DESIGNATION
A 2 YR RUNOFF COEFFICIENT
�.2 �a 100 YR RUNOFF COEFFICIENT
BASIN AREA
(ACRES)
HISTORIC DRAINAGE MAP 1
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LEGEND
EXISTING 1' CONTOUR � i _�0
PROPOSED 1' CONTOUR 5730
OVERLAND FLOW -►
EMERGENCY OVERFLOW PATH
BASIN BOUNDARY � � �
HIGH POINT �
LOW POINT �
RAIN WATER LEADER �
EAST SUNIGA ROAD
(115' ROVI�
y
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EX STM M H
RIM: 4970.04'
36" RCP INV. (W): 4957.52'
36" RCP INV. (E): 4957.31'
4" PVC INV. (N): 4965.08'
�v cTnn ��u
24" RCP INV
36" RCP INV
36" RCP INV
EX VERTICAL CURB �
EX STORM
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- , 1 1 / / W W �I , � INV W: 4965.95'
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OPENING
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DESIGN POINT BASIN AREA 2 YR CxCf 2 YR RUNOFF 100 YR CxCf 100 YR RUNOFF
(ACRES) (CFS} (CFS)
1 A 0.16 0.65 0.31 �. 79 1.28
2 B a.47 0.92 1.22 1.�0 4.65
3 C 0.11 0.33 0.09 0.40 0.36
4 D 0. 06 0.41 0. 07 0.49 0.28
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BAS I N
DESIGNATION
A 2 YR RUNOFF COEFFICIENT
�.2 �a 100 YR RUNOFF COEFFICIENT
BASIN AREA
(ACRES)
20 10 �Ij 0 20 40
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UTILITY PLANS FOR THE ELLIE AT OLD TOWN
TJC LIMITED
8751 E HAMPDEN AVE
SUITE B10
DENVER, CO 80231
303.840.4742
www. tjcivil. com
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DESIGNED BY: JWA
CHECKED BY: TBM
PROJECT N0. 2336
SHEET OF
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