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May 9, 2014
City of Ft. Collins rov Playas
Approved By
Date -a
7
FINAL DRAINAGE REPORT FOR
MILESTONE APARTMENTS
Fort Collins, Colorado
Prepared for:
Milestone, Terra Vida II LLP
1400 16th Street, 6th Floor
Denver, Colorado 80202
Prepared by:
NORTHERN
ENGINEERING
4 200 South College Avenue, Suite 10
C� Fort Collins, Colorado 80524
Phone: 970.221.4158 Fax: 970.221.4159
w vv.northemengineering.conn
Project Number: 514-002
NorthernEnaineerina.com // 970.221.4158
'
NORTHERN
ENGINEERING
May 9, 2014
'
City of Fort Collins
Stormwater Utility
'
700 Wood Street
Fort Collins, Colorado 80521
ADDRESS: PHONE:970.221.4158 WE$SrrE:
'200 S. College Ave. Suite 10 WEBSITE: nepgineering:com
Fort Collins, CO 80524 FAX: 970.221.4159
RE: Final Drainage and Erosion Control Report for
MILESTONE APARTMENTS .
Dear Staff:
Northern Engineering is pleased to submit this Final Drainage and Report for your review. This
report accompanies the Project Development Plan submittal for the proposed Milestone
Apartments development.
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.
amox.
Aaron Cvar, PE
Project Engineer
INORTHERN
ENGINEERING
Milestone
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION .......... :......................................................... 1
A. Location.............................................................................................................................................1
B. Description of Property ..................................................................................................................... 2
Floodplain.... :..................................................................................................................................... 4
DRAINAGE BASINS AND SUB-BASINS....................................................................... 4
MajorBasin Description....................................................................................................................4
DRAINAGE DESIGN CRITERIA................................................................................... 5
Regulations........................................................................................................................................ 5
B. Four Step Process..............................................................................................................................5
C. Development Criteria Reference and Constraints............................................................................6
D. Hydrological Criteria.........................................................................................................................6
E. Hydraulic Criteria..............................................................................................................................6
G. Modifications of Criteria..............................................................................:....................................6
' IV. DRAINAGE FACILITY DESIGN.................................................................................... 6
A. General Concept...............................................................................................................................6
B. Specific Details..................................................................................................................................8
' V. CONCLUSIONS........................................................................................................9
A. Compliance with Standards..............................................................................................................9
1 B. Drainage Concept..............................................................................................................................9
References....................................................................................................................... 10
APPENDICES:
APPENDIX A— Onsite Hydrology and Hydraulics
APPENDIX A.1— Rational Method Calculations
APPENDIX A.2— Inlet Calculations
APPENDIX A.3— Storm Line Calculations
APPENDIX A.4— Riprap Calculations
APPENDIX A.5— LID / Water Quality Calculations and Information
'
APPENDIX
B — Erosion Control Report
APPENDIX
C . — Banner Health Medical Campus Master Drainage Exhibit
APPENDIX
D — Precision Drive Drainage Plan
' Final Drainage Report
■V INORTHERN
ENGINEERING
Milestone Apartments
LIST OF TABLES AND FIGURES:
Figure 1 — Aerial Photograph................................................................................................ 2
Figure 2— Proposed Site Plan................................................................................................ 3
Figure 3 — Existing Floodplains.............................................................................................. 4
MAP POCKET:
Proposed Drainage Exhibit
Final Drainage Report
NORTHERN
ENGINEERING
M
1,
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I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
LOCATION
2. The project site is located in the northeast quarter of Section 4, Township 6 South,
Range 68 West of the 61h Principal Meridian, City of Fort Collins, County of Larimer,
State of Colorado The project site is located on the east side of Lady Moon Drive, and
just north of Precision Drive
3. The project site lies within the East Harmony portion of the McClellands Creek Master
Drainage Basin.. Per the "East Harmony Portion of the McClellands Creek Master
Drainage Plan Update", by Icon Engineering; August 1999 (Ref. 6), onsite detention
is required with a release rate of 0.5 cfs per acre in the 100-year storm event.
4. Areas directly adjacent to'the project site on the west, east are currently undeveloped.
The Terra Vida 1 Apartments (submitted as "Presidio Apartments", Ref. 6) exist just
to the south of the project site. The existing Hewlett Packard campus is located just
north of the project site on the north side of Harmony Road. The Fossil Creek.
Reservoir Inlet Ditch is located roughly 1/4 mile east of the site.
Final Drainage Report
1
NORTHERN
ENGINEERING Milestone Apartments
B.
5. Any offsite flows that would enter the site on the west are intercepted by the existing
Lady Moon Drive storm line.
Description of Property
1. The development area is roughly 10.2 net acres.
Figure 1 — Aerial Photograph
2. The subject property currently consists mostly of vacant ground. There are three
existing residential lots and associated structures along Lady Moon Drive, that are to
be incorporated into this development. Existing ground cover generally consists of
open pasture and some native seeding. Existing ground slopes are generally mild
(i.e., 1 to 5±%) through the interior of the property. General topography slopes from
west to east towards the Fossil Creek Reservoir Inlet Ditch
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, which falls into Hydrologic Soil Group B.
4. The proposed project will develop the majority of the existing site, constructing an
apartment complex. Parking areas and associated utilities will be constructed. The
Detention/water quality pond currently under review with the Banner Health Medical
Campus which will to be constructed just to the northeast of the site has been
designed to incorporate all necessary detention, water quality, and L.I.D. (Low Impact
Design) requirements for the Terra Vida 2 site.
Final Drainage Report 2
(NORTHERN
ENGINEERING
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Figure 2— Proposed Site Plan
5. The Fossil Creek Reservoir Inlet Ditch is located roughly 1/4 mile east of the project
site, and runs parallel to the site from north to south. There are no other major
irrigation ditches or related facilities in the vicinity of the project site.
6. The proposed land use is an apartment complex.
Final Drainage Report 3
,V NORTHERN
ENGINEERING Milestone Apartments
C. Floodplain
1. The project site is not encroached by any City or FEMA floodplain.
Figure 3 —Area Floodplain Mapping
2. No offsite improvements are proposed with the project.
II. DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description
3. The project site is located within the East Harmony portion of the McClellands Creek
Master Drainage Basin.
B. Sub -Basin Description
4. The subject property historically drains overland towards the Fossil Creek Reservior
Inlet Ditch, located roughly 1400 feet east of the project site. A more detailed
description of the project drainage patterns follows in Section IV.A.4., below.
5. Areas to the east of the site drain into an existing storm line within Lady Moon Drive
and are conveyed south in the existing storm system.
11
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Final Drainage Report q 1
(NORTHERN
ENGINEERING Milestone AP
' 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:
NO Conserving existing amenities in the site including the existing vegetated areas.
'
NA Providing vegetated open areas throughout the site to reduce the overall imperious
area and to minimize directly connected imperious areas (MDCIA).
'
Nil 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 extended detention methods prior to exiting the
site.
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 where none previously existed,
sediment with erosion potential is removed from the 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:
No Trash, waste products, etc. that were previously left exposed with the historic trailer
' park will no longer be allowed to exposure to runoff and transport to receiving
drainageways. The proposed development will eliminate these sources of potential
pollution.
Final Drainage Report 5
■� INORTHERN '
ENGINEERING
Milestone Apartments
C. Development Criteria Reference and Constraints '
The subject property is tied currently developed properties adjacent to the site. Thus, '
several constraints have been identified during the course of this analysis that will
impact the proposed drainage system including:
NO Existing elevations along the property lines will generally be maintained. ,
NO As previously mentioned, overall drainage patterns of the existing site will be
maintained.
Na 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 8O`h 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, no part of the subject property is located in a City or FEMA '
regulatory floodplain.
4. The proposed project does not propose to modify any natural drainageways. '
F. Modifications of Criteria '
1. The proposed development is not requesting any modifications to criteria at this time.
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. '
Final Drainage Report 6
' INORTHERN
ENGINEERING
Milestone Apartment
2. The offsite detention/water quality pond, referred to as the "ODP Pond", currently
' under review with the Banner Health Medical Campus, will be constructed just to the
northeast of the site. The pond has been designed to incorporate all necessary
detention, water quality, and L.I.D. (Low Impact Design) requirements for the north
' portion (Basin 1 - 3.88 acres) of the Terra Vida 2 site. Please see the Banner Health
Master Drainage Exhibit provided in Appendix C. The portion of the Terra Vida 2 site
that was anticipated to drain to the "ODP Pond" is identified on this exhibit as "Basin
4". There will be 0.16 acres less than originally anticipated draining to the "ODP
' Pond" from the Terra Vida 2 site.
It is noted that the offsite ODP Pond was previously agreed to by City Stormwater to
provide all water quality and L.I.D. measures for both the Terra Vida 2 site, noted as
"Tract I" in the Banner Health Medical Campus project, as well as "Tract K" (just
northeast of the Terra Vida 2 site) and "Tract M" (just east of the Terra Vida 2 site).
' 3. The offsite storm sewer system in Precision Drive, which was recently constructed,
will receive and convey storm runoff from the south portion of the Terra Vida Site
(5.67 acres). Please see the Precision Drive Drainage Exhibit, provided in Appendix
' D (excerpt from approved Final Drainage Report submitted as "Presidio Apartments",
now referred to as "Terra Vida 1 Apartments", Ref. 6). The portion of the Terra Vida
2 site that was anticipated to drain to the previously approved Precision Drive storm
sewer system is identified in this exhibit as."Basin 1", "Basin 2", and a portion of
"Basin 3". There will be 0.13 acres more than originally anticipated draining to the
Precision Drive storm sewer system from the Terra Vida 2 site.
' 4. A list of tables and figures used within this report can be found in the Table of
Contents at the front of the document. The tables and figures are located within the
sections to which the content best applies.
5. The drainage patterns anticipated for proposed drainage basins are described below.
' Basins lA and 1B
Basins lA and 1B will consist of apartment complex development. These basins will
generally drain via parking and drive curb and gutter to inlets and an internal storm
' drain system. This system will tie to the offsite storm line system currently under
review with the Banner Health Medical Campus. This offsite storm system will convey
runoff to the offsite detention/water quality pond, referred to as the "ODP Pond",
' currently under construction with the Banner Health Medical Campus, just to the
northeast of the site.
' Basin 2
Basin 2 rooftops and landscaped areas. This basin will generally drain via sheet flow
into the Lady Mood Drive R.O.W. Runoff will be collected in the existing Lady Moon
Drive storm sewer system and directed to the existing offsite detention pond within the
Willow Brook Subdivision.
Basins 3A - 3D
Basins 3A through 3D will consist of apartment complex development. These basins
will generally drain via parking and drive curb and gutter to inlets and an internal
storm drain system. This system will tie to the offsite storm line system in Precision
Drive, which was recently constructed and will drain to the existing offsite detention
pond within the Willow Brook Subdivision.
Final Drainage Report 7
■V INORTHERN
ENGINEERING
Basins 4A and 4B
Basins 4 A and 4B will consist of rooftop area and landscaped area. These basins will
sheet flow into adjacent Right of Way, and will result in minimal impact to adjacent
Right of Way drainage systems.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
B. Specific Details and LID Requirements
Basins 1A and 1B detention, water quality and L.I.D. (Low Impact Design)
requirements will be met within the offsite "ODP Pond", currently under review
with the Banner Health Medical Campus project. This pond will be
constructed just to the northeast of the site. The pond has been designed to
incorporate all necessary detention, water quality, and L.I.D. (Low Impact
Design) requirements for the north portion of the site noted as Basin 1 (3.88
acres). A storm line system collecting all runoff from Basin 1 will be
connected to the proposed storm line system running within Cinquefoil Lane to
be constructed with the Banner Health Medical Campus project.
Basin 2 drains to the existing Lady Moon Drive storm sewer system, and
detention/water quality requirements will be met within the existing offsite pond within
the Willow Brook Subdivision.
Basins 3A through 3D detention, and water quality requirements will be met
in the offsite Willow Brook Subdivision pond. L.I.D. requirements will be met
onsite and will consist of a series of L.I.D. measures as follows:
1. The main storm line system within these basins (Storm Line B), which will
be utilized for collecting the majority of drainage for these basins, will
begin with a series of modified rain gardens generally at all landscaped
areas around buildings. The detail of these modified rain gardens shows a
sumped area in with a perforated standpipe. This standpipe will drain to a
series of collection pipes which connect to the main storm line system.
2. Storm Line B will utilize a "Snout' water quality feature within the final
inlet connection prior to the daylight point of the storm line system at the
Rain Garden. This water quality feature will be combined with a sumped
inlet design and will sere to reduce pollutants such as floatables, trash,
free oils, and sediment.
3. A Rain Garden will be provided at the daylight point of the main storm
line system within these basins (Storm Line B) as shown on the Drainage
Exhibit. The Rain Garden has been graded to provide a water quality
capture volume of 3167 cubic feet, at a depth of 12-inches. The volume
provided is slightly less than what would be required if this were the only
L.I.D. measure; however, with the combination of other L.I.D measures,
this volume is adequate based on discussion with City staff.
Please see Appendix A.5 for calculations and reference material pertaining to
L.I.D. measures.
Final Drainage Report
1
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' INORTHERN
ENGINEERING
Milestone Apartments
' V. CONCLUSIONS
A. Compliance with Standards
I 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 all applicable City of
Fort Collins Master Drainage Plans.
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.
' B. Drainage Concept
1. The drainage design proposed with this project will effectively limit any potential
damage associated with its stormwater runoff as all runoff is being captured and
routed to offsite drainage facilities which have either been previously approved by the
City of Fort Collins or are in the review and approval process with the City of Fort
Collins.
' 2. The drainage concept for the proposed development is consistent with all applicable
City of Fort Collins Master Drainage Plans.
1
Final Drainage Report 9
■V (NORTHERN
ENGINEERING
References
1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,
November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
2. 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.
3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation
Service, United States Department of Agriculture.
5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008.
6. Final Drainage and Erosion Control Report for Presidio Apartments, Northern Engineering,
December 21, 2009.
Final Drainage Report 10
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APPENDIX A.1
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APPENDIX A.2
INLET CALCULATIONS
�l
INLET CAPACITY SUMMARY
Project: 514-002
By: ATC
Date: 11/1/2013
Inlet
ID
Inlet
Type
Inlet
Condition
Design
Storm
Design
Flow
(CFS)
Inlet
Capacity
(CFS
A
Single Combination
On -Grade
100 r
2.80
4.30
A2
Double Area
Sump
100- r
2.80
19.90
AS
Double Combination
Sump
100 r
10.70
20.10
A8
Single Combination
On -Grade
100- r
4.10
4.30
A13
Single Area
Sump
100- r
2.50
5.10
81
Double Combination
Sump
100- r
0.60
0.60
131-1
Double Combination
Sump
100-yr
9.40
9.40
B3
Single Area
Sump
100-yr
3.60
5.10
B4
Single Area
isump
100-yr
3.50
5.10
B5
Single Area
isump
100-yr
3.50
5.10
C1
Double Combination
ISUMP
100-yr
1.70
11.70
INLET IN A SUMP OR SAG LOCATION
Project. 514-002
Inlet ID w SUMP COMBINATION INLET - B1
, -Lo (C)-{
XCurb
X-Vert
Wo
W
Lo (G)
in inrormanon Import
of Inlet
Irdst Type
Depression (additional to Wmeu ius gutter depression 'a' fmm'O.AIbW)
awe:
ter of Unit trials (Grate or Cub Opening)
No:
I Depth at Fbwline (outside of li depression)
Ponding Depth
161fpI anion
h of a Unit Grate
L, (G)
i of a Unit Greta
W,'
Opening Ratio for a Grate (typicat values 0 15-0.90)
A 4
prig Factor for a Single Greta (typical vaWs 0 50 - 0.70)
Cn (G):
r Weir Coefficient (typical value 2 15 - 3.60)
C. (G)'
On fire Coefficient (typicat value 0.60 - 0 80)
C, (G),
Opening info rm s n
In of a Unit Curb OPersng
L. (C):
I of Vertical Cut, Opening in Inches
N.,n'
I of Curt, Orifice Throat in Ind
Xsv'
I of Throat Isae USDCM Fgu t ST5)
Theta:
Width for Depression Pan (typically the goner w1dM of 2 feet)
Wa'
)ing Factor for a Single Cub Opening (typical value 0.10)
G (C)'
Opening Weir Coefficient ttypical value 2.33.6)
C. (C):
MINOR MAJOR
CDOT/Denier 13 Combination
2,00
2
1.00
270
3.00
1.73
0.43
0.50
050
3.30
0.60
MINOR MAJOR
3.00
6.50
525
0.00
2.00
0.10 0.10
rhos
rhos
❑J Derrbe CepMs
list
set
Grebe Flow Anshisis lCalculatecil
MINOR
MAJOR
Clogging Coefficient for Multiple Units
Cold
1.50
1.50
Clogging Factor for Multiple Units
Cog -1
0.36 1
0.38
Grab Capacity as a Web (based on UDFCD - CSU 2010 Study)
MINOR
MAJOR
Interception withoul Cbgg... g
Q. =1
0.09 1
0.86
cis
Interception with Cbgging
a- =1
0.06 1
0.54
cls
rYe Capacity as a OrObe (based on UDFCD - CS 2010 Study)
MINOR
MAJOR
Interception without Cbgging
Q.
700
1070
ca
Interception with Clogging
Oo,=
4.38
6.59
ds
nab Capacity as Mixed Flew
MINOR
MAJOR
Interception without Clogging
O,w-
0.73
2.81
cis
Interception with Clogging
0,,,=
0.46
1.76
cis
Resulting Greta Capacity (assumes clogged condition)
Oar
0.08
0.54
efs
ilculatedl
MINOR
MAJOR
Clogging Coefficient for Multiple Units
Loaf =
1.00
1.00
Clogging Factor for Multiple Units
Clog =
008
0.08
Curb Openbsg as a Web (based on UDFCD - CSU 2010 Study)
MINOR
MAJOR
Intecepton without Cbgglrg
O.„=
0-01
0.10
cfe
Interception win Clogging
0-=
0.01
0.09
cls
Curb Opening" an Orifice (based on UDFCD - CSU 2010 Study)
MINOR
MAJOR
Interception without Clogging
Q.
6.95
8.70
cis
Interception win Clogging
Q.
6.37
7.98
cts
Curb Opening Capacity as Mixed Flow
MINOR
MAJOR
Interception without Clogging
0.
0.19
0.81
cis
Interception with Clogging
a-
0.18
0.74
ds
Rastltbg Curb Opening Capacity (assumes clogged condition)
Oeue
0.01
0.09
eb
au Bares Ae...fnrMML.r..
MIN(Ni
MAnIR
Inlet Length
tarn Street Flow Spread (based on sheet O-Allow geometry)
tant Flow Depth at Street Crown
it Inlet Interception Capacity (assumes clogged condition)
NING Inlet Capacity less Man O Peak for Minor and Major Storms
L -
6.00
6.00qir
st
T-
1.0
46
4aows-
0.0
0.0
Chas
MINOR
MAJOR
Qa '
0JIs
0.33
CtE
sausaa=1
1.00
1e40
da
514-002_UD-ttlel-0.12-SUMP COMBO-pl. Inlet In Sump
112612013, 12:41 PM '
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INLET IN A SUMP OR SAG LOCATION
Project • 514-002
Inlet ID • BLIMP COMBINATION INLET - Bt-1
,r-Lo (C)--.,r
H-Curb H-VeH
We
Wp
W
o (G)
of Inlet
Depression (additional to continuous guitar dephheu0n'e' from'O-AIbW )
er of Unit Inlets (Grata or Curb Opening)
r Depth at Fbwire (outside of local depression)
, Information
In of a Unit Grate
, of a Unit Grate
Opening Ratio for a Grate (typical values 0. 150.90)
ping Factor for a Single Grate (typical rants 0.50 -0.70)
t Weir Coefficient (typical value 2.15 - 3.60)
Onfice Coefficient (typical vats 0.60 - 0.60)
Opening Information
.n of a Unit Curt, Opening
s of venues) Cub Opening in Inches
it of Cub Office Threat in Itches
t of Tiniest (see USDCM Figure ST-5)
Width for Depression Pan (rypiwly the guner width of 2 feel)
ping Factor for a Single Curt, Opening (typical vakre 0.10)
Opening Weir Coefficient (typical value 2.3-3.6)
ng Coefficient for Multiple Unfit,
rig Factor for Multiple Unis
Capaciy as a Weir (based on UDFCD - CSU 2010 Study)
,coon without Clogging
Mlicr with Clogging
Capacity as a Crake (based on UDFCD - CSU 2010 Study)
,poor without Clogging
)ption with Clogging
Capacity m Mired Flow
,peon without Clogging
,prior with Clogging
ling Coefficient for Mulliple Units
ling Factor for Mueiple Units
Opening as a Weir (based on UDFCD - CSU 2010 Study)
option without Clogging
option with Clogging
Opening as an Orifice (batted on UDFCD - CSU 2010 Study)
option wiltoul Cbgglrg
action with Cbggirg
Opening Capacity as Mined Flow
option without Cbggirrc;
Inset Length
tent Street Flow Spread (based on sheet ¢Allow, geometry)
taro Flow Depth at Steel Crown
II Inlet Interception Capacity (assumes clogged condition)
NING. Iriet Capacity less than D Peak for MAJOR Sturm
MINOR MAJOR
Inlet Type =
CDOT/Denver 13 Combination
4aw=
2.00
1
itches
No -1
2
Pending Depth =
6.00
7 40
inches
QO rion Deoms
MINOR MAJOR
L.(G)=
300
feat
W.
1.73
feel
A. =
0.43
C,(G)=
0.50
050
C. (G)=
3.30
C.(G)=
0.60
MINOR
MAJOR
^M
Hw.a
Thata •
W. •
Ci(C)=
C. (C) •
C.(C)•
ovW
5.25
0.00
.
2.00
0.10
0.10
3.70
0.66
MINOR
MAJO
Coat =I
1.50
1.3850
clog =
0.33
0.
MINOR
MAJOR
Ow =
5.83
9.73 cis
O«'
3.64
6.08 cis
MINOR
MAJOR
Oa=
15.54
17.19 cf
0..=
971
1074 cis
MINOR
MAJOR
895
12.02 05
O..'
5.53
7.52 CZ
1ot.. •
3.04
6.0e c/s
MINOR
MAJOR
coof =1
100
1.00
Clog ml
0.08
a.08
MINOR
MAJOR
0.„ =1
3.02
5.85 cis
Z77
5.36 nor
MINOR
MAJOR
Qd.j
11.35
12.31 do
Om =
10.41
11.28 defs
MINOR
MAJOR
O,. =
5.04
7.29 cis
Om. =
4.62
6.69 cis
6.00
6.00
16.8
22.0
0.5
1.9
INUI
5.30
set
UT -Crown
rches
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514-002y0.1nlei_0.12_SUMP COMBO. Inlet In Sump
/1/262013. 1236 PM
INLET IN A SUMP OR SAG LOCATION
Project = 514-002
Inlet ID = SUMP COMBINATION INLET -C7
.(-Lo (C)-T'
NLurb
N-Vert
Wo
WP
W
Lo(G)
to Information (Noun
of Intel
Depression (additional to continuous gutter depression 'a* from 'O-AroW )
her of Unit Inlets (Grate or Curb Opening)
r Depth at Flomas (outside of local depression)
:Information
h of a Unit Gri
i of a Unit Grate
Opening Ratio for a Grate (typical takes 0 15-0 90)
ling Factor for a Single Grate (typical vale 0.50 - 0 70)
Weir Coefficient typical take 2 15 - 160)
omits Coefficient (typical vale 0 60 - 0.80)
Opening Information
h of a Unr Cub Openry
4 of Vertical Cub Opening in Inces
0 of Curb Ones Throat in Inches
of Throel (see USDCM Figure ST-5)
Width for Depression Pen (typically the gutter worth of 2 feat)
ling Factor for a Single Crab Owning (typical vale 0.10)
Opening Weir Coefficient (typical value 2.3.3.6)
Opening Orifice Coefficient (typical vake 0.60-0.70)
r Flow Analysis (Calculated)
ling Coefficient for Multiple Unfits
ling Factor for Multiple Units
i Capacity as a Weir (based on UDFCD - CSU 2010 Study)
spoon without Clogging
option with Clogging
n Capacity as a Orifice (based on UDFCD - CSU 2010 Study)
option without Clogging
epho, with Clogging
i Capacity as Mbrs l Flow
eption withoul Clogging
option with Clogging
II^9 Grate Capacity (assumes clogged condition)
OoenMa Fbw AruMIs (Calculated)
ling Coeffoiem for Manhole Unils
ling Factor for Multiple Units
Opening as a Weir (based on UDFCD - CSU 2010 Study)
opium, without Clogging
option with Clogging
Opening as an Orlflce (based on UDFCD - CSU 2D10 Study)
option without Clogging
option with Clogging
Opening Capacity as Mixed Flow
option without Clogging
option with Clogging
Inlet Length
land Street Flow Spread (based on sheet O-Allow geometry)
Iant Flow Depth at Street Crown
II Inlet Interception Capacity (assumes clogged condition)
tWG: Inlet Capacnv less than 0 Posit for Minor and Major Storms
MINOI
Inert Type =
auw =
No =
Forcing g DepN =
MIND
L. (G) _
W.
Ar.e =
G (G) _
C. (G)=
C.(G)•
MINDI
L.(C)= 3.00
N ,. ^ 6.50
Nara, 5.25
TMts= 0.00
Wa• 2.00
MAJOR
m
COOTIDsa m 13 Cobiretion
2.00
2
00 400
3.00
3.00
1 73
0.43
0.50
050
3.30
0.60
xles
noes
)'+ D,errtle cepols
set
hot
ci(C)•
0.10
0.10
C.(C)=
3.70
C.(C)=
0.66
..
MINOR MAJOR
Cost = ISO 1.50
Clog = 0.38 0.38
MINOR MAJOR
0., = 0.09 2.19 cis
0..= 0.06 1.37 cfs
MINOR MAJOR
Q. = 7.00 12.83 cis
O®= 4.38 8.D2 cis
MINOR MAJOR
0,.,= 0.73 4.92 cis
0.46 3.08 cis
h Own • 0.06 1.37 e
MINOR MAJOR
Coot = 1.00 1.00
Clog 0.08 Coe
MINOR MAJOR
0.01 072 cls
Q„= 0.01 0.66 cis
MINOR MAJOR
O.= 6.95 9.83 cis
0..= 6.37 9.01 cis
MINOR MAJOR
Oa,.= 0.19 2.28 cis
0.,. = 0.18 2.09 cis
Ocwa• 0.01 0.66 tier
uwnta
ua.vlo
L =
6.00
6.00
fast
T=
1.0
9.4
It
dracee=
0.0
0.0
Inches
MINOR
MAJOR
Q. �
0.06
1.89
Cis
5141g2_UWntel_0.12_SUMP COMBO-ct. Inlet In Sump
11126'2013. 12.43 PM I
Area Inlet Performance Curve:
Inlets B4, 65, B6
Governing Equations:
At low flow depths. the inlet will act like a weir governed by the following equation:
Q = 3 .0
P H ,
' where P=2(L+M
• where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equatioQ = 0. 67 A (2 gH ) "
• where A equals the open area of the inlet grate
• where H corresponds to the depth of water above the centroid of the cross -sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
Stage - Discharge Curves
9.00
8.00
Weir Flow
7,00
--o-Orifice Flow -- - -
w 6.00
u
m 5.00
a
`m
4.00 -
t
u° 3.00 -
'o
2.00 - - -
0.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60
0.70 0.80
0.90 1.00
Stage (ft)
If H > 1.792 (A/P), then the grate operates like an orifice, otherwise it operates like a weir.
Input Parameters:
Type of Grate: Area Inlet
Length of Grate (ft): 1.98
Width of Grate (ft): 1.35
Open Area of Grate (ft'): 1.88
Flowline Elevation (ft): 0.000
Allowable Capacity: 50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation Weir Flow
Flow
Flow
Depth Above Inlet (ft) (ft) (cfs)
(cfs)
(cfs)
0.00 0.00 0.00
0.00
0.00
0.10 0.10 0.32
1.59
0.32
0.20 0.20 0.89
2.25
0.89
0.30 0.30 1.64
2.76
1.64
0.40 0.40 2.53
3.19
2.53
0.50 0.500 3.54
3.56
3.54
0.60 0.60 4.65
3.90
3.90
0.70 0.70 5.86
4.22
4.22
0.80 0.80 7.16
4.51
4.51
0.90 0.90 8.54
4.78
4.78
1.00 1.000 10.00
5.04
5.04
INLET ON A CONTINUOUS GRADE
Project: 514-002
Inlet ID: ON GRADE COMBINATION INLET - GENERAL
41 Lo (C)--a
N-Cwb F41
We
W
�� Lo (G)
Type of mill
Loral Depression (additional to mritinfots gibter oegassion'a' lien O-AbW)
otal Number of Units in the Inlai (Grate or Curt, Opanrg)
Length of a Single Unit Inlet (Grate or Curb Opening)
Width of a Unt Grate (cannot be greater than W from O-Allow)
Clogging Factor for a Single Until Grate (typical in vaWe = 0.5)
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)
Type=
gotµ -
No =
Lo=
W. =
CrG =
CrC =
MINOR MAJOR
Inches
1t
It
CDOT/Dmer 13 Combination
2.0
" -
1
3.00
BD4
1.73
7
0.20
020
0.10
0.10
S I > W
Total Intel interception Capacity
Total Inkl Carry -Over Flow (flow' bypassing inlet)
Capture Percentage - OJoe
D �
tie'
CX�
MINOR
2.8
22
56
MAJOR
4.3 Jef.
5.7
43
cf.
%
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514002 UD-Inlet v3. 12 SINGLE COMBO ON GRADE, Inlet On Grade 11/26/2013. 2:18 PM '
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Area Inlet Performance Curve:
Single Area - General
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation: Q = 3 .0 P H I 5
' where P=2(L+IN)
where H corresponds to the depth of water above the flowline
At higher Flow depths, the inlet will act like an orifice governed by the following equatioQ = 0.67 A (2 gH ) 0
• where A equals the open area of the inlet grate
• where H corresponds to the depth of water above the centraid of the cross -sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
Stage - Discharge Curves
9.00
8.00
-4 Weir Flow
7.00
-0_ Orifice Flow
w
6.00
m 5.00
m
4.00
L
a
3.00
'o
2.00
1.00
0.00 ..
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00
Stage (ft)
If H > 1.792 (A/P), then the grate operates like an orifice, otherwise it operates like a weir.
Inout Parameters:
Type of Grate:
Area Inlet
Length of Grate (ft):
1.98
Width of Grate (ft):
1.35
Open Area of Grate (ft):
1.88
Flowline Elevation (ft):
0.000
Allowable Capacity:
50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
0.00
0.00
0.00
0.00
0.10
0.10
0.32
1.59
0.32
0.20
0.20
0.89
2.25
0.89
0.30
0.30
1.64
2.76
1.64
0.40
0.40
2.53
3.19
2.53
0.50
0.500
3.54
3.56
3.54
0.60
0.60
4.65
3.90
3.90
0.70
0.70
5.86
4.22
4.22
0.80
0.80
7.16
4.51
4.51
0.90
0.90
8.54
4.78
4.78
1.00
1.000
10.00
5.04
5.04
Area Inlet Performance Curve:
Double Area - General
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation: = 3 . O P H I ,
` where P=2(L+M
• where H corresponds to the depth of water above the llowline
At higher flow depths, the inlet will act like an orifice governed by the following equatiaQ = 0. 67 A \ ! 2 gH l tt
" where A equals the open area of the inlet grate• 1
where H corresponds to the depth of water above the centroid of the cross -sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
Stago ' mcharge Curves
25.00
-+^ Weir Flow
20.00
t Orifice Flow
15.00
-
m
rn
m
� 10.00
0
5.00
0.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00
Stage (ft)
If H > 1.792 (A/P), then the grate operates like an orifice: otherwise it operates like a weir.
Input Parameters:
Type of Grate: Area Inlet
Length of Grate (ft): 3.96
Width of Grate (ft): 2.70
Open Area of Grate (ft2):
7.48
Flowline Elevation (ft):
0.000
Allowable Capacity:
50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
A
(cfs)
(cfs)
(cfs)
0.00
0.00
0.00
0.00
0.00
0.10
0.10
0.63
6.36
0.63
0.20
0.20
1.79
8.99
1.79
0.30
0.30
3.28
11.02
3.28
0.40
0.40
5.05
12.72
5.05
0.50
0.500
7.06
14.22
7.06
0.60
0.60
9.29
15.58
9.29
0.70
0.70
11.70
16.83
11.70
0.80
0.80
14.30
17.99
14.30
0.90
0.90
17.06
19.08
17.06
1.00
1.000
19.98
20.11
19.98
I
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APPENDIX A.3
STORM LINE CALCULATIONS
1
: 1
' Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(cfs)
(in)
(ft)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
No.
1
PIPE Al
15.87
24 c
76.6
4897.73
4898.42
0.901
4902.59'
4902.77'
0.06
4902.83
End
2
Pipe -(135).
11.71
24 c
27.5
4898.42
4898.67
0.909
4903.01'
4903.05'
0.03
4903.08
1
3
PIPE A3
11.71
24 c
6.0
4898.67
4898.72
0.838
4903.08'
4903.09'
0.03
4903.12
2
4
Pipe -(107)
11.71
24 c
93.0
4898.72
4899.56
0.903
4903.12'
4903.24'
0.10
4903.34
3
5
PIPE A4
11.71
24 c
38.8
4899.56
4899.91
0.903
4903.34'
4903.39'
0.10
4903.48
4
6
PIPE A6
6.22
18 c
78.0
4900.41
4900.91
0.641
4903.51'
4903.64'
0.03
4903.67
5
7
Pipe - (133)
1.87
18 c
71.0
4900.91
4901.38
0.662
4903.84'
4903.85'
0.00
4903.85
6
8
Pipe - (134)
1.87
18 c
10.1
4901.38
4901.44
0.598
4903.85'
4903.86'
0.00
4903.86
7
9
PIPE A7
1.87
18 c
65.0
4901.44
4901.86
0.646
4903.86'
4903.87'
0.00
4903.87
8
10
Pipe -(108)
1.87
18 c
47.1
4901.86
4902.17
0.659
4903.87'
4903.88'
0.01
4903.89
9
11
PIPE A8
1.87
18 c
48.0
4902.17
4902.48
0.646
4903.89
4903.90
0.01
4903.91
10
12
PIPE A9
1.87
18 c
34.2
4902.48
4902.70
0.644
4903.91
4903.91
0.00
4903.91
11
13
Pipe -(109)
1.87
18 c
76.8
4902.70
4903.20
0.651
4903.91
4903.88
0.04
4903.93
12
Project File: StormLineA.stm
Number of lines: 13
Run Date: 02-21-2014
NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; 'Surcharged (HGL above crown).
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a
Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(cts)
(in)
(ft)
(A)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
No.
1
PIPE B1
20.60
24 c
38.1
4899.06
4899.25
0.498
4900.67
4900.87
0.69
4901.55
End
2
PIPE B2
10.60
18 c
299.0
4899.25
4900.75
0.502
4901.89'
4903.35'
0.56
4903.91
1
3
PIPE B3
10.60
18 c
56.0
4900.75
4901.03
0.500
4903.91'
4904.18'
0.56
4904.74
2
4
PIPE B4
7.00
18 c
59.0
4901.03
4901.32
0.492
4905.06'
4905.18'
0.04
4905.22
3
5
PIPE B5
3.50
18 c
85.0
4901.32
4901.75
0.506
4905.40'
4905.45'
0.06
4905.51
4
6
PIPE 131-1
9.40
15 c
24.0
4899.25
4899.37
0.501
4901.55'
4901.80'
0.91
4902.71
1
Project File: Storml-ineB.stm
Number of lines: 6
Run Date: 02-21-2014
NOTES: c = cir; e = ellip; b = boX Return period = 100 Yrs. ; 'Surcharged (HGL above crown).
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d
' Storm Sewer Summary Report Page 1
Line
No.
Line ID
Flow
rate
(cfs)
Line
size
(in)
Line
length
(ft)
Invert
EL Dn
(ft)
Invert
EL Up
(ft)
Line
slope
(°h)
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down
(ft)
HGL
up
(ft)
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loss
(ft)
HGL
Junct
(ft)
Dns
line
No.
1
PIPE C1
1.70
15 c
37.8
4898.98
4899.17
0.503
4899.50
4899.70
0.09
4899.79
End
------
Project File: StonnLineC.stm
Number of lines: 1
J
Run Date: 02-21-2014
NOTES: c = cir; e = ellip; b = bon Return period = 100 Yrs.
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Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(Cfs)
(in)
(ft)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
No.
1
PIPE 1-1
36.31
36 c
51.9
4884.59
4884.80
0.405
4886.51
4886.86
0.34
4887.21
End
2
PIPE 1-2
36.31
36 c
383.7
4884.80
4886.34
0.401
4887.56
4888.39
0.54
4888.93
1
3
Pipe 1-3
36.04
36 c
89.6
4886.34
4886.79
0.503
4889.11
4889.22
0.08
4889.30
2
4
Pipe 1-4-NEW
36.04
36 c
323.5
4886.79
4888.41
0.501
4889.43
4890.32
n/a
4890.32 j
3
5
Pipe 1-5
36.04
30 c
371.8
4892.49
4894.35
0.500
4894.50'
4897.29'
0.21
4897.50
4
6
PIPE 1-6A
9.31
18 c
86.3
4895.89
4896.75
0.997
4897.90'
4898.48'
0.22
4898.70
5
7
PIPE 1-6
23.20
24 c
182.0
4894.55
4895.46
0.500
4897.50'
4899.13'
0.13
4899.26
5
8
Pipe1-3A
0.80
24 c
163.4
4891.52
4892.34
0.502
4891.84
4892.66
n/a
4892.66j
2
9
Pipe - (85)
0.80
15 c
195.9
4892.89
4893.87
0.500
4893.25
4894.23
n/a
4894.23
8
10
Pipe - (88)
0.80
15 c
36.5
4894.07
4894.25
0.494
4894.43
4894.61
n/a
4894.67 j
9
Project File: BannerOffsiteStonn-RoutedFlows.stm
Number of lines: 10
Run Date: 02-21-2014
NOTES: c = cir; e = ellip; b = box; Return period =100 Yrs. ; 'Surcharged (HGL above crown). ; j - Line contains hyd. jump.
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' Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(cfs)
(in)
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(ft)
(ft)
(ft)
No.
1
Pipe -(20)
23.20
24 c
50.0
4895.22
4895.47
0.500
4899.13'
4899.58'
0.13
4899.71
End
2
Pipe - (21)
23.20
24 c
37.3
4895.47
4895.66
0.509
4899.71'
4900.04'
0.21
4900.25
1
3
Pipe - (24)
3.40
18 c
36.5
4898.66
4898.85
0.520
4901.04'
4901.08'
0.04
4901.12
2
4
Pipe - (25)
3.40
18 c
13.5
4898.66
4898.79
0.964
4901.04'
4901.06'
0.04
4901.10
2
5
Pipe - (22)
19.10
24 c
216.6
4895.66
4897.05
0.642
4900.53'
4901.84'
0.40
4902.25
2
6
Pipe - (23).
19.10
24 c
55.9
4897.25
4897.53
0.500
4902.25'
4902.59'
0.09
4902.67
5
Project File: OffsiteStonn.stm
Number of lines: 6
Run Date: 02-21-2014
NOTES: c = cir; e = ellip; b = box Return period =100 Yrs. ; 'Surcharged (HGL above crown).
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APPENDIX A.4
RIPRAP CALCULATIONS
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APPENDIX A.5
LID / WATER QUALITY CALCULATIONS AND INFORMATION
1
WATER QUALITY DESIGN CALCULATIONS
RAIN GARDEN
Project: 514-002
By: ATC
Date: 1.30.14
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA =
5.150
<--INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT =
80.00
<--INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO =
0.8000
<--CALCULATED
WQCV (watershed inches) =
0.260
<-- CALCULATED from Figure EDB-2
DRAIN TIME (hr) =
12
WQCV (cu-ft) =
4861
<-- CALCULATED from UDFCD DCM V.3 Section 6.5
(12-hour drain time)
DEPTH (ft) =
1
WQ HOLE SIZE (in) =
1.471
<-- CALCULATED from UDFCD DCM V.3 EQ EDB-3
Calculating the WQCV and Volume Reduction Chapter 3
Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2, the
required BMP storage volume in acre-feet can be calculated as follows:
V = WQCV) 2A Equation 3-3
Where:
V = required storage volume (acre-ft)
A = tributary catchment area upstream (acres)
WQCV = Water Quality Capture Volume (watershed inches)
0.500
0:450
0.400
L
c 0.350
d 0.300
t
y 0,250
0.'200
c
> 0.150
CY 0.100
0.050
0 000
WQC
Mp
_-'_�'--
0 0.1 0.2 0.3 0.4 0.5 .0.6 0.7 0.8
Total Imperviousness Ratio (i = la/100)
0:9 1
Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMW Drain Time
3-6 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
August2011
Area Inlet Performance Curve:
Rain Garden Outlet
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation: Q = 3 .0 P H I 5
where P=2(L+M
where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equatioQ = 0.67 A (2 gH ) 0.5
• where A equals the open area of the inlet grate
• where H corresponds to the depth of water above the centroid of the cross -sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate:
Custom
Length of Grate (ft):
3
Width of Grate (ft):
3
Open Area of Grate (ft2):
7.20
Flowline Elevation (ft):
0.000
Allowable Capacity:
80%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
0.00
0.00
0.00
0.00
0.25
0.25
3.60
15.48
3.60
0.50
0.50
10.18
21.89
10.18
0.75
0.75
18.71
26.81
18.71
1.00
1.00
28.80
30.96
28.80
1.25
1.250
40.25
34.61
34.61
1.50
1.50
52.91
37.91
37.91
"Q100=36.0 cfs
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17
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1
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rM
Introduction to Design and Maintenance
Considerations for SNOUT® Stormwater Quality Systems
Background:
The SNOUT system from Best Management Products, Inc. (BMP, Inc.) is based
on a vented hood that can reduce floatable trash and debris, free oils, and other
solids from stormwater discharges. In its most basic application, a SNOUT hood
is installed over the outlet pipe of a catch basin or other stormwater quality
structure which incorporates a deep sump (see Installation Drawing). The
SNOUT forms a baffle in the structure which collects floatable debris and free oils
on the surface of the captured stormwater, while permitting heavier solids to sink
to the bottom of the sump. The clarified intermediate layer is forced out of the
structure through the open bottom of the SNOUT by displacement from incoming
flow. The resultant discharge contains considerably less unsightly trash and
other gross pollutants, and can also offer reductions of free -oils and finer solids.
As with any structural stormwater quality BMP (Best Management Practice),
design and maintenance considerations will have a dramatic impact on SNOUT
system performance over the life of the facility. The most important factor to
consider when designing structures which will incorporate a SNOUT is the depth
of the sump (the sump is defined as the depth from beneath the invert of the
outlet pipe to the bottom of the structure). Simply put, the deeper the sump, the
more effective the unit will be both in terms of pollutant removals and reducing
frequency of maintenance. More volume in a structure means more quiescence,
thus allowing the pollutant constituents a better chance to separate out.
Secondly, more volume means fewer cycles between maintenance operations,
because the structure has a greater capacity. Of equal importance to good
performance is putting SNOUTs in every inlet whenever possible. The closer
one captures pollution to where it enters the infrastructure (e.g. at the inlet), the
less mixing of runoff there is, and the easier it will be to separate out pollutants.
Putting SNOUTs and deep sumps in every inlet develops a powerful structural
treatment train with a great deal of effective storage volume where even finer
particles may have chance to settle out.
Design Notes:
❖ The SNOUT size is ALWAYS greater than the nominal pipe size. The
SNOUT should cover the pipe OD plus the grouted area around the pipe
(e.g. for a 12" pipe, an 18" SNOUT is the correct choice).
❖ As a rule of thumb, BMP, Inc. recommends minimum sump depths based
on outlet pipe inside diameters of 2.5 to 3 times the outlet pipe size.
❖ Special Note for Smaller Pipes: A minimum sump depth of 36 inches for
all pipe sizes 12 inches ID or less, and 48 inches for pipe 15-18 inches ID
is required if collection of finer solids is desired.
❖ The plan dimension of the structure should be up to 6 to 7 times the flow
area of the outlet pipe.
❖ To optimize pollutant removals establish a "treatment train" with SNOUTs
placed in every inlet where it is feasible to do so (this protocol applies to
most commercial, institutional or municipal applications and any
application with direct discharge to surface waters).
❖ At a minimum, SNOUTs should be used in every third structure for less
critical applications (less critical areas might include flow over grassy
surfaces, very low traffic areas in private, non-commercial or non -
institutional settings, single family residential sites).
❖ Bio-Skirts" (for hydrocarbons and/or bacteria reduction in any structure)
and flow deflectors (for settleable solids in a final polishing structure) can
increase pollutant removals. Bio-Skirts are highly recommended for gas
or vehicle service stations, convenience stores, restaurants, loading
docks, marinas, beaches, schools or high traffic applications.
❖ The "R" series SNOUTs (12R, 18R, 24R, 30R, 52R/72and 72R/96) are
available for round manhole type structures of up to 72" ID; the "F" series
SNOUTs (12F, 18F, 24F, 30F, 36F, 48F, 72F and 96F) are available for flat
walled box type structures; the "NP" series SNOUTS (NP1218R, NP1524R,
NP1830R, and NP2430R) are available for PVC Nyloplast® type..
structures up to 30" ID.
Example Structure Sizing Calculation:
A SNOUT equipped structure with a 15 inch 1D outlet pipe (1.23 sgft. flow area)
will offer best performance with a minimum plan area of 7.4 sgft. and 48 inch
sump. Thus, a readily available 48 inch diameter manhole -type structure, or a
rectangular structure of 2 feet x 4 feet will offer sufficient size when combined
with a sump depth of 48 inches or greater.
Maintenance Recommendations:
❖ Monthly monitoring for the first year of a new installation after the site has
been stabilized.
❖ Measurements should be taken after each rain event of .5 inches or, more,
or monthly, as determined by local weather conditions.
❖ Checking sediment depth and noting the surface pollutants in the structure
will be helpful in planning maintenance.
❖ The pollutants collected in SNOUT equipped structures will consist of
floatable debris and oils on the surface of the captured water, and grit and
sediment on the bottom of the structure.
I
'
•'• It is best to schedule maintenance based on the solids collected in the
•
sump.
❖ Optimally, the structure should be cleaned when the sump is half full (e.g.
when 2 feet of material collects in a 4 foot sump, clean it out).
❖ Structures should also be cleaned if a spill or other incident causes a
'
larger than normal accumulation of pollutants in a structure.
❖ Maintenance is best done with a vacuum truck.
1
❖ If Bio-SkirtsTm are being used in the structure to enhance hydrocarbon
capture and/or bacteria removals, they should be checked on a monthly
basis, and serviced or replaced when more than 2/3 of the boom is
submerged, indicating a nearly saturated state. Assuming a typical
'
pollutant -loading environment exists, Bio-Skirts should be serviced* or
replaced annually.
❖ In the case of an oil spill, the structure should be serviced and Bio-Skirts
'
replaced (if any) immediately
❖ All collected wastes must be handled and disposed of according to local
environmental requirements.
❖ To maintain the SNOUT hoods themselves, an annual inspection of the
anti -siphon vent and access hatch are recommended. A simple flushing
of the vent, or a gentle rodding with a flexible wire are all that's typically
needed to maintain the anti -siphon properties. Opening and closing the
access hatch once a year ensures a lifetime of trouble -free service.
'
Further structural design guidelines including CAD drawings, hydraulic
spreadsheets, and site inspection and maintenance field reports and installation
'
inspection sheets are available from BMP, Inc.
*To extend the service life of a Bio-Skirt, the unit may be "wrung out" to remove
'
accumulated oils and washed in an industrial washing machine in warm water.
The Bio-Skirt may then be re -deployed as long the material maintains it's
structural integrity.
1
1
I
Fitment Guide: Based on SNOUT inlet area vs. pipe inlet area.
L
% OF SNOUT INLET AREA vs. PIPE INSIDE DIAMETER
MODEL
12F
12R
18F
18R
24F
24R
30F
30R
36F
48F
52R
72F
SQFT.
0.393
0.455
1.091
1.264
1.843
2.118
2.793
3.210
3.534
6.278
9.045
14.13702
PIPE I.D.
4
450.3%
521.4%
NIO
NIO
NIO
NIO
N/0
N/0
N10
N/0
N/0
N/0
jN10
6
200.2%
231.7%
555.6%
643.8%
N/O
N/O
N/O
N/O
N/0
N/0
N/O
N/0
8
112.6%
130.3%
312.6%
362.1%
528.1%
606.8%
N/0
N/0
N/O
N/0
N/O
N/O
10
72.1%
83.4%
200.0%
231.8%
338.0%
388.3%
N/0
N/O
N/O
N/0
N/O
N/O
N/O
12
N/A
N/A
138.9%
160.9%
234.7%
269.7%
355.6%
409%
450%
N/O
N/O
N/0
N/0
15
N/A
NIA
88.9%
103.0%
150.2%
172.6%
227.6%
262%
288%
N/0
N/O
N/O
N/O
18
N/A
N/A
61.7%
71.5%
104.3%
119.9%
158.1%
182%
200%
355%
N/O
N/O
21
N/A
NIA
NIA
NIA
76.6%
88.1%
116.1%
133%
147%
261%
376%
N/0
N/O
24
NIA
NIA
N/A
NIA
NIA
NIA
88.9%
102%
112%
200%
288%
N/0
N/O
27
NIA
NIA
N/A
N/A
NIA
N/A
70.2%
81%
89%
158%
227%
N/O
N/O
30
NIA
NIA
N/A
N/A
N/A
N/A
56.9%
65%
72%
128%
184%
288%
N/0
36
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
50%
89%
128%
200%
355.5°/
42
N/A
N/A
NIA
NIA
NIA
N/A
NIA
N/A
N/A
65%
94%
147%
261.2°/
48
N/A
N/A
NIA
NIA
N/A
N/A
N/A
N/A
NIA
50%
72%
113%
200.0%
54
N/A
N/A
N/A
NIA
N/A
N/A
N/A
N/A
N/A
N/A
57%
89%
158.00
60
N/A
N/A
NIA
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
72%
128.0°/
66
N/A
N/A
N/A
NIA
N/A
N/A
N/A
N/A
N/A
N/A
NIA
60%
105.8%
72
N/A
N/A
N/A
N/A
NIA
N/A
N/A
N/A
N/A
N/A
NIA
50%
88.9%
78
N/A
N/A
N/A
N/A
N/A
NIA
N/A
NIA
N/A
N/A
N/A
NIA
75.7%
84
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NIA
N/A
65.3%
90
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NIA
NIA
N/A
56.9%
Use "F" for flat back SNOUT in rectangular structure '
Use "R" for round back SNOUT in cylindrical structure
VALUE% => Marginal Sizing
NIA => Not Applicable
N/O => Not Optimal
Design Note: The SNOUT size will always be bigger than the pipe size as '
the SNOUT must cover the pipe O.D. (i.e. Use an 18" SNOUT for 12" pipe.)
[1
I
I
Installation Drawings:
_ - .
Contact Information:
TYPICAL INSTALLATION
Ea7"'"0jj�jjjjj1A
..
AN TFSI PHON DEVICE
• : SNOUT
OIL -DEBRIS
,
HOOD
4 + OIL AND DEBRIS
4
OUTLET
'
PIPE
a
SEE NOTE'
,
,. SOi IDS SETTi E ON
BOTTOM
L
*NOTE- SUMP DEPTH OF 36" WN. FOR < OR• 12, DIAM,
OUTLET. FOR OUTLETS � 1 s". DEPTH = 2.5-3x DIAM,
Please contact us if we can offer further assistance. 53 Mt. Archer Rd. Lyme, CT
06371. Technical Assistance: T. J. Mullen (800-504-8008, tjm@bmpinc.com) or
Lee Duran (888-434-0277).
Website: www.bmpinc.com
The SNOUT' is protected by: US PATENT # 6126817 CANADIAN PATENT # 2285146
SNOUT is a registered trademark of Best Management Products, Inc. Nyloplast® is a registered
trademark of ADS Structures, Inc.
II
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Bioretention
T-3
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11
1
Description
A BMP that utilizes bioretention is an
engineered, depressed landscape area
designed to capture and filter or infiltrate
the water quality capture volume
(WQCV). BMPs that utilize bioretention
are frequently referred to as rain gardens
or porous landscape detention areas
(PLDs). The term PLD is common in the
Denver metropolitan area as this manual
first published the BMP by this name in
1999. In an effort to be consistent with
terms most prevalent in the stormwater
industry, this document generally refers to
the treatment process as bioretention and
to the BMP as a rain garden.
Photograph B-1. This recently constructed rain garden provides
bioretention of pollutants, as well as an attractive amenity for a
residential building. Treatment should improve as vegetation matures.
The design of a rain garden may provide
detention for events exceeding that of the WQCV. There are
generally two ways to achieve this. The design can provide the
flood control volume above the WQCV water surface elevation,
with flows bypassing the filter usually by overtopping into an
inlet designed to restrict the peak flow for a larger event (or
events). Alternatively, the design can provide and slowly release
the flood control volume in an area downstream of one or more
rain gardens.
This infiltrating BMP requires consultation with a
geotechnical engineer when proposed near a structure. A
geotechnical engineer can assist with evaluating the suitability of
soils, identifying potential impacts, and establishing minimum
distances between the BMP and structures.
'
Terminology
The term bioretention refers to the
'
treatment process although it is also
frequently used to describe a BMP
that provides biological uptake and
'
retention of the pollutants found in
stormwater runoff. This BMP is
frequently referred to as a porous
'
landscape detention (PLD) area or
rain garden.
1
Bioretention
(Rain Garden)
Functions
LID/Volume Red.
Yes
WQCV Capture
Yes
WQCV+Flood Control
Yes
Fact Sheet Includes
EURV Guidance
No
Typical Effectiveness for Targeted
Pollutants'
Sediment/Solids
Very Good'
Nutrients
Moderate
Total Metals
Good
Bacteria
Moderate
Other Considerations
Life -cycle Costs'
Moderate
' Not recommended for watersheds with
high sediment yields (unless pretreatment is
provided).
3 Based primarily on data from the
International Stormwater BMP Database
(www. b mndatabase. ore ).
Based primarily on BMP-REALCOST
available at www.udfcd.ore. Analysis
based on a single installation (not based on
the maximum recommended watershed
tributary to each BMP).
November 2010 Urban Drainage and Flood Control District B-1
Urban Storm Drainage Criteria Manual Volume 3
T-3 Bioretention
,
Benefits
Site Selection Bioretention uses multiple
treatment processes to remove
Bioretention can be provided in a variety of areas within new pollutants, including
,
developments, or as a retrofit within an existing site. This sedimentation, filtering,
BMP allows the WQCV to be treated within areas adsorption, evapotranspiration,
designated for landscape (see design step 7 for appropriate and biological uptake of
vegetation). In this way, it is an excellent alternative to constituents.
extended detention basins for small sites. A typical rain
,
garden serves a tributary area of one impervious acre or less, Volumetric stormwater treatment
although they can be designed for larger tributary areas. is provided within portions of a
Multiple installations can be used within larger sites. Rain site that are already reserved for
,
gardens should not be used when a baseflow is anticipated. landscaping.
They are typically small and installed in locations such as:
■ There is a potential reduction of
■ Parking lot islands irrigation requirements by taking
'
advantage of site runoff.
■ Street medians
'
■ Landscape areas between the road and a detached walk Limitations
■ Planter boxes that collect roof drains Additional design and
construction steps are required for
'
Bioretention requires a stable watershed. Retrofit placement of any ponding or
applications are typically successful for this reason. When infiltration area near or upgradient
the watershed includes phased construction, sparsely from a building foundation and/or
,
vegetated areas, or steep slopes in sandy soils, consider when expansive (low to high
another BMP or provide pretreatment before runoff from swell) soils exist. This is
these areas reaches the rain garden. The surface of the rain discussed in the design procedure
,
garden should be flat. For this reason, rain gardens can be section.
more difficult to incorporate into steeply sloping terrain;
however, terraced applications of these facilities have been In developing or otherwise erosive
'
successful in other parts of the country. watersheds, high sediment loads
can clog the facility.
When bioretention (and other BMPs used for infiltration) are
located adjacent to buildings or pavement areas, protective measures should be implemented to avoid
'
adverse impacts to these structures. Oversaturated subgrade soil underlying a structure can cause the
structure to settle or result in moisture -related problems. Wetting of expansive soils or bedrock can cause
swelling, resulting in structural movements. A geotechnical engineer should evaluate the potential impact
'
of the BMP on adjacent structures based on an evaluation of the subgrade soil, groundwater, and bedrock
conditions at the site. Additional minimum requirements include:
'
■ In locations where subgrade soils do not allow infiltration, the growing medium should be underlain
by an underdrain system.
■ Where infiltration can adversely impact adjacent structures, the filter layer should be underlain by an
'
underdrain system designed to divert water away from the structure.
■ In locations where potentially expansive soils or bedrock exist, placement of a rain garden adjacent to
,
structures and pavement should only be considered if the BMP includes an underdrain designed to
divert water away from the structure and is lined with an essentially impermeable geomembrane liner
designed to restrict seepage.
'
B-2 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
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Bioretention T-3
' Designing for Maintenance Is Pretreatment Needed
Recommended maintenance practices for all BMPs are in Chapter Designing the inflow gutter to
' 6 of this manual. During design, the following should be the rain garden at a minimal
considered to ensure ease of maintenance over the long-term: slope of 0.5% can facilitate
sediment and debris deposition
■ Do not put a filter sock on the underdrain. This is not prior to flows entering the BMP.
necessary and can cause the BMP to clog. Be aware, this will reduce
maintenance of the BMP, but
■ The best surface cover for a rain garden is full vegetation. Do may require more frequent
not use rock mulch within the rain garden because sediment sweeping of the gutter to ensure
build-up on rock mulch tends to inhibit infiltration and require that the sediment does not
frequent cleaning or removal and replacement. Wood mulch impede flow into the rain
' handles sediment build-up better than rock mulch; however, garden.
wood mulch floats and may clog the overflow depending on
the configuration of the outlet, settle unevenly, or be
transported downstream. Some municipalities may not allow wood mulch for this reason.
■ Consider all potential maintenance requirements such as mowing (if applicable) and replacement of
the growing medium. Consider the method and equipment for each task required. For example, in a
' large rain garden where the use of hand tools is not feasible, does the shape and configuration of the
rain garden allow for removal of the growing medium using a backhoe?
' ■ Provide pre-treatment when it will reduce the extent and frequency of maintenance necessary to
maintain function over the life of the BMP. For example, if the site is larger than 2 impervious acres,
prone to debris or the use of sand for ice control, consider a small forebay.
' ■ Make the rain garden as shallow as possible. Increasing the depth unnecessarily can create erosive
side slopes and complicate maintenance. Shallow rain gardens are also more attractive.
' ■ Design and adjust the irrigation system (temporary or permanent) to provide appropriate water for the
establishment and maintenance of selected vegetation.
' Design Procedure and Criteria
The following steps outline the design procedure and criteria, with Figure B-1 providing a corresponding
' cross-section.
1. Basin Storage Volume: Provide a storage volume based on a 12-hour drain time.
' ■ Find the required WQCV (watershed inches of runoff). Using the imperviousness of the tributary
area (or effective imperviousness where LID elements are used upstream), use Figure 3-2 located
in Chapter 3 of this manual to determine the WQCV based on a 12-hour drain time.
1 ■ Calculate the design volume as follows:
' V = 12 l
FQCV A
Equation B-1
' Where:
V= design volume (ft)
November 2010 Urban Drainage and Flood Control District B-3
Urban Storm Drainage Criteria Manual Volume 3
T-3 Bioretention '
A = area of watershed tributary to the rain garden (ft) '
Basin Geometry: A maximum WQCV ponding depth of 12 inches is recommended to maintain
vegetation properly. Provide an inlet or other means of overflow at this elevation. Depending on the
type of vegetation planted, a greater depth may be utilized to detain larger (more infrequent) events. ,
The bottom surface of the rain garden, also referred to here as the filter area, should be flat. Sediment
will reside on the filter area of the rain garden; therefore, if the filter area is too small, it may clog
prematurely. Increasing the filter area will reduce clogging and decrease the frequency of '
maintenance. Equation B-2 provides a minimum filter area allowing for some of the volume to be
stored beyond the area of the filter (i.e., above the sideslopes of the rain garden).
Note that the total surcharge volume provided by the design must also equal or exceed the '
design volume. Use vertical walls or slope the sides of the basin to achieve the required volume.
Use the rain garden growing medium described in design step 3 only on the filter area because this
material is more erosive than typical site soils. Sideslopes should be no steeper than 4:1 '
(horizontal:vertical).
A >_ (2/3) V Equation B-2
,
1 foot
Where:
'
V= design volume (ft)
A = minimum filter area (flat surface area) (ft)
'
The one -foot dimension in this equation represents the maximum recommended WQCV depth in the
rain garden. The actual design depth may differ; however, it is still appropriate to use a value of one
foot when calculating the minimum filter area.
'
3. Growing Medium: For partial and no infiltration sections, provide a minimum of 18 inches of
growing medium to enable establishment of the roots of the vegetation (see Figure B-1). Previous
'
versions of this manual recommended a mix of 85% sand and 15% peat (by volume). Peat is a
material that typically requires import to Colorado and mining peat has detrimental impacts to the
environment (Mazerolle 2002). UDFCD partnered with the University of Colorado to perform a
'
study to find a sustainable material to replace peat. The study was successful in finding a
replacement that performed well for filtering ability, clogging characteristics, as well as seed
germination. This mixture consists of 85% coarse sand and a 15% compost/shredded paper mixture
(by volume). The study used thin (approximately 1/4 inch) strips of loosely packed shredded paper
,
mixed with an equal volume of compost. Based on conversations with local suppliers, compost
Benefits of Shredded Paper in Rain Garden Growing Media
'
■ Shredded paper, similar to other woody materials, captures nutrients from the compost and
slowly releases them as the paper decomposes. Compost alone will leach more nutrients than
'
desired.
■ As the paper decomposes, nutrients stored in the material are available to the vegetation.
'
■ Paper temporarily slows the infiltration rate of the media and retains moisture, providing
additional time for a young root system to benefit from moisture in the growing media.
'
B-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
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Bioretention T-3
' containing shredded paper is not an uncommon request, although not typically provided in the
proportions recommended in this BMP Fact Sheet. Compost suppliers have access to shredded paper
through document destruction companies and can provide a mixture of Class 1 compost and shredded
paper. The supplier should provide the rain garden compost mixture premixed with coarse sand. On -
site mixing is not recommended.
Rain Garden Compost Mixture (by volume)
' ■ 50% Class I STA registered compost (approximate bulk density 1000 lbs/CY)
' ■ 50% loosely packed shredded paper (approximate bulk density 50 to 100 lbs/CY)
When using diamond cut shredded paper or tightly packed paper, use the bulk densities provided to
mix by weight.
Rain Garden Growing Medium
' The supplier should premix the rain garden compost mixture (above) with coarse sand, in the
following proportions, prior to delivery to the site:
■ 15% rain garden compost mixture described above (by volume)
■ 85% coarse sand (either Class C Filter Material per Table B-2 or sand meeting ASTM C-33) (by
volume)
' Table B-1 provides detailed information on Class 1 compost. Be aware, regular testing is not
required to allow a compost supplier to refer to a product as a specific STA class. However, regular
testing is required and performed through the United States Compost Council (USCC) Seal of Testing
Assurance (STA) Program to be a STA registered compost. To ensure Class I characteristics, look
for a Class 1 STA registered compost.
Other Rain Garden Growing Medium Amendments
The growing medium described above is designed for filtration ability, clogging characteristics, and
' vegetative health. It is important to preserve the function provided by the rain garden growing
medium when considering additional materials for incorporation into the growing medium or into the
standard section shown in Figure B-1. When desired, amendments may be included to improve water
' quality or to benefit vegetative health as long as they do not add nutrients, pollutants, or modify the
infiltration rate. For example, a number of products, including steel wool, capture and retain
dissolved phosphorus (Erickson 2009). When phosphorus is a target pollutant, proprietary materials
' with similar characteristics may be considered. Do not include amendments such as top soil, sandy
loam, and additional compost.
Full Inrdtration Sections
A full infiltration section retains the WQCV onsite. For this section, it is not necessary to use the
prescribed rain garden growing medium. Amend the soils to provide adequate nutrients to establish
vegetation. Typically, 3 to 5 cubic yards of soil amendment (compost) per 1,000 square feet, tilled 6
inches into the soil, is required for vegetation to thrive. Additionally, inexpensive soil tests can be
conducted to determine required soil amendments. (Some local governments may also require proof
' of soil amendment in landscaped areas for water conservation reasons.)
November 2010 Urban Drainage and Flood Control District B-5
Urban Storm Drainage Criteria Manual Volume 3
T-3
Bioretention
Table B-1. Class 1 Compost
Characteristic
Criteria
Minimum Stability Indicator (Respirometry)
Stable to Very Stable
Maturity Indicator Expressed as
< 4
Ammonia N / Nitrate N Ratio
Maturity Indicator Expressed as
< 12
Carbon to Nitrogen Ratio
Maturity Indicator Expressed as
80+ / 80+
Percentage of Germination/Vigor
pH — Acceptable Range
6.0 — 8.4
Soluble Salts — Acceptable Range
0 — 5 mmhos/cm
(1:5 b weight)
Seal of Testing Assurance (STA)/Test
Testing and Test Report Submittal Requirement
Methods for the Examination of
Composting and Compost (TMECC)
Equal or better than US EPA Class A
Chemical Contaminants
Standard, 40 CFR 503.13, Tables 1 & 3
levels
Pathogens
Meet or exceed US EPA Class A standard,
40 CFR 503.32(a) levels
B-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Bioretention
T-3
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Important Design Considerations
4. Underdrain System: Underdrains are often necessary
The potential for impacts to adjacent
and should be provided if infiltration tests show
buildings can be significantly reduced
percolation drawdown rates slower than 2 times the rate
by locating the bioretention area at
needed to drain the WQCV over 12 hours, or where
least 10 feet away from the building,
required to divert water away from structures as
beyond the limits of backfill placed
determined by a professional engineer. Percolation tests
against the building foundation walls,
should be performed or supervised by a licensed
and by providing positive surface
'
professional engineer and conducted at a minimum depth
drainage away from the building.
equal to the bottom of the bioretention facility.
Additionally, underdrains are required where
The BMP should not restrict surface
impermeable membranes are used. Similar to the
water from flowing away from the
'
terminology used for permeable pavement sections, there
buildings. This can occur if the top of
are three basic sections for bioretention facilities:
the perimeter wall for the BMP
impedes flow away from the building.
'
■ No -Infiltration Section: This section includes an
underdrain and an impermeable liner that does not
Always adhere to the slope
allow for any infiltration of stormwater into the
recommendations provided in the
subgrade soils. It is appropriate to use a no-
geotechnicai report. In the absence
infiltration system when either of the following is
of a geotechnical report, the following
true:
general recommendations should be
followed for the first 10 feet from a
'
o Land use or activities could contaminate
building foundation.
groundwater when stormwater is allowed to
infiltrate, or
1) Where feasible, provide a slope of
10% for a distance of 10 feet away
o The BMP is located over potentially expansive
from a building foundation.
soils or bedrock and is adjacent (within 10 feet) to
structures.
2) In locations where non -expansive
soil or bedrock conditions exist,
■ Partial Infiltration Section: This section does not
the slope for the surface within 10
include an impermeable liner and, therefore; allows
feet of the building should be at
for some infiltration. Stormwater that does not
least 5% away from the building
infiltrate will be collected and removed by an
for unpaved (landscaped) surfaces.
underdrain system.
'
3) In locations where potentially
■ Full Infiltration Section: This section is designed to
expansive soil or bedrock
'
infiltrate all of the water stored into the subgrade below.
Overflows are managed via perimeter drainage to a
conditions exist, the design slope
should be at least 10% away from
downstream conveyance element. UDFCD recommends
the building for unpaved
a minimum infiltration rate of 2 times the rate needed to
(landscaped) surfaces.
'
drain the WQCV over 12 hours.
4) For paved surfaces, a slope of at
When using an underdrain system, provide a control orifice
least 2% away from the building is
sized to drain the design volume in 12 hours or more (see
adequate. Where accessibility
Equation B-3). Use a minimum orifice size of 3/8 inch to
requirements or other design
avoid clogging. This will provide detention and slow release
constraints do not apply, use an
of the WQCV, providing water quality benefits and reducing
increased minimum design slope
'
impacts to downstream channels. Space underdrain pipes a
for paved areas (2.5% where non -
maximum of 20 feet on center. Provide ceanouts to enable
expansive soil or bedrock
'
maintenance of the underdrain. Cleanouts can also be used to
conduct an inspection (by camera) of the underdrain system to
conditions exist).
November 2010 Urban Drainage and Flood Control District B-7
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ensure that the pipe was not crushed or disconnected during construction.
Calculate the diameter of the orifice for a 12-hour drain time using Equation B-3 (Use a minimum orifice
size of 3/8 inch to avoid clogging.):
FT4-14-
D12 hour drain time —yo.4t Equation B-3
Where:
D = orifice diameter (in)
y = distance from the lowest elevation of the storage volume
(i.e., surface of the filter) to the center of the orifice (ft)
V = volume (WQCV or the portion of the WQCV in the rain garden)
to drain in 12 hours (ft)
In previous versions of this manual, UDFCD recommended that the underdrain be placed in an
aggregate layer and that a geotextile (separator fabric) be placed between this aggregate and the
growing medium. This version of the manual replaces that section with materials that, when used
together, eliminate the need for a separator fabric.
The underdrain system should be placed within an 6-inch-thick section of CDOT Class C filter
material meeting the gradation in Table B-2. Use slotted pipe that meets the slot dimensions provided
in Table B-3.
Table B-2. Gradation Specifications for CDOT Class C Filter Material
(Source: CDOT Table 703-7)
Sieve Size
Mass Percent Passing
Square Mesh Sieves
19.0 min
3/4"
100
4.75 mm
o. 4
60 — 100
300 gm
o. 50
10 — 30
150 gm
o. 100
0 —10
75 pm
o. 200
0-3
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B-8 Urban Drainage and Flood Control District November 2010 '
Urban Storm Drainage Criteria Manual Volume 3
Bioretention T-3
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Table B-3. Dimensions for Slotted Pipe
Pipe Diameter
Slot
Length
Maximum Slot
Width
Slot I
Centers
Open Area'
(per foot)
4"
1-1/16"
0.032"
0.413"
1.90 inZ
6"
1-3/8"
0.032"
0.516"
1.98 in'
Some variation in these values is acceptable and is expected from various pipe
manufacturers. Be aware that both increased slot length and decreased slot centers
will be beneficial to hydraulics but detrimental to the structure of the pipe.
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric: For no -infiltration sections,
install a 30 mil (minimum) PVC geomembrane liner, per Table B-5, on the bottom and sides of the
basin, extending up at least to the top of the underdrain layer. Provide at least 9 inches (12 inches if
possible) of cover over the membrane where it is attached to the wall to protect the membrane from
UV deterioration. The geomembrane should be field -seamed using a dual track welder, which allows
for non-destructive testing of almost all field seams. A small amount of single track and/or adhesive
seaming should be allowed in limited areas to seam around pipe perforations, to patch seams removed
for destructive seam testing, and for limited repairs. The liner should be installed with slack to
prevent tearing due to backfill, compaction, and settling. Place CDOT Class B geotextile separator
fabric above the geomembrane to protect it from being punctured during the placement of the filter
material above the liner. If the subgrade contains angular rocks or other material that could puncture
'
the geomembrane, smooth -roll the surface to create a suitable surface. If smooth -rolling the surface
does not provide a suitable surface, also place the separator fabric between the geomembrane and the
underlying subgrade. This should only be done when necessary because fabric placed under the
'
geomembrane can increase seepage losses through pinholes or other geomembrane defects. Connect
the geomembrane to perimeter concrete walls around the basin perimeter, creating a watertight seal
between the geomembrane and the walls using a continuous batten bar and anchor connection
(see Figure B-3). Where the need for the impermeable membrane is not as critical, the membrane can
'
be attached with a nitrile-based vinyl adhesive. Use watertight PVC boots for underdrain pipe
penetrations through the liner (see Figure B-2).
1
November 2010 Urban Drainage and Flood Control District B-9
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Bioretention
Table B-4. Physical Requirements for Separator Fabric'
Property
Class B
Test Method
Elongation
< 50a/ 2
Elongation
> 50% z
Grab Strength, N (lbs)
800 (180)
510 (115)
ASTM D 4632
Puncture Resistance, N (lbs)
310 (70)
180 (40)
ASTM D 4833
Trapezoidal Tear Strength, N (lbs)
310 (70)
180 (40)
ASTM D 4533
Apparent Opening Size, mm
US Sieve Size)AOS
< 0.3mm (US Sieve Size No. 50)
ASTM D 4751
Permittivity, sec'
0.02 default value,
must also be greater than that of soil
ASTM D 4491
Permeability, cm/sec
k fabric > k soil for all classes
ASTM D 4491
Ultraviolet Degradation at 500
hours
50% strength retained for all classes
ASTM D 4355
Strength values are in the weaker principle direction
Z As measured in accordance with ASTM D 4632
Table B-5. Physical Requirements for Geomembrane
Property
Thickness
0.76 mm
(30 mil)
Test Method
Thickness, % Tolerance
t5
ASTM D 1593
Tensile Strength, kN/m (lbs/in) width
12.25 (70)
ASTM D 882, Method B
Modulus at 100% Elongation, kN/m (Ibs/in)
5.25 (30)
ASTM D 882, Method B
Ultimate Elongation, %
350
ASTM D 882, Method A
Tear Resistance, N (lbs)
38(8.5)
ASTM D 1004
Low Temperature Impact, °C (°F)
-29 (-20)
ASTM D 1790
Volatile loss, % max.
0.7
ASTM D 1203, Method A
Pinholes, No. Per 8 mZ (No. per 10 sq. yds.) max.
I
N/A
Bonded Seam Strength, % of tensile strength
80
N/A
B-10 Urban Drainage and Flood Control District November 2010 ,
Urban Storm Drainage Criteria Manual Volume 3
Bioretention
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6. Inlet/Outlet Control: In order to
provide the proper drain time, the
bioretention area can be designed
without an underdrain (provided it
meets the requirements in step 4) or
the outlet can be controlled by an
orifice plate. Equation B-3 is a
simplified equation for sizing an
orifice plate for a 12-hour drain time.
7. How flow enters and exits the BMP
is a function of the overall drainage
concept for the site. Inlets at each
rain garden may or may not be
needed. Curb cuts can be designed
to both allow stormwater into the rain
garden as well as to provide release of
stormwater in excess of the WQCV.
Roadside rain gardens located on a
steep site might pool and overflow
into downstream cells with a single curb cut, level spreader, or outlet structure located at the most
downstream cell. When selecting the type and location of the outlet structure, ensure that the runoff
will not short-circuit the rain garden. This is a frequent problem when using a curb inlet located
outside the rain garden for overflow.
Photograph B-2. The curb cut shown allows flows to enter this
rain garden while excess flows bypass the facility. Note: trees are
not recommended inside a rain garden
For rain gardens with concentrated points of inflow, provide for energy dissipation. When rock is
used, provide separator fabric between the rock and growing medium to minimize subsidence.
8. Vegetation: UDFCD recommends that the filter area be vegetated with drought tolerant species that
thrive in sandy soils. Table B-6 provides a suggested seed mix for sites that will not need to be
irrigated after the grass has been established.
All seed must be well mixed and broadcast, followed by hand raking to cover seed and then mulched.
Hydromulching can be effective for large areas. Do not place seed when standing water or snow is
present or if the ground is frozen. Weed control is critical in the first two to three years, especially
when starting with seed.
Do not use conventional sod. Conventional sod is grown in clay soil that will seal the filter area,
greatly reducing overall function of the BMP. Several successful local installations have started with
seed.
' Designing for Flood Protection
Provide the WQCV in rain gardens that direct excess flow into to a landscaped area providing the
flood control volume. Design the flood control outlet to meter the major event (100-year event) and
slowly release the difference in volume between the EURV and the WQCV. (This assumes that the
runoff treated by the rain gardens is routed directly into the outlet or infiltrates.) Providing
treatment in this manner will reduce inundation in the landscaped area to a few times per year,
' resulting in an area better suited for multipurpose uses.
November 2010 Urban Drainage and Flood Control District B- l I
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When using an impermeable liner, select plants with diffuse (or fibrous) root systems, not taproots. ,
Taproots can damage the liner and/or underdrain pipe. Avoid trees and large shrubs that may
interfere with restorative maintenance. Trees and shrubs can be planted outside of the area of
growing medium. Use a cutoff wall to ensure that roots do not grow into the underdrain or place trees
and shrubs a conservative distance from the underdrain. '
9. Irrigation: Provide spray irrigation at or above the WQCV elevation or place temporary irrigation
on top of the rain garden surface. Do not place sprinkler heads on the flat surface. Remove '
temporary irrigation when vegetation is established. If left in place this will become buried over time
and will be damaged during maintenance operations.
Irrigation schedules should be adjusted during the growing season to provide the minimum water ,
necessary to maintain plant health and to maintain the available pore space for infiltration.
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Urban Stone Drainage Criteria Manual Volume 3
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T-3
Table B-6. Native Seed Mix for Rain Gardens 2
Common Name
Scientific Name
Variety
PLSZ
lbs per
Acre
Ounces
per
Acre
Sand bluestem
Andropogon hallii
Garden
3.5
Sideoats grama
Bouteloua curtipendula
Butte
3
Prairie sandreed
Calamovilfa longifolia
Goshen
3
Indian ricegrass
Oryzopsis hymenoides
Paloma
3
Switchgrass
Panicum virgatum
Blackwell
4
Western wheatgrass
Pascopyrum smithii
Ariba
3
Little bluestem
Schizachyrium scoparium
Patuaa
3
Alkali sacaton
Sporobolus airoides
3
Sand dropseed
Sporobolus cryptandrus
3
Pasture sage
Artemisia frigida
2
Blue aster'
Aster laevis
4
Blanket flower
Gaillardia aristata
8
Prairie coneflower
Ratibida columnifera
4
Purple prairiecloverl
Dalea (Petalostemum) purpurea
4
Sub -Totals:
27.5
22
Total lbs per acre:
28.9
' Wildflower seed (optional) for a more diverse and natural look.
z PLS = Pure Live Seed.
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
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Bioretention
Aesthetic Design
In addition to providing effective stormwater quality treatment, rain gardens can be attractively
incorporated into a site within one or several landscape areas. Aesthetically designed rain gardens will
typically either reflect the character of their surroundings or become distinct features within their
surroundings. Guidelines for each approach are provided below.
Reflecting the Surrounding
Determine design characteristics of the surrounding. This becomes the context for the drainage
improvement. Use these characteristics in the structure.
Create a shape or shapes that "fix" the forms surrounding the improvement. Make the improvement
part of the existing surrounding.
The use of material is essential in making any new
improvement an integral part of the whole. Select materials
that are as similar as possible to the surrounding
architectural/engineering materials. Select materials from the
same source if possible. Apply materials in the same
quantity, manner, and method as original material.
■ Size is an important feature in seamlessly blending the
addition into its context. If possible, the overall size of the
improvement should look very similar to the overall sizes of
other similar objects in the improvement area.
Reflective Design
A reflective design borrows the
characteristics, shapes, colors,
materials, sizes and textures of
the built surroundings. The result
is a design that fits seamlessly
and unobtrusively in its
environment.
■ The use of the word texture in terns of the structure applies predominantly to the selection of plant
material. The materials used should as closely as possible, blend with the size and texture of other
plant material used in the surrounding. The plants may or may not be the same, but should create a
similar feel, either individually or as a mass.
Creating a Distinct Feature
Designing the rain garden as a distinct feature is limited only by budget, functionality, and client
preference. There is far more latitude in designing a rain garden that serves as a distinct feature. If this is
the intent, the main consideration beyond functionality is that the improvement create an attractive
addition to its surroundings. The use of form, materials, color, and so forth focuses on the improvement
itself and does not necessarily reflect the surroundings, depending on the choice of the client or designer.
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B-14 Urban Drainage and Flood Control District November 2010 '
Urban Storm Drainage Criteria Manual Volume 3
Bioretention T-3
Figure B-1— Typical Rain Garden Plan and Sections
R
u
a cfun
SLATTED CURB
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
T-3
Bioretention t
'
WHEEL STOP
RAIN GARDEN GROWING MEDIA
VIM WSE
WATER TIGHT CAP ON
,
4
SOLID CLEAN OUT
�I
SOLID 4' CLEAN OUT, 90' SWEEP
OR (2) 45' BENDS
'
b
u�
S: T
_ i
� sv m =
GEOMEMBRANE —/
LINER CONNECTION
TO CONCRETE
(SEE DETAIL 0-3) SLATTED PIPE
'
HEFTING TABLE B-3
FILTER MATERIAL MEETING
A N TABLE B-z
LEQIQNJNrs
,
RAIN GARDEN GROWING MEDIA
WOCV WSE
WATER TIGHT CAP ON
,
SOLID CLEAN OUT
SOLID 4' CLEAN OUT. 90' SWEEP
--z:"
OR (2) 45 BENDS
'
ro
•
a
-
GEOMEMBRANE
LINER (SEE DETAIL B-3 SCORED PIPE
FOR CONNECTION TO CONCRETE) MEETING TABLE B-3
'
FILTER MATERIAL MEETING
— TABLE B-2
SECTION�
NITS B
NO —INFILTRATION SECTIONS
'
B-16 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Bioretention T-3
SEPARATOR FABRIC
WHEN SUBGRADE IS
NOT COMPAT®E WITH
FILTER MATERIAL
SEPARATOR FABRIC
WHEN SUBGRADE IS
NOT COMPATIBLE WITH
FILTER MATERIAL
WHEEL STOP
NTS A
RAIN GARDEN GROWING MEDIA
WOCV WSE
- WATER TIGHT CAP ON
SOLID CLEAN OUT
SOLID 4- CLEAN OUT, 90' SWEEP
OR (2) 45- BENDS
SLOTTED PIPE
MEETING TABLE B-3
FILTER MATERIAL MEETING
TABLE B-2
RAIN GARDEN GROWING MEDIA
- WOCV WSE
PNELTAM*7
O
- WATER TIGHT CAP ON
SOLID CLEAN OUT
SOLID 4- CLEAN OUT, 90- SWEEP
OR (2) 45' BENDS
- SLOTTED PIPE
MEETING TABLE 9-3
FILTER MATERIAL MEETING
TABLE B-2
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
B-17
'
T-3
Bioretention
i
HEADWALL OR FLARED END SECTION
TYPE VL OR L RIPRAP
,
GEOIT:XTILE SEPARATOR FABRIC
I=
r,
,.,
RAIN GARDEN CROWING MEDIA
FILTER
Z
'':n..-,mow,:";ML7':;5
_a___�-_ -
MATERIAL (FOR U
Nis C
ADDITIONAL DETENTION VOLUME (OPTIONAL)
WOCV WSE
z GRATED INLET
VEGETATED FILTER AREA
ORIFICE PLATE TO DRAIN
WOCV OVER 12 HOURS
-
2,-6-
ADOM.0HAL DETENTION ORIFICE (OPTIONAL)
4' SLOTTED PIPE PER TABLE B-3, SLOPE TO OUTLET
'
NTsQN D
1
W
(MAX)
g
= f 0' (MAX)
'10'
.
f
?i
. :
"�
'
10 SLOPE (STRAIGHT GRADE) SUBGRADE (2-101L) TO UNDERDRAIN TO REDUCE
SATURATED SOIL CONDITIONS BETWEEN STORM EVENTS (OPTIONAL)
SECTIONE
1
NTS
B-18
Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
'
Bioretention T-3
I
1
STAINLESS
CLAMP
Burn TAC I
PROVIDE SLACK -
TO OUTLET
SOLID PIPE , SLOTTED
30 MIL (MIN.) PVC UNERJ NOTE:
PVC PIPE BOOT SKIRT BACKFILL NOT SHOWN
(FIELD SEAM ALL SIDES)
Figure B-2. Geomembrane Liner/Underdrain Penetration Detail
TEMPORARILY ATTACH —
FABRIC TO WALL DURING
BACKFILL PROCESS DO
WRAP AROUND BA E
3/8-x3' STAINLESS STEEL
ANCHOR BOLT, NUT A a
WASHER • 12' O.C.
a ;
BUYTL TAC TAPE
30 MIL (MIN.) PVC LINER "
CONCRETE PERIMETER e•,•• ': a'
BARRIER
2" MIN.
® �— 1/4'x2- ALUMINUM, STAINLESS
STEEL OR GALVANIZED STEEL
BATTEN BAR'
GEOTE)MLE SEPARATOR
FABRK:
r_N—PREPAREO SUBGRADE
PROVIDE SLACK IN LINER PLACEMENT =ENSUREF
XTILE SEPARATOR FABRIC
(ISUIGRADE CONTAINS ANGULAR
PROPER INSTALLATION AND BACKFILL WITHOUT
ROCKS OR OTHER MATERNL THAT
DAMAGE
COULD PUNCTURE THE LINER)
NITRILE POLYMER BASED VINYL MEMBRANE
SEAMING ADHESIVE MAY BE USED AS AN
NOTE
ALTERNATIVE TO THE BOLTED BATTEN BAR
BACKnLL AND
IN AREAS WHERE THE NEED FOR AN
UNDERDRAIN SYSTEM
IMPERMEABLE LINER IS LESS CRITICAL.
NOT SHOWN
Figure B-3. Geomembrane Liner/Concrete Connection Detail
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
B-19
T-3 Bioretention
Construction Considerations
Proper construction of rain gardens involves careful attention to material specifications, final grades, and
construction details. For a successful project, implement the following practices:
• Protect area from excessive sediment
loading during construction. This is the
most common cause of clogging of rain
gardens. The portion of the site draining
to the rain garden must be stabilized
before allowing flow into the rain
garden. This includes completion of
paving operations.
■ Avoid over compaction of the area to
preserve infiltration rates (for partial and
full infiltration sections).
■ Provide construction observation to
ensure compliance with design
specifications. Improper installation,
particularly related to facility dimensions
and elevations and underdrain elevations,
is a common problem with rain gardens.
■ When using an impermeable liner, ensure
enough slack in the liner to allow for
backfill, compaction, and settling without
tearing the liner.
■ Provide necessary quality assurance and
quality control (QA/QC) when
constructing an impermeable
geomembrane liner system, including but
not limited to fabrication testing,
destructive and non-destructive testing of
field seams, observation of geomembrane
material for tears or other defects, and air
lace testing for leaks in all field seams and
penetrations. QA/QC should be overseen
by a professional engineer. Consider
requiring field reports or other
documentation from the engineer.
Photograph B-3. Inadequate construction staking may have
contributed to flows bypassing this rain garden.
Photograph B4. Runoff passed the upradient rain garden, shown in
Photo B-3, and flooded this downstream rain garden.
Provide adequate construction staking to
ensure that the site properly drains into the
facility, particularly with respect to surface drainage away from adjacent buildings. Photo B-3 and
Photo B4 illustrate a construction error for an otherwise correctly designed series of rain gardens.
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B-20 Urban Drainage and Flood Control District November 2010 '
Urban Storm Drainage Criteria Manual Volume 3
Bioretention
T-3
Construction Example
Photograph B-5. Rain garden is staked out at the low
point of the parking area prior to excavation.
Photograph B-6. Curb and gutter is installed. Flush
curbs with wheel stops or a slotted curb could have been
used in lieu of the solid raised curb with concentrated
inflow.
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
B-21
T-3
Bioretention
7
Photograph B-7. The aggregate layer is covered
with a geotextile and growing media. This photo
shows installation of the geotextile to separate the
growing media from the aggregate layer below.
Cleanouts for the underdrain system are also
shown. Note: The current design section does not
require this geotextile.
Photograph B-8. Shrubs and trees are placed outside
of the ponding area and away from geotextiles.
Photograph B-9. This photo was taken during the first
growing season of this rain garden. Better weed control in the ,
first two to three years will help the desired vegetation to
become established.
B-22 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
r
Bioretention T-3
r
r
i
Design Example
The UD-BMP workbook, designed as a tool for both designer and reviewing agency is available at
www.udfcd.ore. This section provides a completed design form from this workbook as an example.
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
B-23
APPENDIX B
EROSION CONTROL REPORT
' ■V (NORTHERN
ENGINEERING Milestone Apartment!
EROSION CONTROL REPORT
' A comprehensive Erosion and Sediment Control Plan (along with associated details) has been
included with the final construction drawings. 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.
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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 Drainage Report
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APPENDIX C
BANNER HEALTH MEDICAL CAMPUS MASTER DRAINAGE EXHIBIT
1
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_ — =yam_ ` `�♦.,,` '"^- HARMONY ROAD
'fig-�-�f�-�-�l-rhri�f��f�
' IIIII II \ V
+(IIIII f \ I\\ aw TOTAL - 92 AC+T
ORFACEAUEO.TAI9.TW SF/L1
Y RELEASE 0 AC. j
, / y h / .AeDOdA AALxN AY
IIII/i(i\I I \ ` I t I�Yy�r a/�im.Aeiu Ri
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1 �lll ji'.II III Im l� 1 22 22 I 111 /I\ \/ 1 _�.�_I \ r U\\d\IIIII\j111/
\\I�\I\IIIIIII I yt, I 1 \ il- l / "\/'TRACT M////o-!''((2I�
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\\ Yt��I+'I h \\\ \\I l/�/ I I •'rz rwLL urllnr l�MORA�d r<xlEAaf
\ I \1 g1 1 II II 1��\ 1 am 1 I I/A •
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I �' / ((((iW1I III 1�.110 Ijlll /j ll\(\'Y`T�111TL 1r@�\I , I
_ Ili •f/( / I j FOR DRAINAGE REVIEW ONLY.
LE 00
NOT FOR CONSTRUCTION.
I-1 1I
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/ / ICo
1 'I '/Vry �� \ // i, I +1 LI III , Cit UTILITYr PLANILAPPROVALado
iiALvn°-y_ �_�'J Ill j, (\ 1■ IA I\II
r2rmLar I \ I I / I I I / I N/
"Aairuew �I II ppY III` I ..mv/.9,i / / EI III III /tea' \ / I / I �+ t f f� ) Lam_= Ell, °p
--___-_ _.+ _-__-// \ JI \ 1 CUTE BY:
aer�[ewe aTr 0[iQCy �'e1e
cxecKeO RY: ---,g[-SOFT(-
MY:
ICI CNFFeeO BY: -,rF xf. SI �e(a
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cxecem Br:
Environmevtel Plevner �e[e
®
NORTH
IN 0
100 2M 300FMt
(IN MT)
1 INtlI tMR.
LEGEND: .
PROPOSED SEORM SEMEN
PROPOSED NET
PROPOSED NNTWR
93
EAGDNC MNTOOR
-e95J
PROPOSED WAS
________-_
PROPOSED CUAB a OTTER
PROPERTY OWNDARY
- -
DESIGN PONT
Q
ROR ARROW
.
MANAGE BARN LABEL
�M~ 2
YY fAas
Av 1A9
MANArE BASK BOUNDARY
IIe� IIe� IIe�
`J
PRWOM SWALE MCRON
NOTES:
1. REFER TO THE iWAL MAIMAX REPORT FOR BANNER HEALTH MEDICX
CAMPUS' BY NORTHERN DIONEERNO FOR AIDIRMK 1NFORMARM.
z THE FINIA® FLOOR EIEYARMS SHEM1 ARE THE NWNW EIEYARMS
REWIRED FM PRDTECNN FROM THE IN -WAR STERN.
* NLL BWW AS SLIOMI IS PROWEB FOR REEF M ONLY M WpCATE
MTNATE BARN NERELN01141E55 AND BWNDARY AWAS
ODP POND
CONTRIBUTIONS
IDS -WAR
RELEASE RATE
(Ci5)
N1ONE TO
COP PONE,
FA4IQIIT AREA
(SOM (ACRES)
BAINER HE.LLM MEDICAL CAYPU$
ID.D
1.D AFFT
23..W
n5b
IMAM TRACT
25.1
1.1 AC -FT
IMADO TRACT K
S5 AC -FT
IMAM TRACT M
I,e AC -FT
IMAM TUTAL
aD AC-Fi
187,ee4
cape
aM PMD rorAL
9.D Ae-n
210.397
Banner Health•
P■ NAL PLAN
BANNER HEALTH MEDICAL CAMPUS
HARMONY Rom. & LAE)Y MOON E)R.
FORT COLLI"S, COLORA�O
DOULDER ASSOCIATES ARCHITECT5 "26 PEARL ST., SUITE 300 BOULDER, CO 303.497.7795
MASTER DRAINAGE
EXHIBIT
SHEET C6000F60
SEPTEMBER 20, 2013
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APPENDIX D
PRECISION DRIVE DRAINAGE PLAN
1
Q^ NORTH
tl 15C 30G
;IN FEET)
Inch = 150 ft
orm
oo
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1 %
rt ' 2 I300,11
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PRESIDIc_)
FUTURE F'REc=:ISIc-)N DRIVE C)RAINAC�E BASINS
N NORTHERN
ENGINEERING
..t(j,An ty:AT(l Date Drawn:7.15.09
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lO
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a U
N
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c M
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3
Storm Sewer Summary Report Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
elope
down
up
loss
Junct
line
(Cfs)
(in)
(n)
(n)
(n)
M
(n)
(h)
(n)
(R)
No.
1
12
70.00
48 c
580.0
90.83
93.15
0.400
96.03'
97.41
0.36
97.77
End
2
23
55.00
48 c
38.0
93.15
93.30
0.395
97.95'
98.01'
0.22
98.23
1
3
34
45.00
42 c
323.0
93.30
94.59
0.399
98.23'
98.88'
0.05
98.93
2
4
45
35.00
36 c
79.0
94.59
94.91
0.405
98.93'
99.15'
0.29
99.43
3
5
56
20.00
30 c
21.0
94.91
94.99
0.381
99.56'
99.61'
0.04
99.65
4
6
67
5.00
18 c
34.0
94.99
95.13
0.412
99.78'
99.86'
0.06
99.92
5
Project File: Storm -Precision Dr.stm
Number of lines: 6
Run Date: 10-02-2009
NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; 'Surcharged (HGL above crown).
Hydra0ow Storm Sewers 2005
J
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