HomeMy WebLinkAboutDrainage Reports - 04/15/20091
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City of Ft. Collinsa0provp Plans
Approved By
We . y" - - pq y
� s
FINAL DRAINAGE AND EROSION
CONTROL REPORT
POUDRE FIRE AUTHORITY
STATION No. 4
Prepared for:
Poudre Fire Authority
102 Remington Street
Fort Collins, CO 80524
Prepared by:
Interwest Consulting Group
1218 West Ash, Suite C
Windsor, Colorado 80550
(970)674-3300
March 11, 2009
Job Number 1094-052.00
INTBRW@8T M CONSULTING GROUP
1
_ INTERWEST ■ C O N 5 U L T I N G G R O U P
1
' March 11, 2009
' Mr. Wes Lamarque
City of Fort Collins Stormwater
700 Wood Street
' For Collins, CO 80522-0580
' RE: Final Drainage and Erosion Control Report for Poudre Fire Authority Station No. 4
' Dear Wes,
' I am pleased to submit for your review and approval, this Final Drainage and Erosion Control
Report for Poudre Fire Authority Station No. 4. The Staff Project Review Comments dated
3/01/08 have been addressed in this report. I certify that this report for the drainage design was
tprepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
' questions.
Sincerely, Reviewed By: O�PpO REO/STD
1 Uw: OOPS ..........
��•':9�p
°C 33441 F ¢
Erika Schneider, P.E. Robert Almirall, P.E. �SS�ONAI ENS
' Colorado Professional Colorado Professional .
Engineer No. 41777 Engineer No. 33441
1218 WEST ASH, SUITE C WINDSOR, COLORADO 86550
', rel. 970.674,3300 FAX. 970.674.3303
TABLE OF CONTENTS
TABLE OF CONTENTS:.:. .......::....... m
L.
GENERAL. LOCATION AND DESCRIPTION
1.1 Location ...................... . ......... ......
............................1
1.2 Descri tion' of Property..
p. .............. ....... .... ..........................
2.
DRAINAGE BASINS AND. SUB=BASINS
2.1 Major Basin Description ......... :............... ................ ........:
..................................2
'
2.2 Sub -Basin Descripti . ....................................... .....
................................2
3.
DRAINAGE DESIGN CRITERIA
3.1 Regulations ...:............................................
:.............. 2
3.2. Development Criteria Reference and Constraints....:...............................................2
3.3 Hydrologic Criteria
....................3 .
'
3.4 Hydraulic Criteria .......
3
4
DRAINAGE FACILITY DESIGN
'
4:1 . General Concept: ...... ....... ........ ...................
..... 3 ..
4.2 Specific Flow Routing,.:.:
4 .
1.
4.3 : Drainage Summary .................... ..... ....
.................. .......5
5.
EROSION CONTROL'
'
5.1 General Concept ...... ........
................ ..... 5
5:2 Specific Details .:..........:.. ......, ....:..:::.................:.........................5
6.
CONCLUSIONS
6.1 .. . Compliance with Standards ...:...: .............................................
6. ,
6.2 Drainage Concept ...... ....... ...
...... ..... ...... 6
7.
.REFERENCES ......................... ..............................................................................................
6
' ..
APPENDICES"
A Vicinity Map :
B Hydrologic Computations
C HydraulicCalculations '.
'
D Detention and Water Quality Pond Sizing
E Erosion Control Calculations.
F Floodplain Information,
1
G Figures.and Tables,
'
Poudre Fire. Authority Station No. 4 is located in southwest Fort Collins. It is located in
the Northwest Quarter of. Section 27, Township 7 North, Range 69 West of the Sixth
'
Principal Meridian, in the . City of. Fort, Collins; Larimer . County, Colorado. See the
vicinity map in Appendix A.
'
The project is located.'south east of Taft Hill Road and. Drake, Road.. The project is
bounded on the north by Drake Road, on the east by an existing residential' lot, on the
'
south by Spring Creek, and on the west by Taft Hill Road.
1.2 Description of Property
The property consists of appr6ximately.5.05 acres of land in two separate parcels, both of
which .are owned by the Poudre Fire Authority.: The proposed development is to be
located on,the.'eastem.parcel which has'anarea of approximately 2.8 acres.. The project
will consist of a fire station facility and associated parking and drives. The land currently
slopes to the southeast at a range of approximately 2% to 12%. The land is vacant with
'
dryland vegetation over approximately 7.0% of the site. There is off site flow from the
western parcel that presently drains through the property..
'
Spring Creek is located on the southerly portion of the site. Spring Creek has a floodplain
and floodway mapped by. FEMA: There is no .City. floodplain .map for the site. The
'
present FEMA-Floodplain and F000dway is mapped on the FIRM Map; Community Panel
Number 08069C0986F revised December 19, 2006 The vertical datum used for the map
is NAVD.88. Portions of this map are located in Appendix F.
The, FEMA Floodplain lies in the: vicinity of the existing Spring Creek Trail on the
southernmost boundary of the site. The only improvements in the FEMA Floodplain are
'
the proposed ` water quality/detention pond including grading and the outlet pipe,
landscaping
and a sanitary sewer service connection. These improvements will occur
along the flood ' fringe; which the City of Fort Collins. :allows to be developed. The
'
building will not be located in the floodplain: The highest 100-year base flood elevation
(BFE) is .5068.00 ft (NGVD29) and, is located -near the west property line. The lowest
t
rt
opening on the building will be'5068.00 ft which coincides with a base flood elevation of
5066.5 ft at that. location;. thus allowing for 18" of freeboard against the BFE. No
' disturbance and therefore no fill will take place in the floodway. No items that can float
' such as picnic tables, bike racks, etc. will be in the floodway. A floodplain use permit
will be required for each site construction element (detention pond, outlet pipe, sanitary
' sewer connection and landscaping). Please refer to Appendix F for a copy of this permit..
2. DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description
The proposed development lies within the Spring Creek Master Drainage Basin.
' 2.2 Sub -basin Description
The existing site drains south to southeast where it is intercepted by Spring Creek.
3. DRAINAGE DESIGN.CRITERIA
3.1 Regulations
This report was preparedto meet or exceed the "City of Fort Collins Storm Drainage
' Design Criteria Manual' specifications. Where applicable, the criteria established in the
"Urban Storm Drainage Criteria Manual" (UDFCD), developed by the Denver Regional
' Council of Governments, has been used.
3.2 Development Criteria Reference and Constraints
' The runoff from this site has been routed to conform to the requirements of the City
' Stormwater Department. Water quality facilities are required for the new construction
proposed on the site. The City of Fort Collins requires that new development detain the
100-year event to the 2-year historic rate.
The historic condition of this site is defined by basin H-1 which is 2.3 acres. The 2-year
flow for this area is 1.0 cfs. This flow is the release rate for the site. Please refer to
Appendix G for the Historic Drainage Basin Exhibit.
2
0
3.3 Hydrologic Criteria
' Runoff computations were prepared for the 2-year and 10-year minor and 100-year major
storm frequency utilizing the rational method.
' All hydrologic calculations associated with. the basins, are included in Appendix B of this
report. Standard Form 8 (SF-8) provides time of concentration. calculations for all sub -
basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub -
basins and Design Points associated with this site.
Water quality .volume was calculated using the method recommended in the "Urban
Storm Drainage Criteria Manual.". Detention volume .was determined using the
"Rational". or "FAA". method. All pond calculations are in Appendix D of this report.
3.4 Hydraulic Criteria
All hydraulic" calculations within this report have been prepared .in accordance with the
City of Fort Collins Drainage Criteria and are included in Appendix C of this report.
4. DRAINAGE FACILITY DESIGN
' 4.1 General Concept
The majority, of 'the proposed development ''will be collected and conveyed to the
' . proposed water quality and detention pond and will be detained before being released into
Spring Creek. An underground system for the roof drainage from the majority of the
' building will be constructed and. conveyed either to the storm system and then to the
detention pond or directly to the detention pond:
A small portion of the roof and the sidewalk, both. on the southeast side of the building
will drain south to the grassy. area for water quality treatment before reaching Spring
' Creek. Because this amount will not be detained to historic 2-year flows, the off -site
basin containing the water quality and detention pond will be detained to 2-year historic
' flows, thus minimizing the impact to Spring Creek. This off site area is also incorporated
into the water quality capture volume.
3
The site has been designed so that during the. major storm event (100-yr), the flows that '
travel east on, the south side of Drake Road will not turn into the site, at the driveway.
Please refer to Appendix .0 for the hydraulic. analysis of this situation.
4.2 Specific Flow Routing
A summary of the drainage. patterns, within each basin is provided in the following
paragraphs. Please refer to Appendix G for the Drainage and Erosion Control Plan.
Basin OS includes a portion of the western parcel which will remain undeveloped that
drains toward the site from the northwest: This basin includes the water quality and
detention pond Runoff will. sheet flow towards this pond.
The pond has been designed with an outlet structure for water quality and an orifice for
detention. The pond also includes a 15' wide emergency overflow spillway designed to
pass the 100-year.flows of basins OS and 1. The water quality capture volume of 0.04
ac-ft. is 5068.8 ft, the 100-year water surface elevation is 5070.0 ft, the emergency
spillway elevation is 5070.0 ,fit and the top of berm elevations is 5071.0 ft. The pond's.
release rate is 1 cfs through a 5 %'.' orifice. The outlet storm system (Storm 2) will direct
flow to a small swale that will convey the release flows to Spring Creek. Thisswale has
been designed to ensure minimal effect on Spring . Creek and the natural area. The
hydraulic calculations for.this swale are. located in Appendix C.
Basin 1 includes the majority of the site including all of the proposed parking and most of
.the roof area and sidewalks. The basin sheet flows to two separate 5' Type R sump inlets
in the parking lot. One inlet is located on the southwest side of the parking lot and the
other is located on the southeast side of the parking lot. The inlets are able to collect the
100-year flow. Once the runoff is collected, it is conveyed via a 15 RCP storm system
(Storm 1) and then discharged through a flared end section into the proposed pond.
Storm 1 was. designed to handle the entire 10-year flow. The 100-year flow will flood
0.1' onto the parking lot during the major storm event. The hydraulic calculations for
Storm 1 are located in Appendix C.
' Basin 2 includes the mostly. undeveloped area south of the proposed building that drains
directly to Spring Creek., This basin includes, a small area of the roof and sidewalk.
q
Because of the constraints of this site, including groundwater elevation and proximity of
' the floodplain, this basin will flow undetained to Spring Creek. The 100-year developed
release rate for this.basin is'l.7cfs. However, the natural land buffer between the building
' and Spring Creek will act as water quality treatment through infiltration.
' 4.3 Drainage Summary
Drainage facilities located outside of the right of way (including the detention and water
tquality pond, proposed storm drain system and the pond outlet), will be maintained by the.
owners of the property.
5. EROSION CONTROL
5.1 General Concept
' This site lies. within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort
Collins Zone Maps. The potential exists for silt movement from the site and into the
' existing drainage areas on the west and north sides of the site. Potential also exists for
tracking of mud' onto existing streets which could then wash into existing storm systems.
' The required performance standard for the site is 72.8%. During construction and after
final paving and building construction, this figure WILL BL, exceeded with the use of silt
fence, wattle checks, inlet protection, vegetation, and by- using the detention and water
' quality pond and.a sediment trap during construction.
' The erosion control escrow amount is $39488;
' 5.2 Specific Details .
To limit the amount of silt: leaving the site several erosion control measures shall be
implemented during construction. Wattles will be used where appropriate, and the .
boundaries of the property shall have silt fence installed. A.vehicle tracking pad shall be
' installed at the proposed drive connection to Drake Road to control the mud being tracked
onto the existing pavement. During overlot grading, disturbed areas are to be kept in a
' roughened condition and watered to reduce wind erosion. The detention. and water
quality pond will be used as a sediment trap during construction. All disturbed areas not
' immediately built upon shall be seeded and mulched. This site is greater than, one acre
s
and will require a State of Colorado Stonnwater Discharge Permit. Associated with
' Construction Activities.
6. CONCLUSIONS'
6.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
' City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
Stonn Drainage Design Criteria Manual. All floodway and floodplaidinformation is in
' compliance with Chapter 10 of the City of Fort Collins Municipal Code.
6.2 Drainage Concept
i.
The proposed drainage concepts presented in this report and on the construction plans. !'
' adequately -provide for stonnwater quantityand quality treatment of proposed impervious i
areas. Conveyance. elements have been designed to pass required flows and to minimize
future maintenance.
' If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
' 7. REFERENCES
1. City of Fort, Collins, "Storm Drainage Criteria Manual", (SDCM), dated March,
1986.
t, 2. FEMA, Flood Insurance Rate Map, Community -Panel Number 08069C0986F,
' Revised December 19, 2006.
3. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
' Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September
1999.
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Worksheet for Irregular Section - 1
Project Description,'
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
Input Data p
1� 4� 1f.,� tf�. • ���,f 5 !!����**,p •,��'+,��MrvY.. -yyam rYY ��f.
Channel Slope: 0,02000 n ft/ft
Discharge: 5.00 — �j (o a IVIS
4: +"�:♦II:!ti.•v�1'i('{�eI^d.MehM11'j.(vr�el�}Yiiw`�Nvy1�i.;.'
Current Roughness Weighted Meth( ImprovedLotters
Open Channel Weighted Roughnes: ImprovedLotters
Closed Channel Weighted Roughne Hortons
m.
Results ri + 1'u rq�* y t
yq.� �+
Roughness Coefficient:
0.013
Water Surface Elevation:
0.19
ft
Elevation Range:
0.00 to 0.36 ft
Flow Area:
1 A9
ft'
Wetted Perimeter:
15.75
ft
Top Width:
15.74
ft
Normal Depth:
0.19
It
Critical Depth:
0.25
ft
Critical Slope:
0.00496
ft/ft
Velocity:
3.36
ft/s
Velocity Head:
0.18
ft
Specific Energy:
0.36
It .
Froude Number:
1.93
Flow Type:
Supercritical
Rou h 'p� �
Segment iy --�;:`
9 g
es :f .�'�ri�fNurS.a,ldk5dI�W)il<n+L.ii(l 5
'+ " in
oefiin
Start Station End Stall& w g�
clent
(-0+12, 0.36) (0+18, 0.36) 0.013
Section Geometry
Station Elevation
-0+12 0.36
0+00 0.00
Worksheet for Irregular Section - 7
Station Elevation
O+iB 036
Cross Section for Irregular Section - 1
Project Description
Flow Element.
Irregular Section
Friction Method:
Manning Formula
Solve For:
Normal Depth
Data
;Section
Roughness Coefficient
0.013
Channel Slope:
0,02000
fVft
Normal Depth:
0.19
®Cr G-
ft
Elevation Range:
0.00 to 0,36 ft
Discharge:
5.00
fN/s
•
r
t \ p p t•
VA,
sJ
WA
1- 74 ft ----J
o.1? ft
v 5 L
H: 1
STREET AND INLET HYDRAULICS'
' Version 2.14c Released September, 2007
Urban Drainage and Flood Control District .
Denver, Colorado.
Purpose - ' This workbook aids In estimating gutter conveyance capacity and assists In sizing inlets.
Function 1. To calculate the peak runoff flow from a catchment at the location of a proposed inlet.
' 2. To determine the maximum street gutter hydraulic capacity for both the minor and major events.
3. To determine the flow condition on the street and to size Inlets to capture that flow.
' Content iTha workbook consists of the following 4 worksheets:
Q Peak Use this sheet to determine lhepeak discharge at your proposed inlet.location.:The peak is based on rainfall
' ,characteristics (return period), Imperviousness, overland/gutter lengths and slopes, and existing gutter flows from
upstream design points (carry-over flow). If the peak discharge is already known, enter it at the top of this sheet and
the rest of the sheet may be ignored.
Q Allow Use this sheet to determine the maximum allowable discharge for one side of the street at your proposed inlet
location. This is based on the regulated maximum flow spread and gutter flowline depth, the street longitudinal and
transverse slopes, the gutter section geometry, the street roughness, and any conveyance capacity behind the curb
face (e.g. that area above the sidewalk). If a longitudinal slope of zero is entered on this sheet, the condition will
' default.to a sump, or sag location. If the maximum allowable discharge at this location is smaller than the peak
-r i 'discharge determined on the previous sheet, the proposed inlet location should be moved upstream.
Inlet On Grade, Use this sheet to select the inlet type and number of inlets best suited for your proposed location on a continuous
' • grade, determining the intercepted flow and the bypassed (carry-over) flow.. The carry-over flow will need to be
applied to the next downstream inlet in addition to the local runoff determined for that inlet. .
Inlet In Sump, Use this sheet to select the inlet type and number of inlets best suited for your proposed location in a sump, or sag
' location. The type and number of inlets in a sump is based on the desired maximum flow depth and spread. There
will be no bypassed (carry-over) flow from this inlet.
Acknowledgements...'' Spreadsheet Development Team: .
Dr. James C.Y. Guo, P.E.
Professor, Department of Civil Engineering, University of Colorado at Denver
' Ken A. MacKenzie, P.E.
Urban Drainage and Flood Control District
Wright Water Engineers, Inc.
' Denver, Colorado'
Comments? Direct all comments regarding this spreadsheet workbook to: UDFCD E-Mail
Revisions? • Check for revised versions of this or any other workbook at: Downloads
t
' UD-Inlet_v2.14c.xIs, INTRO 1/27/2009, 1:35 PM
es gn ow: UNLY itaireaclyaetermined throughother Methods: -
Minor Storm
Ma or Storm
(local peak flow for 1/2 of street, plus flow bypassing upstream subcatchmenls): . - •Q =
1.80
5.70 cTs
If you entered a value here, skip.the rest of this sheet and proceed to sheet Q-Allow
==1deographic
information: tEmeroata m e. ue ce s :
Subcatchment Area = Acres
Percent Imperviousness =
%
' NRCS Soil Type =
A. B, C, or D
- Site: (Check One Box Only)
Slope (ftift)
Length (ft)
Site is Urban: X .. Overland Flow =
Site Is Non -Urban: - - Gutter Flow =
-
KaIntall Information: intensity 1 (incrunr)= 2 + a
Minor Storm
Major Storm
Design Storm Return Period, T, _
years
Return Period One -Hour Precipitation, P, _
inches
C,-
C2_
_ - - Qa=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs =
Bypass (Carry -Over) Flow from upstream Subcatchments; Qb =Koo
0.00 cis
Analysis of Flow Tlme (Time of Concentration) fora Catchment:
Minor Storm
Major Storm '
. Calculated Design Storm Runoff Coefficient, C =
NIA
� NIA
-, Calculated 5-yr. Runoff Coefficient, C5 =
N/A
NIA
. Overland Flow Velocity, Vo =
N/A
NIA fps
Gutter Flow Velocity, Vc =
NIA
N/A fps
Overland Flow Time, to =
NIA
NIA minutes
Gutter Flow Time, to =
NIA
N/A minutes
Calculated Time of Concentration, T.-=
N/A
N/A minutes .
Time of Concentration by Regional Formula. T. _
- - N/A
N/A minutes
Recommended T. =
- N/A
N/A minutes
_ - Time of Concentration Selected by User, T, =
NIA
N/A minutes
Design Rainfall Intensity, 1.=
NIA
N/A incidhr
Calculated Local Peak Flow, Q, =
N/A
N/A cis
' Total Design Peak Flow, 0 =
1.90
5.70 cis
1
1
1
1
1
(Hosea on KegUlatea Crlterla for -Maxlmum Allowable Flow Depth and Spread)
Project: PFA #4 '
Inlet ID:. _ Basin 1 (split between the two Inlets)
'�-TRACK TC Rowe
SBA T. TMAx
x w T.
Street
_ C f0,n
Y D: Q.
-�
HcURR d
a y�
Gutter Geometry E data In the blue cells
Maximum Allowable Width for Spread Behind Curb - TRACK = 0.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK ol 0.0000111. vert. I ft. horiz
Manning's Roughness Behind Curb nRACK =r 0.0300
Height of Curb at Gutter Flow Line - ' HcuRa = 6.00 inches
Distance from Curb Face to Street Crown • • TCRow, = 15.0 ft
Gutter Depression - a = 1.00 inches
Gutter Width W = 1.00 ft
Street Transverse Slope - Sx = - 0.0200 ft. vert: I ft. horiz
Street Longitudinal Slope - Enter 0 for sump condition - So = 0.0000 ft. vert. / ft. horiz
Manning's Roughness for Street Section ,' nRTREET = 0.0150
Minor Storm Major Storm
Max. Allowable Water Spread for Minor & Major Storm • T,,,-1 15.01 15.0 fl
Max. Allowable Depth at Gutter Flow Line for Minor &Major Storm dMAx = 6.00 6X Inches
-low Flow Depth at Street Crown (leave blank for no) X X = yes
Maximum Gutter Capacity Based On Allowable Water Spread Minor Storm Major Storm
Gutter Cross Slope (Eq. ST-8) - .Sw =
Water Depth without Gutter Depression (Eq. ST-2) - - y =
Water Depth with a Gutter Depression d =
Allowable Spread for Discharge outside the Gutter Section W IT - W) Tx =
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) - E. =
Discharge outside the Gutter Section W, carried in Section Tx. Ox =
Discharge within the Gutter Section W A - Oa) - - Ow =
Discharge Behind the Curb (e.g., sidewalk, driveways, 8 lawns) QUACK =
-
Maximum Flow Based On Allowable Water Spread Or =
_
Flow Velocity Within the Gutter Section ` - V =
V-d Product: Flow Velocity Times Gulter.Flowline Depth ..V•d =
Nit
Inches
inches
ft
cis
cis
CIS
cfs
fps
;Imum Gutter Capacity Based on Allowable Gutter Depth - Minor Storm Major Storm
0.1033
0.1033
3.60
3.60
4.60
4.60
14.0
14.0
` 0.202
0.202
0.0
0.0
0.0
0.0
0.0
0.0
SUMP
SUMP
0.01
0.0
0.0
0.0
Theoretical Water Spread' , '
TTa =
'.
Theoretical Spread for Discharge outside the Gutter Section W (T - W)
Tx TH =
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)
E. =
Theoretical Discharge outside the Gutter Section W, carded In Section Txnf
Ox TH =
Actual Discharge outside the Gutter Section W, (limited by distance TCROWe)
Ox =
•
Discharge within the Gutter Section W (Od - Ox)
Ow =
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)
OBACK =
.
Total Discharge for Major & Minor Storm
O =
Flow Velocity Within the Gutter Section
V =
'd Product: Flow Velocity Times Gutter Flowline Depth . _
V•d =
Slope -Based Depth Safely Reduction Factor for Major 8 Minor (d > 6") Storm
R =
Max Flow Based on Allow. Gutter Depth (Safety Factor Applied)
- Od =
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied),
d =
'
Resultant Flow Depth at Street Crown (Safety Factor Applied)
cICROWN
20.8
20.8
19.8
- 19.8
0.142
0.142
0.0
0.0
0.0
0.0
0.0
'_ 0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
SUMP
SUMP
SUMP
SUMP
ft
ft
cfs
cfs
cfs
cfs
cfs
fps
cfs
inches
inches
Minor Storm Major Storm
Max. Allowable Gutter Caaacltv Based on Minimum of or O=I SUMPI SUMP cfs
MINOR STORM max. allowable capacity OK, - greater than flow given on she ' � et'O-Peak-
MAJOR STORM max. allowable capacity OK - crosier than flow oivan on shaet'O-Peak'
LID-Inlet_v2.14c.xls, G-Allow,
1/27/2009, 1:35 PM
1
t
1
1
1
Design Infompalon- _-
MINOR
MAJOR
Type of Inlet
Type =
CDOT Type R Curb Opening
Local Depression (additional to continuous gutter depresslon W hom'(D-Flow)
_
1.00
1.00 Inches
Number of Unit Inlets (Orate or Curb Opening)
No =
1
1
Grate Information
MINOR
MAJOR
Length of a Unit Grate
4 (0) _
N/A N/A eat
Width of a Unit Grate -
We =
N/A
N/A feat
area Opening Ratio for a Grata (typical values 0.15-0.00)
F��. -
N/A
N/A
logging Factor for a Single Grate (typical value 0.60 -0.70)
C, (G) _
N/A
N/A
rate Weir Coefficient (typical value 3.00) _
C. (G) _
N/A
N/A
rate Orifice Coefficient (typical value 0.07)
C. (G) -
N/A
- N/A
Curb Opening Information - -
_
- MINOR
MAJOR
Length of a Unit Curb Opening -
Lo (C) _
5.00
5.00 feet
Height of Vertical Curb Opening In Inches - ..
H„h =
4.00
4.00 Inches
Height of Curb Orgke Throat In Inches
Hw,w =
3.95
3.85 Inches
Angle of Throat (see USDCM FigureST-6). ,.
Theta =
63.4
63.4 degrees
Side Width for Depression Pan (typically the gutter width of 1 feet)
W, =
1.00
- 1.00 feet
Clogging Factorfor a Single Curb Opening (typical value 0.10)
Ci (C) =
0.10
0.10
Curb Opening Weir Coefficient (typical value 2,30-3,00) -
C. (C) _
2.30
2.30
Curb Ooenlno Orifice Coefficient (typical value 0.67 - -
C, (C) _
0.67
0.67
ssultin Gutterow a orO is C acil� In Sump
MINOR
MAJOR
Clogging Coefficient for Multiple Units
Coef =
N/A
N/A
Clogging Factor for Multiple Units
Clog =
N/A
N/A
Grate as a Weir"
`
Flow Depth at Local Depression without Clogging (0 cfs grate; 1.9 cfs curb)
d„ _
WA
N/A Inches
This Raw Used for Combination Inlets Only '. -
dwb,e =
N/A
N/A Inches
Flow Depth at Local Depression with Clogging (0 cfe grate, 1.9 cfs curb)Inches
This Row Used for Combination Inlets Only
dwee=
N/A
N/A Inches
reta as an Orifice -
MINOR
MAJOR
Flow Depth at Local Depression without Clogging (0 cis grate, 1.9 cfs iurb)
d„ =
aa,memeeese.ee.e.
N/A
N/A Inches
Flow Depth at Local Depression with Clogging (0 cfe grate. 1.9 cfs curb) ..
d.. =
N/A
N/A Inches
Resulting Gutter Flow Depth Outside of Local Depression -. '
d..ar, _
NIAJ
WA Inches
Resultino Gutter ow Death for Curb Ooenina Inlet C.owltv In a Sump
MAJOR.
Clogging Coefficient for Multiple units its
Coef
„MINOR
f
1.00
Clogging Factor for Multiple Units
Clog =
0.10
0.10
Curb as a Weir, Grate as an Orifice -
MINOR
MAJOR "
Flow Depth at Local Depression without Clogging (0 cfs grate, 1.9 cfe curb)
d., =
2.94
6.12 Inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 1.9 cfs curb)
d„ =
3 10
,e,mme a 441Inches
Curb as an Orifice, Grata as an Orifice
-
MINOR'
MAJOR
Flow Depth at Local Depression without Clogging (0 cfs grate, 1.9 cfe curb)
da =
2.32
6.74 Inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 1.9 cfs curb)
de. .=
2.45
7.91 Inches
Resulting Gutter Flow Da th Outside of Local De rasslon
d,.c,,,e=
210
O.B1 Inches
Resultant Street o Ito s -
MINOR
MAJOR
Total Inlet Length -
• L =
5.0
5.0 feel
Total Inlet Interception Capacity (Design Discharge from O-Peek)
Q. =
1.9
5.7 cfs
Resultant Gutter Flow Depth (based on sheet O-Allow geometry)
d =
' 2-10
0.01 inches
Resultant Street Flow Spread (based on chest O-Allow geometry)
T -
4.6
15.0 ft. >T-Crown
Resultant Flow Depth at Street Crown
deeseN =
0.00
2.28 Inches
UD-Inlet v2.14c.ids, Inlet In Sump
1/2712009, 1:35 PM
I I
I
Worksheet for Outlet Swale to Spring Creek
Project Description nO,Kpgt rk%
Flow Element. Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Normal Depth
nout Data',"l."'Tawd.
7N 0
k`=7,f �,i, U,
RON "I',,
Roughness Coefficient: 0.030
Channel Slope: 0.02000
Wit
Left Side Slope: 0.33
ft/ft (H:V)
Right Side Slope: 0.33
ftIft (H:V)
Bottom Width: 4.00
Discharge:
it
1.00
113/s
Results
7W ii?777
Normal Depth:
0.14 ft
Flow Area:
0.56
ft.
Wetted Perimeter:
4.29
ft
Top Width:
4.09
ft
Critical Depth:
0.12
ft
Critical Slope:
0.02793
ft/ft
Velocity:
1.80
We
Velocity Head:
0.05
ft
Specific Energy:
0.19
ft
Froude Number:
0.8rl-
Flow Type:
Subcritical
IGVF. ippyt Dart, l if
Downstream Depth:
0.00
ft
Length:
0.00
ft
Number Of Steps:
0
, it
GV . 1. Output Data
Upstream Depth:
0.00
ft
Profile Description:
N/A
Headloss:
Downstream Velocity:
0.00
0.00
ft
ft/s
Upstream Velocity:
0.00
ft/$
Normal Depth:
0.14
ft
Critical Depth:
0.12
ft
Channel Slope:
0.02000
ft/ft
I I
II
No Text
Cross Section for Outlet Swale to Spring Creek
' Project Descnption
7 _.
Flow Element:
Trapezoidal Channel
' Friction Method:
Manning Formula
Solve For:
Normal Depth
Section Data
Roughness Coefficient
0,030
Channel Slope:
0,02000
ft/ft
Normal Depth:
0.14
ft
Left Side Slope:
0.33
ft/ft (H-V)
Right Side Slope:
0,33
ftIft (H:V)
'
Bottom Width:
4.00
ft
Discharge:
1,00
fP/s
0.14 tt
4.00 fl
f l L
H: 1
No Text
Proposed. Detention Pond.-, Stage/Storage
LOCATION: PFA #4
PROJECT NO: 1094-052-00.' -
COMPUTATIONS BY: '. SMB
DATE: 3/9/2009
V = 1 /3 d (A + B + sgrt(A`B)) .
where V = volume between contours, ft3
'
'
d = depth between contours, ft
A = surface area of contour
'
WATER QUALITY REQD ;
0.04 (Ac-Ft)
DETENTION REGD ,
0.26 (Ac-Ft)
TOTAL READ.
0.30 (Ac-Ft)
Stage
(Elev)
Surface
Area
(Ft"2)
Incremental
Storage :
(Ac-ft).
Detention
Storage
(Ac-ft)
Total
Storage
(Ac-ft)
5067.6
0
-
5068.0
502
0.00 ..
0.00
0.00
5068.8
5165
0.04
0.00
0.05
5069.0
6331
0.03
0.03
0.07
5070.0.
14051
0.23
0.25
.0.30
. 5070.5
16623 .
0.18
0.43
0.48
'5071.0
19195
0.21
0.64
0.68
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
Interwest Consulting Group
March 9, 2009
PFA #4
1, Basin Storage Volume
1, = 39.00
%
A) Tributary Area's Imperviousness Ratio (i = I, / 100)
1 = 0.39
B) Contributing Watershed Area (Area)
Area = 2.300
acres
C) Water Quality Capture Volume (WQCV)
WQCV = 0.18
watershed inches
(WQCV =1.0 ' (0.91 • Is - 1.19. 12 + 0.78 • M
D) Design Volume: Vol = (WQCV / 12) • Area • 1.2
Vol = 0.0408
acre -feel
2. Outlet Works
A) Outlet Type (Check One) x Ori0ce Plate
Perforated Riser Pipe
Other:
B) Depth at Outlet Above Lowest Perforation (H)
H =
1.20
feet
C) Recommended Maximum Outlet Area per Row, (Ao)
A. =
0.2
square inches
D) Perforation Dimensions:
I) Circular Perforation Diameter or
D =
0,500
inches
ii) Width of 2" High Rectangular Perforations
W =
inches
E) Number of Columns (nc, See Table 6a-1 For Maximum)
nc =
i
number
F) Actual Design Outlet Area per Row (A.)
A,, =
0.2
square inches
G) Number of Rows(ruf
nr=`
_'4
.:number
H) Total Outlet Area (A,,)
Ao, = ':'":1-.0.7
square inches
3. Trash Rack
A) Needed Open Area: A, = 0.5 • (Figure 7 Value) • Ao,
A, _ '26 . square inches
B) Type of Outlet Opening (Check One)
x < 2" Diameter Round
2" High Rectangular
Other:
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
i) Width of Trash Rack and Concrete Opening (W ttnc)
from Table 6a-1
W�.n�= 3 inches
it) Height of Trash Rack Screen (HrR)
HrR = 44 inches
01-21-09 UD-BMP_v2.06.xls, EDB 319/2009, 11:02 AM
STEEL CHANNEL FORMED WP
OPTIONAL CONCRETE WING WALL (TYP.) INTO CONCRETE SIDES (Wo+6")
AND PAD (END OF PAD TO MATCH Woo.{
END .OF WING WALL)
i - Ls 3-6., . WATER QUALITY (WQ)
\ \ '(MIN.) HOLE
\ \. I I 3/8"xl" FLAT ° I 01
• (TYP.), SEE.
66•I0 0 TABLE
OR BAR HOLDING
3/8" ROUND0 0
5 TRASH RACK TWISTED CROSS I I FRAME Io 0 0I
1/4"PLATE, WELDED 51' 1" GRATING
TO GRATE, WITH \ - (3/8"-ROUND OR BAR 1"x3/8" I I a. Io o o d
3/8"x6" THREADED BOLT \ A B TWISTED CROSS D I WELL SCREEN "I0 0 oI
BEARING
TO FASTEN GRATE. DOWN BARS AT 3" O.C., N0. 93 (U.S. ^
(TYP. OPP. SIDE) WELDED TO 1"x3/8" BAR I I e X Io 0 oI °.°. 1/4" (MIN.) THICK
FILTER STAINLESS � a
BEARING BARS AT7
I I STEEL OR ° ° 10 0 01 STEEL FLOW CONTROL
2 1/2" O.C.) EQUAL) PLATE
° °
LID
STAINLESS STEEL ANCHOR BOLTS OR BOTTOM ROW OF 3" (Typ.) STAINLESS STEEL.
I I I INTERMITTANT WELDS ON TOP AND SIDES ,. HOLES TO BE AT ANCHOR BOLT ,(TYP.)
w I I \ INVERT':OF PLATE
Q I ----------
WELL -SCREEN FLOW CONTROL PLATE
I I CENTERLINE OF SECTION A -A SECTION B-B
i FLOW I' OUTLET PIPE
3 3 CONTROL — — — —
I _ PLATE I
C I C.
N-
I I - — - — — — — cN SECTION LINE A -A (ARROWS
N #4@12" POINT IN DIRECTION SECTION
LEGEND
3/8"x6" BOLTS 12" D.C. �' �' #4 HOOP O.C. IS VIEWED)
I TO HOLD HINGE IN PLACE BAR
0 2 1 4° FROM EDGE OF META ABBREVIATIONS
E
L OR
-GRATE,(TYP. OPP. SIDE) CLR: CLEARANCE TYP. TYPICAL .
2' LIP (TYP.) PIPE
DIA. DIAMETER Wo WIDTH OF CONCRETE OPENING
12
- - _ _. -
1/4 METAL PLATE LAP /J
TO COVER OPENING
(FASTEN WITH 3/8"x6" 3„ 1 #4.D
ELEV. ELEVATION Wp WIDTH. OF PLATE
- ' - INV. INVERT- WQ WATER QUALITY
,WELL SCREEN NO. 93 TYP. AG MIN. MINIMUM Ws WIDTHOFSTRUCTURE
` DIAGONAL `
TREADED BOLTS) CL ( )
.(U.S. FILTER STAINLESS A. B D : 3/8"x6" BOLTS 1.2" O.C: }— O.C. ON CENTER # NUMBER
STEEL:OR EQUAL) PLAN TO HOLD HINGE IN PLACE, . 4% FL� % 4% #4�912" O.C. OPP. OPPOSITE ® AT
2-1/4" FROM EDGE OF
GRATE (TYP. OPP. SIDE SPILL L .'
iD
\\/
1 4" PLATE, WELDED. TRASH RACK
/. (NOTE 5)
ELEV C
/ ///i//�\��\� .
Additional Notes
TO GRATE, WITH :, _
3/8"x6" THREADED. BOLT
4: OR .3
•-
SECTION D-D
Optional concrete .pod and optional wing
TO FASTEN GRATE DOWN.
ELEV.. B
walls not used for this structure.
Length of Wall from face of well screen
#4®12" OUTLET PIPE
to invert - 4,6„.
WELL SCREEN NO.. 93
#4@12"
GENERAL NOTES
Invert at Flow Control Plate = 4967.6
(U.S. FILTER STAINLESS
1. CONCRETE SHALL BE CLASS B. MAY BE CAST -IN -PLACE OR PRECAST.
Invert at ORifice Plate = 4967.5
o
.STEEL OR EQUAL) -
— — — — — — — — — — —
2.. REINFORCING BARS SHALL BE EPDXY COATED AND DEFORMED, AND SHALL
Oifice Plate Shall be 30'W x 18"H
r
3
- ..
FLOW CONTROL.
..
HAVE A MINIMUM. CLEARANCE.
Orifice Diameter = 3".
= CONCRETE PAD WITH USE
..
PLATE :.
3: STEPS SHALL BE .PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6"
Spec and attnchemen of orifice to
S t plate
are the some as the .flow control plate.
ELEV.
A (POND INV.)
5067.6
ELEV:
B (WQCU ELEV)
5068.8
ELEV.
C
5070.0
SPILL ELEV.
5070.0
Dwo (12" MIN.)
1.2'
Ls
5'-0"
Ws
4'-0"
Wo
6"..
HOLE DIA.
1/2",
WQ
# OF ROWS
4
# OF COLUMNS
1
OF OPTIONAL WING WALLS. 3" 100-YEAR OUTLET' 3 1/2" AND SHALL BE IN ACCORDANCE WITH AASHTO M 199.
ORIFICE PLATE x1 1/2" 3" CLR.' 4. ALL TRASH .RACKS SHALL BE MOUNTED -USING STAINLESS STEEL HARDWARE AND
CLR. ° KEY PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS.
ELEV. A 5 TRASH RACKS SHALL BE STAINLESS STEEL,' ALUMINUM, OR STEEL. STEEL TRASH
— — — — RACKS SHALL BE HOT DIP TGALVANIZEDEANDAMAY.BEMHOT POWDER PAINTED AS
GK WATER QUALITY
AFTER GALVANIZING. - -
#4@12" OUTLET STRUCTURE
DOWEL WITH USE OF
CONCRETE PAD .
#4®12
#41_®12" #4®18"
SECTION C-C
CITY OF FORT COLLINS UTILITIES DETAIL'S
:m STORMWATER UTILITY
P.O. BOX 580, FORT COLLINS, CO. 80522 DRAWN BY: T. Cox DETAIL
970 221-6700 DATE .DRAWN: 8/15/05
LAST DATE REVISED:11/7/06 D 4 6
CAD FILE NAME: D46.dwg
■
DETENTION VOLUME CALCULATIONS` '
Rational Volumetric.(FAA) Method
'. 100-Year .Event
' LOCATION: PFA 44
PROJECT NO: 1094-052-00
COMPUTATIONS. BY: SMB .
' DATE: 1/26/2009:
Eouations: Area trib. to pond = . 2.3
' Developed flow = Qp = CIA C (100) 0.62
Vol. In = Vi =.T C I A =.T Qo Developed C A 1.4
Vol. Out = Vo -K QPo TRelease rate, QPo = 1.0
' storage = S = Vi - Vo K =. 1.0
Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall
1
acre
acre
cfs
from fig 2.1)
Storm
Duration, T
(min)
Rainfall
Intensity, I
' (in/hr)
Qo
(cfs)
Vol. In
Vi
(ft)
Vol. Out
Vo
(ft)
Storage
S
(ft)
Storage
S
(ac-ft) .
5
9.95
14.2
4257
300
3957
0.09
10.:
7:72
11.0
6605
..600
6005
0.14
20
5.60 .
8.0
9583
1200
8383
0.19
30
4.52
6.4
1.1602
1800
9802
0.23
40
3.74
.5.3 :
12800
- 2400
10400
0.24
50.
3.23
4.6
13818
3000
10818
0.25
60.
2.86
4.1
14682
3600
11082
0.25
70
2.60
3.7
15572
4200
11372
0.26
80
2.34
3.3
16017
4800
11217
0.26
90
2.17
3.1
16710
5400
11310
0.26
100
1.99
2.8
17026
6000
1.1026
0.25
110
1.87
2.7
17600
6600
11000
0.25
120
1.75
2.5.
17968
7200
10768
0.25
130
1.66 -
2.4
18464
7800
10664
0.24
140
1.57
2.2
18806
8400
10406
0.24
150
1.48
2.1
18994'
9000
0094
0.23
160
1.42
2.0
19439
9600
9839
0.23
170
1.36
1.9
19781
10200
9581
0.22
180
1.29
1.8
19867
10800
9067
1 0.21
' 100=yr.Event, Outlet Sizing .
LOCATION:. PFA #4
' PROJECT NO: 1094-052-00
COMPUTATIONS BY: " SMB
' DATE:. 1/26/2009
Submerged Orifice Outlet:
' release rate is described by the orifice equation,
Qo = CoAo sqrt( 2g(h-Eo)):
where Qo orifice outflow (cfs),
' Co orifice discharge coefficient .
g= gravitational acceleration = 32.20 ft/s
Ao a effective area of the orifice (ft`)
' Eo =, greater of geometric center elevation of the orifice or d/s HGL (ft)
h='watersurface elevation (ft)
do = 1.00 cfs
outlet p�P i e dia = D - 15.0 in
' Invert elev. = 5067.60 ft (inv: "D" on outlet'structure)
Eo = 5068.60 ft (downstream..HGL for peak •100 yr flow from FlowMaster)
h 5070.00. ft - 100 yr WSEL
' Co. 0.65
' solve for effective area of orifice using the orifice equation
AD = 0.162 ft`
= 23.3 in`
' orifice dia. = d =. 5.45 in
Check.orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
' d/ D .= 0.36
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Red = 40/(ndv) = 2.30E+05
' Co = (K in figure) = 0.65 check
Use d = 5 112 in
' AD .= 0.165 23.76 �n
Qmax = 1.02 cfs
1
' orifice - 100yr, 01-21-09 Detention Pond A.xls
No Text
1
� ..
,. ,
'.
E '
ITEM
QUANTITY
JUNIT
COST/UNIT ITOTAL
COST
Silt Fence
485
LF
$3
$1,455
Straw Bale Barrier
0
EA
$150
$0
Inlet Protection
2
EA
$150
$300
Construction Entrance_
1
EA
$550
$550
Subtotal
Contingency (50%)
Total
$2,305
$1,153
$3,458
CITY RESEEDING COST
Reseed/Mulch
3
ACRE
.. $775
$2,325
Subtotal
Contingency (50%)
Total .
$2,325
$1,163
$3,488
EROSION CONTROL ESCROW AMOUNT. $3,488
CONSTRUCTION SEQUENCE
PROJECT: PFA #4 DATE: 01-28-09
Indicate by use of a. bar line when` construction will occur and when BMP's will be ins tolled/removed
in relation to the CONSTRUCTION, phase. ..
-CONSTRUCTION PHASE (MONTH)
1
2.
"3
4
5
6
7 •,
8
9
10
11
12
GRADING (INCLUDES OVERLOT)
OVERLOT
DETENTION / WQ PONDS
SWALES, DRAINAGE WAYS, STREAMS
DITCHES
PIPELINE INSTALLATION (INCLUDES. OFFSITE)
WATER
SANITARY SEWER,
STORM SEWER
CONCRETE INSTALLATION INCLUDES OFFSITE)
AREA INLETS
CURB INLETS
POND OUTLET STRUCTURES
CURB AND GUTTER _
BOX CULVERTS AND BRIDGES.
STREET INSTALLATION INCLUDES OFFSITE
GRADING / BASE
PAVEMENT
MISCELLANEOUS (INCLUDES OFFSITE) .
DROP STRUCTURES
OTHER LIST
BEST. MANAGEMENT PRACTICES
STRUCTURAL
SILT FENCE . BARRIERS
CONTOUR FURROWS:(RIPPING/DISKING)
SEDIMENT TRAP / FILTER
VEHICLE TRACKING PADS
FLOW BARRIERS BALES, WATTLES, ETC)
INLET FILTER
SAND BAGS
BARE SOIL PREPARATION
TERRACING
STREAM FLOW DIVERSION
RIPRAP
OTHER LIST
VEGETATIVE
TEMPORARY SEED PLANTING
MULCHING / SEALANT
PERMANENT SEED PLANTING
SOD INSTALLATION
NETTING/BLANKETS/MATS
OTHER LIST
a
:ov $
w ti
w
U o v
0 .
0"o 0
..:
0
00cu
G O•
O ro
F" �
..� .� .�
Mh N
S C3 p
O
n
p
.n.V
�.��
O
pd
O,o 'b
. ..
I•'II
��
V W 3
N
O
1
1
i.
1
i
1
1
1
1
1
1
1
PROJECT: PFA Station No. 4 STANDARD FORM B
COMPLETED BY: ES DATE: 27-Jan•09
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
ROADS/WALKS
1.00
SMOOTH CONDITION
STRAW MULCH
p
ESTABLISHED GRASS
0.08 ,
ROUGHENED GROUND .
SEDIMENT BASIN/ WQ POND
0.90
0.50
INLET PROTECTION
0.80
SILT FENCE
0.50
WATTLE BARRIERS
0.80
EFF = (I -C"P)• 100'
MAJOR
SUB
BASIN AREA
EROSION CONTROL METI4ODS
BASIN
- BASIN
(Ac)
C=lo;isilo.0 + 0-Lo Taoi)+
R.,,N,N���
1.5
P,,6
Interest Consulting Group ,
' 1218 West Ash, Suite C.
Windsor, Colorado
EFFECTIVENESS CALCULATIONS = DURING CONSTRUCTION
PROJECT: PFA Station No. 4 STANDARD FORM B
COMPLETED BY: ES .. DATE: 27-Jan-09
EROSION CONTROL
C-FACTOR r
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL.
ROADS/WALKS
1.00
SMOOTH CONDITION
STRAW MULCH
0.66.
ESTABLISHED GRASS
08
ROUGHENED GROUND
SEDIMENT BASIN/ WQ POND
0.90
0.50
INLET PROTECTION `
0.80'
SILT FENCE
0.50
WATTLE BARRIERS
0.80 '
EFF = (1-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
. r:
;��: �,rcra-�c
..D;q
C=`[0, o.oll+Ct. 003
OS
5-S Ir A, S
I f v-lQ
= (U
TOTAL AREA = �.
TOTAL EFF = 970
REQUIRED PS = 72.8% Q K '
01-21-09 Erosion Cost.xls 1 of 1
No Text
DRIVE
CONCORD DRIVE ZONE X
NEWPORT
DRIVE %,. . t
1%ANNUAL CHANCE YORKTOWN YORKTOWN AVENU
ROOD DISCHARGE YORKTOWN
CONTAINED IN CULVERT COURT
5054
DRAKE ROAD AU
tORE
'
�.
FOX
y I
L)K!
ATWIN
4
e
3'5065
• NE X
5087,
e
0'FREMONT
y fir,
COURT
a'
HULL STREET-
1
1
1,
1
1
MAP SCALE 10 = 500'
0 SIM
0 150
1000
E3 FEE7
300
PANEL 0986F
FIRM
5050
FLOOD INSURANCE RATE MAP
LAIURWER COUNTY,
COLORADO
AND INCORPORATED AREAS
PANEL 986 OF 1420
(SEE MAP INDEX FOR FIRM PANEL LAYOUT)
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX
-
'FORT COWNS, CITY OF 0SH02 0M F
. • ...
LAMU RCOUNTY 000101 OM F .
&JA
City of FortC01
Notice to User. The Map Number shown below
080102
should be used when placing map orders; the
Community. Number shown above should be
used on insurance applications for the subject
community.
MAP NUMBER
08069CO986F
EFFECTIVE DATE
DECEMBER 19, 2006
Federal Emergency Management Agency
This is an oficial copy of a portion of the above referenced flood map., tt
was extracted using F-MIT On -Line. This map does not refect changes
-
or amendments which may haw been made subsequent to the date on the
title block. For the latest product information about National Rood Insurance
Program food maps check the FEMA Flood Map Store at www.msc.fema.gov
page 1
' Attac pli tion fee, payable to Fluodplain Use Permit updated 01108.
City or o lins. If floodplain analysis (City of Fort Collins Code, Section 10727)
is required, attach additional $300 for a.
total fee of $325.
Section kd%t'ner and Property Information
M
' Petitioner name �/h.�,Gr�tr %111tnLLQ(A�f IJ_1i�Ui1�1
1"
City FFState CZip3��ay
Legal description and/or address of property Nk) 4 e� d.ec: 02 � � �/y _ 26 9 �
n i ..sl r. A
Description of proposed project (check all that apply): ❑ new structure ❑ addition ❑ remodel ❑ redevelopment
' Cl mobile homelbuilding D attached garage ❑�nccessory structure M fill ®excavation q change of use
nother(describe) _ ret.� krw�'
• if
Existing use (check one): ❑ residential ❑ non-residential ❑ mixed -use Nvacant ground
Proposed use (check one):❑residential Dnon-residential Omixed-use ®other s¢eScnVrati✓
If non-residential or mixed -use, describe in detail:
• Critical facility? .❑'yes in no
• Type of foundation (check one): ❑slab -on -grade ❑basement Ocrawl space (attach pg. 3, crawl space worksheet)
❑ enclosed area.not subgrade ❑ other (describe)__.
Remodels and Redevelopment Only
' • . Cost of improvement for,this project: (submit itemized cost list ofimprovement;) tttcl-
• Value of structure: (submit Countyassessor''s raiser'svaluation ofstructure)
• Cumulative value of Improvements:
' Substantial improvement? Oyes ®no
' SeEtton'C• Floodplatn lnformatiari'i
Vertical Datum Conversion:
Floodplain designation: O Poudr�e, River W FEMA basin ❑ City basin I NGVD 29 + 3.0 ft. =NAVD 88
Floodplain name:_�4
FEMA base flood elevation (BFE) (ifapplicable): _ 50(og, 0 tp- NGVD 29 S'� �f • 0 NAVD 88
' FEMA zone (check one): ❑A RAE ❑AH ❑AO ❑X-500 OX
• City floodplain BFE: (if applicable) NGVD 29 Zone: 0100-year
' Regulatory flood elevation (highest BFE + freeboard) "G 9-5— AL NGVD 29 •5-0-72.5 4L NAVD 88
(freeboard requirements on pg. 2)
• Floodway: eyes ❑ no (if yes, include technical evaluation that shos no -rise" rCity Code 10-45.)
1
'• Erosion buffer limit: Dyes no .e�r�T�hm,. r1'�d��u�iut% aLa .ems^z
oQwr4v, ul
� .>'11U CiG.t�:(ti4.Lnn'VCi' (i`
page2
Section D: Regulatory Requirements
• Structure is: o elevated ❑ floodproofed ❑ vented ® n/a
• .If floodproofed, describe method used:.
Benchmark used: Elevation of benchmark: NGVD 29
• Lowest existing ground elevation: NGVD 29 Highest existing ground elevation: NGVD 29
• Lowest finished ground elevation: NGVD 29 Highest finished ground elevation: NGVD 29
Lowest floor elevation (Refer to City Code 10-37(d)): NGVD 29 NAVD 88
• Elevation of garage slab: NGVD 29 NAVD 88
Lowest elevation of HVAC equipment: NGVD 29 NAVD 88
• Enclosed area (not elevated or floodproofed): , square feet
r Number of vents: Area of venting: square inches
• Requesting variance from City Code ❑ yes uno
(lf yes, attach variance application with additional $300 variance fee. Variance application can be obtained from Fort
Collins Utilities. Variance request requires consideration by the Water Board.)
• Requesting waiver based on capital project construction in City_designated floodplain Dyes a no.
(Ifyes, attach waiver application which can be obtained from Fort Collins Utilities. Waiver request requires consideration
of Utilities General Manager.)
For structures: Attach.building plans showing foundation design, flood elevation,floor elevations, HVAC elevations,
size and location of vents, flood proofing design and other relevant information.:
' Forsite work: Attach site and grading plans and other relevant information.
For property in a Noodway: Attach No -Rise Certificate and documentation.
' X
c
C
a
7.
Signature of petitioner: Date: A, 7 /o q
Signature of owner.. ca-k n " fi r Date:2 1d
Floodplain use permit: ❑approved ❑denied: Permit N Paid. Date: rn/ t7�1b=
Signature of floodplain administrator: Date:
Comments:
10
Freeboard requirements: City Code 10 37
Poudre River: Twenty four (24) inches above the base flood elevation
•. FEMA basin AND City basin floodplain:
'
=New construction and redevelopments: eighteen (18) inches above base flood elevation.
-Additions_and substantial improvements: six (6) inches above base flood elevation.
'
Accessory structures: six (6)) inches abovebase flood elevation or meet nting requirements.
If you have,questions or need assistance filling out forms, contact Fort. Collins Utilities at:
• Phone: (970) 221-6700
'
• TDD: (970) 224-6003
• Web:fcgovcom/stormwater
c�ryotFarccow�,5
''
• E-mail: utilities@fcgov.com
Utilities
No Text
r
I
0
re
N
W
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 of ao is 6 Sri v ai cV o
(JLi/UI) Allsu9;Ul
Duration
(minutes)_
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year. '
Intensity
in/hr
5.00
2.85
4.87
9.95
6:00
2.67
4.56
9.31
7.00
2.52
4.31
8.80
8.00
2.40
:.4.10
8.38"
9.00
2.30
3.93
8.03
10.00
2.21
3.78
7.72
11.00.
2.13 .
3.63"
7.42
12.00
2.05
3.50
7.16 .
13.00
1.98 "
3.39
6:92
14.00 ..
1.92.
3.29 "
6.71.
15.00
1.87
3.19 .
.6.52
16.00.
1.81
3.08
6.30 .
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75 "
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00 ...
1.53
2.61
5.32
23.00
1.49
2.55
5.20
24.00
1.46:
2.49
5.09
25.00
1.43'
2.44
4,98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1.34
2.29 ,
4.69
29.00.
1.32
- 2.25
4.60 .
30.00
1.30 :.
2.21 ` .:
4:52
1
PAGE 23
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(Typi
r -
r
GER&LORISEDLAK
j
Ij
Loro6
Lo
Lor6s
0
i
30 15 0 30 60 z 3i
0
Gn
SCALE: 1"- 30- z
So
0 V\
LEGEND
HI RJC DRAINAGE BASIN DIVIDE LINE
DRAINAGE BASIN MMBM
[NOR =RM RUNOFF 00EFFIC1EM
DRAINAGE BASIN mFA
DESIGN MW
HISTORIC DIRECTION OF GNFTL.AND FI
I
DRAINAGE SUMMARY TABLE
DESIGN
POINT
AREA
DESIG.
AREAI
ACRES
C 10
C 100
1 Te 10
IIIIIN)
To 100
I (MIN)
02
(CFS)
Q 100
(CFS)
HI
H-1
2.3
1 0.22
0.27
1 11.7
1 11.7
1
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
811
CALL 2-BUSNESS DAYS IN )kDVMM
BEFORE MI DIG. MADE. OR MVAM
FOR THE MMWNG 01' UNDVitmWND
'EMSM UTIUMM
SD
W ,
0 OD 0
C(b,, CND
Z 0-fb
1 0
zurg
LL. 2 t6 (3)
it w z id
IL I Ir 3 z
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0
LL
0
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W� Mo aj
PROD. NO. 1094
1 OF I
7-77
\ 1 '_' I - =c - _..�\ _ �-�.. •yam / _.._,';
A- \���i •�1�..�.,1:/ ��-. `�1 �I,I� � / R�
30 15
O 30 60
SCALE: 1'= 30'
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
811
fell �-IUuaEa oATs w AOVAMQ
elTnIF. M art EXaVATE
ruR THE
MNwwc a unmwawo
IIDMm uTMTEz
NOTES: LI
1. STORM SEWR ER PIPE SHALL BE RCPVWATERTIGIHTJOINTS. ALLSEWER STORMSHALL
BE INSPECTED BYTHE CD OF FORTCOLLNS.
2. ONSITE IMPROVEMENTS NOT INCLUDING WATERM N) ARETO BE PRNATELYCW ED AND
/ R
MAINTAINED.
3. ALL SANRA ER.SUTORMSL LJCRO WE
PO OER" IENWSEA LLA nONS.S LL CCOONNFORR EL EN7RIY
STANDARDSAND SPECIMCATIONSCURRENTATTHE DATE OFAPPROVALOFTPLA,NSB
THE LOCAL ENRTY ENGINEER.
/R
PROPOSED AND WILLBE DEDICATED BYTHE PLAT. EASEMENISARE
LABEL EASNT'HE
f1 LABED ON THE ITY PLAN.
UTIL URL
5. THE DRIVES WDHIN THE SITE WILL BE PRNATELY OWNED AND MANTAINED. THERE WILL
�(J BE NO PUBLIC MANTENANCE OFTHE DRIVE.
Q; CUTS BE DETERMINED
RE APPROXIMATE.LLREP
/
IN EFSOFSTR E
GINEE ]REi EI
ACCORIELDBYTHECRYENGINEERINEPAIR CTOR ALL REPAIRS SHALL REIN
3QV ACCORDANCEVVITHTHE CRY SIAEET REPAIR STANDARDS.
i
W 7. NO OFF SITE GRADING IS PROPOSED V R THIS DEVELOPMENT.
m S. SEE LANDSCAPE PLAN FOR REVEG5TATON METHODS AND DETAILS.
%
R
I 9.ALLS-EVATIONSSHOW4ARETHEN43VD 1929UNADJUSTEDDATUM.
�•
I 10.ALLFLOODPLAINANDFLO OWAYINFORMANONLSSHOWNONSHEETIO.
11. A FLOODPLUN USE PERMIT WILL BE REQUIRED FOR EACH SITE CONSTRLKD lELEMENT
---- IN THE FLOODPLAIN(TIRE DETENTION FOND. SANITARY SEWER, LANDSCAPING. AND OUTLET
PIPE AND REVETMEMJ.
12. THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED
---_ FOR PROTECTION FROM THE I OOYEAR STORM.
LOT66
DRAINAGE SUMMARY TABLE
DESIGN
PgNT
AREA
OE9Q
AI✓E'J1
C 10
C 100
Te 10
MIN
Te 100
MIN
010
CFS
0 100
CFS
1
1
1.
--OW
0.87
58
5.0
1J.81
11.4
2
2
0.7
O29
0.36
1L7
11J
0.7
1.7
J
1 OS
1 1.0
1 0.24
1 O.JO
1 11.7
1 11.7
0.8
1 21
4
1 X
1 0.5
1 0.88
1 1.0
1 5.0
1 5.0
1 2.4
1 5.0
POND SUMMARY
POND A
WO VOLUME REWIRED
0.D4 AC."
w0 VOLUME PROVIDED
0.05 AC.FT
WO ELEVATION
5008.8
DETE14TI N VOLUME REWIRED
0.26 AC.FT.
DETENTION VOLUME PROVIDED
0.30 AC.FT.
100 1R WATER SURFACE
5070.0
SPILLWAY ELEVATION
5070.0
TOP OF BERM ELEVATION
5071.0
TOTAL VOLUME PROVIDED
0.J5 AC.FT.
100 YR RELEASE RATE
1 CFS
LEGEND
a
N
N
O
0 L3np](DO
a W9I OCD
Oy�
4 K zu'9
w LL fZmm
a 0 Ir3 0
Np
XLL
p _0UEL
IL
LL
Q ��\`
Iw W
RIOIOSEO DRAINAGE � OMLE L8@
/�^/�\� VTp VENICLE TRACgNG CGNlRL1. PAO
W DRAPIACE BLyTMA®FA
MWIX(5}ORII, f.UNOF£CC6FlCIFM O _
DMPiAGERAgNAfEA 1< GRT FENCE
Q OFSKN FC4lT OW I1 WALE
m
m
Q
W
C
v PROPOSED MRECl10N OF WEIBANO FLOW O 9 IM.Ef RtG16lYN1
�
_
f
T
O
0
C2
Ott OF FORT COLLINS. COLORADO
0
3
a
u
UTILITY PLAN APPROVAL
APPROVED:
OTY DWM03t
Mh
CHECKED BY:
wIER a WAsrtWAIIR Dnutt
wlE
CHECKED BY:
slawrMmU uTun
WTF
CHECKED BY:
PNws a REOiFA
mM
PROJ.N0. 108905200
CHECKED BY:
mu MUMm
IMrz
8 OF 17
CHECKED BY:
xnRnw_ usnnas
o�rz
I
30 15 O 30 60
/f SCALE: V - 30'
:ALL URUTY NOTRCATION
CENTER OF COLORADO
811
FALL 2-WETNESS OAK IN ADVANCE
BUM YOU DIG. WADE, M EXCAVATE
FOR NE MARKING DI UNDERGRWHD
MEMBER VTUTR
NOTES.
1. STORM SEWER MPE SHALL BE RCP WITH WATERTGH JOIWS. ALL STORM SEWER SIFO LL
BE INSPECTED BYTHE CTEY OF FORT COLLIN3.
2. ONSITE IMPROVEMENTS MOT INCW DING WATERMAIM ARE TO BE PRIVATELY OWNED AND
MAINTAINED. +'-
3. ALL SANITARY SEWER, STORM SEWER. ANDWATER LINE CONSTRUCTION. ASWELL AS
POWER AND OTHER "DRY" UFILITY INSTALLATIONS. SHALL CONFORM TOTHE LOCAL ENTITY
STANDARDS AND SPECIRDATIONSCURRENTATTHE DATE OF APPROVAL OFTHE PLANS BY
TIRE LOCAL ENTRY ENGINEER.
4, ALL EASEMENTS ARE PROPOSED AND WILL BE DEDICATED BYTHE PLAT. EASEMENTS ARE
LABELED ONTHE UTILITY PLAN,
5. THEDRIVESWITHINTHES "LLBEPRIVATELYOWNEDANDMAINMNED. THERE WILL
Q� BENO PUBLIC MAINTENANCEOFTHE DRIVE.
E*JS, 6. LIMITSOFSTREETCUTSHOWNAREAPPROXIMATE. FINALUMEFSARETOBEDETERMINED
INTIFEFIELDS� ACCORDANCEYWRIITHE CITY SERE REPAAIR STANDARDS.EPAIRS SHALL BE IN
T. NO OFF SITE GRADING 15 PROPOSED WITH THIS DEVELOPMENT.
S. SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS.
m 9. ALL ELEVATIONS SHOWN ARE THE NGVD 1929 UNADJUSTED DATUM.
10. ALL FLODIP AM AND FLODWAY INFORMATION IS SHOWN ON SHEET 10.
11. A FLODPLAIN USE PERMIT WILL BE REWIRED FOR EACH SITE CONSTRUCTION ELEMENT
---- IN THE FLODPLAIN THE DETENTION POND. SANITARY SEWER, LANDSCAPING. AND OUTLET
PIPE AND REVETMENTT.
12. THE TOP OF FOUNDATION ELEVATIDNS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED
FOR PROTECTION FROM THE I CDYEAR STORM.
DRAINAGE SUMMARY TABLE
MgGN
AREA
AREA
ACIQ$
C M
C 100
Tc 10
MIN
Tc 100li
MIN
BBBBBIDEgfn
1
I
1.3
0.28
0.87
S.fi
5.0
2
2
0.7
0 m
0.36
11.T
n.7
3
05
1.0
0.24
0.W
11.7
It.]
a
%
0.5
0.88
1.0
5.0
5.0
POND SUMMARY
POND A
VA VDLUME REWIRED
0.04 AC.FT
M VOLUME PROMDED
0.05 AC.FT
WO ELEVATION
5O8B8
DETENTION VOLUME REWIRED
0.25 ACYT.
DETENRON VDUBME PROMDED
0.30 ACYT.
100 YR WATER SURFACE
5070.0
SPILLWAY EULMDN
5070.0
TOP OF BERM OVATION
50T1.0
TOTAL VOLUME PROMDED
0.35 AC.FE
IDO YR RElfASE RATE
1 CFS
LEGEND
HiJWSED GRMNPGE MUN DNIDE LINE
NUMBED
MINORDRAINAGE RMRASIN
MWORSEORM COEFFICIENT
DRAINAGE BAS.NPRFA
NAREA
QDESIGN
Point
-�
FROrosEOwRecnonasovERUND FLOW
VTC VEHICLE TRACKING COVEROU FWD
O-% SILTREN
OW /\ WATTLE
IP 8 INLET PROTEcwe
CITY OF FORT CMUNS, COLORADO
UTIUTY PLAN APPROVAL
Or FNGNEa
DAM
CHECKED
BY:
WATER A wAsrzwAlm uFun
DArz
CHECKED
BY:
sTWMwA umunun
WTE
CHECKED
BY:
FueaAt MMEAEATW
DATE
CHECKED
BY:
AMIC MG m
DAIS
CHECKED
BY:
xArvxA REsaxccs
DArz
HIM
a
N
M
0Lw a w$I
SUQQGo
)@gN
fGp44b
0pz B
zUrN
a LL NAn
n KIr3z
j 0OIi
IL_u�a
LL
z
a
J
I�
z
F'
D
U
Q
Z
O
mul
0
0
�a
o
a
w
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a
O
z
a
a
K�
Q
q
O
v
z
sW
n
0
PROL. NO
8 of 17