HomeMy WebLinkAboutFOOTHILLS MALL REDEVELOPMENT, PHASE TWO - FDP - FDP130054 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTStorm Water Management Plan for
Foothills Redevelopment
Fort Collins, Colorado
RASN Project No. 3120115
Date: October 29, 2012
Revised:
Page 2
Storm Water Management Plan for
Foothills Redevelopment
Fort Collins, Colorado
Prepared by
N. Clif Poynter, P.E.
Project Manager
R.A. Smith National, Inc.
16745 W. Bluemound Road, Suite 200
Brookfield, WI 53005-5938
Prepared for
Walton Foothills Holdings, VI, LLC
5750 DTC Parkway, Suite 210
Greenwood Village, Colorado 80111
October 29, 2012
Revised:
Page 3
TABLE OF CONTENTS
CHAPTER I – GENERAL LOCATION AND DESCRIPTION.............................................................. 1
CHAPTER II – DRAINAGE BASINS AND SUBBASINS ....................................................................... 5
CHAPTER III – DRAINAGE DESIGN CRITIERIA ............................................................................... 7
CHAPTER IV – DRAINAGE FACILITY DESIGN ............................................................................... 11
CHAPTER V – CONCLUSIONS ............................................................................................................. 22
CHAPTER VI – REFERENCES .............................................................................................................. 23
CHAPTER VII – APPENDICES SUMMARY ........................................................................................ 24
APPENDICES
APPENDICE 1 – CULVERT CALCULATIONS
APPENDICE 2 – SWMMM CALCULATIONS
APPENDICE 3 – STORM SEWER CALCULATIONS
APPENDICE 4 – WATER QUALITY CALCULATIONS
Page 1
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The property is located in the City of Fort Collins, Larimer County Colorado.
1. Vicinity Map at 1:1200
Page 2
2. Township, range, section, ¼ section
LOCATED IN THE SOUTHWEST QUARTER OF SECTION 25,
TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN,
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
B. Description of Property
1. Area in acres = 76.44
2. Ground cover (type of trees, shrubs, vegetation, general soil conditions, topography, and slope):
a. In the existing condition the site is a commercial retail mall with outlots. The
groundcover is mostly impervious parking, walks and buildings. Trees and other formal
vegetation are present in landscape areas onsite. The site falls roughly 32 feet from SW
to NE and drains to the NE corner into a unnamed stream. Existing slopes vary from 1 to
10% in the paved areas onsite and up to 3:1 in the landscape areas. A full soils report is
underway for the site and is not completed as of the publish time of this report. However
here is the USDA mapping for the site.
Page 3
3. Major drainage ways:
a. The Larimer County Ditch No. 2 passes thru the SW corner of the site and a portion of it
will need to be relocated for this project. The Project Developer is coordinating with the
Ditch Owners to facilitate this relocation.
b. There is a Large (60”) storm sewer which cuts thru the north end of the project site and
conveys offsite drainage from the west thru our site. This system will be protected in
place.
4. General project description:
a. Redevelopment of an existing retail mall and outlots. Portions of the existing mall will
remain, however roughly 70% of the site will be fully redeveloped.
5. Irrigation facilities:
a. The majority of the existing landscaped areas onsite are irrigated. Along with the
redevelopment of these areas, new irrigation facilities will be installed.
6. Proposed land use
a. Commercial, Entertainment and retail
Page 4
C. Floodplain Submittal Requirements
No floodplains exist onsite – below is a copy of the FIRM for the area:
Page 5
II. DRAINAGE BASINS AND SUB-BASINS
A. Major Basin Description:
a. Project Site is located fully within the Foothills Basin as designated in the City’s overall
master storm water planning.
1. Major basin drainage characteristics, existing and planned land uses
a. Based on the City’s February 2011 Storm water Report – the area within the foothills
basin contains area designated as; redevelopment, pre WW11 residential development
and commercial areas (mostly located along College Avenue). The majority of the basin
is pre WW11 residential development and the project site is located in an area designated
as redevelopment.
2. Identification of all irrigation facilities within the basin, which will influence or be influenced by
the local drainage design:
a. Larimer County Number 1 and 2 ditches cross the Foothills basin. Locally the No. 2
ditch crosses the site receives a runoff from a portion of the SW corner of this site and
conveys it south. Per the requirements of the City and the Ditch Company, runoff from
this area will be redirected out of the irrigation ditch and to the NE corner of the property.
This basin diversion is included in the SWMM model prepared for this project and is
discussed in more detail below.
Page 6
B. Sub-Basin Descriptions
a. Discussion of historic and proposed drainage patterns of the property in question
i. In the existing condition the site has 3 drainage sub-basins.
1. There is the roughly 3.1 acre sized subbasin located between the
Existing No. 2 Ditch and College Ave in the SW corner of the site that
drains to the No. 2 Ditch.
2. A the SE corner of the site there is roughly 1.7 acres of the site which
drains to the south along Stanford Avenue to Warren Lake.
3. Lastly there is the remainder of the site which drains to the NE corner.
Below is a map of these 3 areas. The shaded area is the site, the red is the subbasin limits (from
the City’s Foothills Basin Model) and the purple numbers in circles correspond to the numbered areas
above:
b. Discussion of offsite drainage flow patterns and impact on development under existing
and fully developed basin conditions:
i. In the developed condition sub-basins 1 and 2 will be added to basin 3 and will
discharge at the current location of the discharge for basin 3 at the NE corner of
the site.
Page 7
III. DRAINAGE DESIGN CRITERIA
A. Regulations: Discussion of the optional provisions selected or the deviation from the criteria, if
any, and its justification.
a. This project will comply with applicable city requirements for storm water drainage,
storm water management and water quality excepting the following:
i. We request that we be able to extend walls to wrap around more than just 2 sides
for the Sand Filters. In no case will the filters be fully enclosed in walls.
ii. Also we request deviation from the max wall height of 30” (the proposed max
height is 5’)around these filters on the condition that there are railings or other
obstacles present along the top edge.
B. Discussion on how the Directly Connected Impervious Area (DCIA) is being minimized and or
disconnected and discussion on how compliance with the "Four Step Process" is being
implemented.
a. The following features are included in the site’s redevelopment to meet these goals:
i. Impervious area is reduced in the redeveloped condition (by roughly 6%)
ii. Where feasible to work with the existing infrastructure to remain, parking areas
drain to BMP’s designed to slow the time of concentration and remove
pollutants.
Page 8
C. Development Criteria Reference and Constraints
a. Discussion of previous drainage studies (i.e., project master plans) for the site in question
that influence or are influenced by the drainage design and how the plan will affect
drainage design for the site.
i. A previous study prepared in 1987 by Stewart & Associates has been provided
by the City of Fort Collins. It details Two detention ponds which were
constructed as a part of the expansion of the Mall in the late 1980’s. One pond
of 9700cf and another of 15,782 cf for a total of 25,482 cf. This storage will be
replaced in the Sand Filters and bioswales onsite as modeled in the SWMM
model for the project and as summarized in the below table.
Water Quality BMP ID Volume
Req (cf)
Volume
Provided (cf) Depth (in)
Rain Garden 1 1,566 2,325 6
Rain Garden 5 3,263 4,250 12
Rain Garden 6 4,015 5,150 12
Rain Garden 8 1,071 1,275 12
Rain Garden 9 455 1,139 12
Rain Garden 11 4,068 7,258 12
Rain Garden 14 3,480 4,388 12
Rain Garden 16 1,204 1,391 12
Rain Garden 23 1,472 1,944 12
Rain Garden 27 1,124 1,800 12
Rain Garden 28 1,258 2,700 12
Rain Garden 29 5,996 7,928 12
Rain Garden 30 1,419 2,800 12
Rain Garden 31 937 1,296 12
Rain Garden 32 509 2,350 12
Rain Garden 33 2,711 3,900 12
Sand Filter 1 24,842 31,080 36
Sand Filter 2 15,056 22,800 36
Sand Filter 4 5,751 5,920 19.2
Total 80,195 111,691
A total of 111,691 cf of storage is proposed on the project in the on-surface BMP’s.
Page 9
a. Discussion of the effects of adjacent drainage studies.
i. To our knowledge and inquires to the City there are no other previous drainage
studies that would affect this site
D. Discussion of the drainage impact of site constraints such as streets, utilities, rapid transit, existing
structures, and development or site plan.
a. The redevelopment plan is to keep the mall operating during redevelopment of the site.
To facilitate this, existing infrastructure that can be reused shall be. This includes
portions of the site’s parking lots, road infrastructure and utilities.
Page 10
Hydrological Criteria
1. Identify design rainfall
a. The rainfall used in the SWMM modeling was provided by the City of fort Collins and
matches the values present in the city’s Drainage Policy Vol.1.
b. The rainfall used in the Storm System Modeling matches the values present in the city’s
Drainage Policy Vol.1 chapter 4 section 4.
2. Identify runoff calculation method
a. SWMM for the Stormwater management modeling and Rational method for the Storm
sewer design.
3. Identify detention discharge and storage calculation method
a. SWMM
4. Identify design storm recurrence intervals
a. SWMM for the 100year event for the Stormwater Management. The storm sewer design
is the 2 year with the major flood routing above that being the 100 year event.
5. Discussion and justification of other assumptions or calculation methods used that are not
referenced by the criteria.
a. N/A
E. Hydraulic Criteria
1. Identify various capacity references
a. The minor drainage system and WQ devices have been designed to convey the 2 year
storm
2. Discussion of other drainage facility design criteria used that are not referenced in the criteria
a. None known
3. If there are proposed modifications to areas within the 100-year floodplain or floodway, a
"Floodplain Modeling Report" must be submitted
a. No impacts to mapped flood areas are proposed
4. If there are proposed modifications to a natural drainage way where a 100-year floodplain has not
been designated, a "Floodplain Modeling Study" must be submitted
a. There are no impacts to any natural drainage ways proposed
F. Floodplain Regulations Compliance
a. Complete a "City of Fort Collins Floodplain Review Checklist for 50% Submittals" that
clearly states the intent to comply with all applicable City of Fort Collins floodplain
regulations as specified in Chapter 10 of the City Code.
i. No Floodplain impacts are proposed
G. Modifications of Criteria
a. N/A.
1. Identify provisions by section number for which a modification is requested
2. Provide justification for each modification requested
Page 11
IV. DRAINAGE FACILITY DESIGN
A. General Concept
a. Discussion of concept and typical drainage patterns
i. For Storm water management - As described above in Section II, there are 3
sub-basins on the site in the existing condition which will be combined into a
single basin in the developed condition.
ii. For local Storm System Design – The underground system is designed to convey
and treat the 2 year event. For precipitation above this event the 2 year system
will perform “under head conditions” and the major storm routing overland
system will be used. The overland system is designed so that the maximum
depth at any low spot will be less than 1’ deep and more often less than 9”.
b. Discussion of compliance with off-site runoff considerations
i. The Storm water management model (SWMM) prepared for this project indicate
that the discharge leaving the site in the developed condition is significantly
reduced from the existing condition. These results are discussed in depth below.
c. Discussion of the content of tables, charts, figures, plates, or drawings presented in the
report
i. The modeling concept is fairly simplistic. We followed a stepped procedure as
outlined below. The details for each step follow this section on following page
in the order they are listed below:
1. History of the City’s Foothills Basin SWMM Model
2. Calculation of the existing and proposed “C” values.
3. Modification of the Existing condition SWMM model to more closely
mimic the existing site conditions.
4. Calculation of the Existing Runoff and result.
5. Modification of the Proposed Condition Model
a. Sand filter ponds –
i. Stage Storage/Discharge Curves
ii. Outlet Design concept – normal pool elevation
iii. Overflow design concept - freeboard
6. Calculation of the Proposed Condition Runoff
7. Comparison of Existing Vs. Proposed runoff.
8. Discussion of Maintenance Access and easements
9. Discussion of easements and tracts for drainage purposes, including the
conditions and limitations for use
Page 12
1. History of the City’s Foothills Basin SWMM Model
a. The model was previously prepared the by City and
consultants to mimic the storm water flows in major drainage
basins around the City. While somewhat general in nature, the
model has been calibrated to closely model storm water flows
being seen during rain events. This “real world” calibration is
essential to creating a model that accurately depicts the flows
from basins during actual rain events. This type of model is
less theoretical and more real than most other types of
modeling which are localized in nature., therefore the use of
this model is preferred to more accurately predict the flows
seen from development.
2. Calculation of the existing and proposed “C” values.
a. Using the existing survey and the proposed development plan
impervious areas were marked and added up. Below are the
maps, the green areas are the areas counted as pervious.
Page 13
Existing Condition Impervious Areas:
Page 14
Proposed Condition Impervious Areas:
Summary of Impervious Coverages:
Total Site = 76.60 acres
Existing Pervious Coverage = 10.09 Ac. – 13.2%
Proposed Pervious Coverage = 14.85 Ac. – 19.4%
Using Pervious “C”=0.4 and Non-Pervious “C”=0.9
Existing Runoff Coefficient=83.4
Proposed Runoff Coefficient=80.3
Cad files are available by emailing request to clif.poynter@rasmithnational.com
Page 15
3. Modification of the Existing condition SWMM model to more closely
mimic the existing site conditions.
a. The existing model received from The City by Email on
10/16/2012 entitled” As-built 5-25-06.in” was revised in the
following manner.
i. The runoff coefficient for the basin number #25 was
decreased from a 90 to a 84 to be more in line with
the actual calculated coefficient from the impervious
calculation. This was done so that the 3% decrease in
the site’s impervious coverage could be accurately
modeled.
ii. The model was then renamed ” As-built 5-25-06-ex
cond.in”
iii. A digital copy of all models used are available by
emailing a request to
clif.poynter@rasmithnational.com
Below is the Existing Condition Schematic Basin Map – The Site is shaded for Reference
Page 16
4. Calculation of the Existing Runoff and result.
a. The model was then run and the peak runoff at the reach
downstream (reach #34) was 875.9 cfs.
Page 17
5. Modification of the Proposed Condition Model
a. The existing model created above was then further modified as
follows:
i. 3.1 Acres of Basin 17 were added to basin 25
ii. 1.5 Acres of Basin 36 were added to Basin 25
iii. Basins 98 and 99 were created out of basin 25
iv. Ponds 224 & 225 were added
v. Reaches 221 and 222 were added
vi. Basin 98 was directed to pond 224 (sand filter South)
and then to reach 221
vii. Basin 99 was directed to pond 225 (sand filter North)
and then to reach 222
viii. Reach 221 was directed to reach 222 and then to
existing reach 34.
ix. The model was renamed to “2012-10-25-FHM-
MOD.in”
Below is the Proposed Condition Schematic Basin Map – The changes are in Red for clarity
Page 18
b. Sand filter ponds –
i. There two sand filters onsite offer significant storm
water detention along with their water quality benefit.
Therefore they were included in the storm water
design model.
ii. Outlet Design concept – normal pool elevation
1. The outlets will consist of a vertical concrete
riser with a grated top. The diameter of the
riser will be sized to accommodate the 2
year storm overflow within the allowable
freeboard.
2. The risers will be set to provide a maximum
of 3’ depth of storage until the risers begin
to overflow.
iii. Overflow design concept – freeboard
1. The sand filters and risers will be designed
with 1’ of Freeboard prior to their
emergency overflow elevations.
2. Overflow spillways will be incorporated in
the final design of the Sand filters to
accommodate flows in excess of the 100
year event. These overflows will be 1’ deep,
armored and set at locations so as to prevent
damage during any overflows.
iv. Stage Storage/Discharge Curves
Page 19
For the Southern Sand Filter modeled with a Riser overflow, 3’ infiltration depth and Emergency
Spillway.
Page 20
For the Northern Sand Filter modeled with a Riser overflow, 3’ infiltration depth and Emergency
Spillway.
Page 21
6. Calculation of the Proposed Condition Runoff
a. The Proposed condition Model was then run and the results
check at Reach #34.
7. Comparison of Existing Vs. Proposed runoff.
a. Existing condition at Reach 34 = 875.9 cfs
b. Proposed condition at Reach 34 = 726.1 cfs
c. A reduction of 149.8 cfs in the developed condition
8. Discussion of Maintenance Access and easements
a. The sand filters are located such that there is a adequate access
ways for maintenance vehicles and machines.
9. Discussion of easements and tracts for drainage purposes, including the
conditions and limitations for use
a. The Filters are located in easements which will allow the
properties that use the filters and the City of Fort Collins
adequate access when maintenance is required. See plat for
more info.
Page 22
V. CONCLUSIONS
A. Compliance with Standards
a. Compliance with Fort Collins Stormwater Criteria Manual
i. This stormwater design complies with applicable components of the City of
Fort Collins Stormwater Criteria Manual
b. Compliance with the City’s Master Drainage Plan(s)
i. This stormwater design complies with City of Fort Collins Master Drainage
Plan
c. Compliance with the City’s floodplain regulations
i. There are no floodplain impacts from this project
d. Compliance with all State and Federal regulations
i. This stormwater design complies with State of Colorado and Federal
requirements.
B. Drainage Concept
a. Effectiveness of drainage design to control damage from storm runoff
i. As detailed in the attached calculations, this site in the proposed condition will
be highly effective at significantly reducing runoff rates currently being seen
downstream.
b. Influence of proposed development on the Master Drainage Plan recommendation(s)
i. It is recommended that the basins modeled for this project be included in the
City’s overall basin model.
ii. As the site’s use is not significantly changing (commercial use to commercial
use) basin impacts are anticipated to be negligible.
Page 23
VI. REFERENCES
Reference all criteria and technical information used
1. Urban Drainage Storm Water Management Model – UDSWMM – Modified (MODSWMM)
2. AutoCad civil 3d 2012 hydroflow storm sewers (Storm Cad)
3. Hydroflow Hydrographs 2007 for Windows.
Page 24
VII. APPENDICES SUMMARY
A. Culvert Calculations – see app 1
B. Hydrologic Computations - See – app 2
a. Land use assumptions regarding adjacent properties
i. Assumptions used are taken from the City provided SWMM model.
b. Initial and major storm runoff at specific design points
i. Reach 34 was determined by the City to be the critical design point.
c. Historic and fully developed runoff computations at specific design points
i. Provided in the above Calculations
d. Hydrographs at critical design points
i. Flood routing at critical points will be provided once the layout is finalized in
future submittal.
e. Time of concentration and runoff coefficients for each basin
i. N/A for SWMM model
C. Hydraulic Computations – see app 3
1. Storm sewer capacity.
a. The capacity calculations are attached.
2. Street flow calculations for the 2-year and 100-year events regarding street encroachment,
theoretical capacity, and allowable gutter flow
a. Positive stormwater routing has been provided and the depths minimized. These
calculations will be submitted once the site layout is finalized.
3. Storm inlet capacity including inlet control rating at connection(s) to storm sewer system
a. Inlet capacity calculations will be provided once the site layout is finalized.
4. Open channel design
a. N/A for this project
5. Check dam and/or channel drop design
a. N/A for this project
6. Detention facility design including area/volume capacity, outlet capacity, soil analysis, and ground
water table elevations
a. N/A for this project
7. Downstream/outfall system capacity to the major drainageway system
a. Connections to the existing storm system are being reused and rates are reduced.
8. Design of erosion protection measures for culverts, and storm sewer outlets.
a. Please see submitted details.
D. Letters of intent to acquire all necessary off-site easements
a. N/A
E. Water quality design calculations - see app 4
a. These Calculations are attached.
F. Printed copies of input and output files for all computer models used in the analysis and design
a. See app 2
G. Digital Copies of the existing and proposed condition SWMM files available by emailing
clif.poynter@rasmithnational.com
Page 25
APPENDIX 1
Page 26
Culvert capacities
For the No. 2 Ditch - The 100 year flow rate was taken from the City Provided SWMM model at
the downstream end of the culvert and it was determined to be 105.5 cfs. From John Andrews
from Andtek Consulting (review engineer from the Ditch Company) the peak irrigation flow in the
ditch is 155 cfs. So the total required 100 year flow is 255.5 cfs. Below are the calculations:
Page 27
Page 28
APPENDIX 2
Page 29
Existing Condition
2 1 1 2
3 4
WATERSHED 1/0
FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR
EVENT
NELSON FARM POND MODIFICATIONS BY ICON ENGINEERING MARCH 2004 FILE:ALT2.IN
480 0 0 1.0 1 1.0 1
24 5.0
1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46
1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75
0.73 0.71 0.69 0.67
1 -2 .016 .25 .10 .30 .51 .50 .0018
70 400 3100 20.0 18..011
71 401 6300 47.8 19..012
2 102 4000 29.0 38..010
3 410 1600 14.5 40..013
75 413 2584 8.9 40..012
4 152 2500 37.4 17..009
78 104 1710 5.5 53..007
105 7 1500 7.5 40..021
5 201 1700 7.8 90..010
6 8 4000 32.1 70..007
7 9 1300 10.0 40..010
8 11 3000 28.3 40..005
10 14 6400 73.8 40..011
11 16 5850 61.8 46..010
12 18 7000 64.9 28..003
14 26 1103 3.8 33..013
15 501 2600 12.3 10..040
16 98 1400 11.8 90..010
17 24 1050 4.6 80..015
18 25 2000 20.1 80..005
19 27 2000 16.3 90..008
22 129 3200 26.0 90..009
24 33 3900 40.5 40..010
25 34 6700 87.5 84..015
26 35 3000 35.5 50..010
27 36 1100 11.6 50..010
28 37 725 5.0 50..040
29 43 5800 64.5 50..009
30 41 3200 69.1 21..010
31 38 5200 56.5 40..010
32 42 1400 26.9 27..008
33 48 365 2.7 90..007
34 45 1700 16.5 90..020
35 46 3250 28.9 80..015
36 45 2390 21.5 90..030
37 5070500269.0 72..030
38 51 5200 41.7 40..010
39 53 2200 35.9 17..010
40 5513400218.6 45..007
Page 30
142 172 4300 44.5 50..010
43 172 585 23.5 7..010
44 58 5000 42.3 40..005
144 159 1400 18.7 30..019
45 6211000117.6 60..008
46 60 3900 26.6 40..007
47 63 7200 88.0 40..008
48 65 7200 96.5 40..006
49 67 5000 42.4 40..010
50 57 2400 19.5 65..022
150 157 2700 20.4 65..008
51 70 7400 68.0 40..007
52 79 2200 14.7 70..005
53 75 2200 14.7 70..005
54 81 5500 50.9 60..003
55 208 6000 55.2 40..006
56 209 3500 31.7 40..003
57 8513000208.1 40..020
58 600 6000 41.1 90..010
581 184 3450 22.4 90..008
582 212 1700 11.5 80..020
583 217 400 2.5 70..020
584 218 2900 19.7 90..015
59 211 1500 20.7 40..006
60 78 1500 24.6 47..005
61 210 1050 12.2 64..009
62 77 1800 3.3 99..007
621 306 865 5.9 66..009
622 303 1400 10.5 18..010
623 313 2200 3.4 33..010
624 213 6200 70.7 43..013
63 193 9964 91.5 40..005
64 361 7200 66.0 40..013
650 88 2100 19.6 40..010
651 251 700 6.6 9..023
65 88 1200 4.0 10..030
66 94 4900 15.1 12..020
67 8610400 99.2 45..020
68 94 2400 25.2 45..020
69 269 5800 53.5 45..019
671 87 2300 8.3 19..100
681 288 640 6.0 45..015
682 288 500 3.5 45..015
691 95 1700 3.9 31..100
0
0
0 400 156 0 4 0.0 800. .007 50. 50. .016 0.4
40.0 800. .007 10. 10. .035 2.0
0 156 102 0 5 1.5 780. .010 0. 0. .013 1.5
36.0 780. .010 50. 50. .016 2.0
0 163 102 0 4 0.0 1800. .011 0. 50. .035 0.7
35.0 1800. .011 0. 10. .035 2.0
0 401 163 0 4 0.0 1200. .004 50. 50. .016 0.4
Page 31
40.0 1200. .004 10. 10. .035 2.0
0 410 102 2 2 0.1 1000. .001 0. 0. .013 0.1
0.0 0.0 2.9 2.8
0 102 154 9 2 0.1 1. .001 0. 0. .013 0.1
0.0 0.0 1.50 1.6 3.70 1.8 6.61 2.1
10.26 2.3 14.40 2.5 17.52 2.6 19.79 2.7
22.91 21.1
0 154 153 0 5 1.25 418. .004 0. 0. .013 1.25
0.0 418. .004 50. 50. .016 5.00
0 413 153 2 2 0.1 1000. .001 0. 0. .013 0.1
0.0 0.0 1.9 1.5
0 153 152 0 5 1.25 1270. .004 0. 0. .013 1.25
0.0 1270. .004 50. 50. .016 5.0
0 104 150 6 2 0.1 1000. .025 0. 0. .013 .1
0.0 0.0 0.02 0.4 0.13 0.7 0.34 0.9
0.83 1.2 1.08 12.3
0 150 152 0 2 1.5 738. .004 0. 0. .013 8.0
0 152 5 0 5 3.0 600. .004 0. 0. .013 3.0
40.0 600. .004 50. 50. .016 4.00
0 201 6 3 2 0.1 1. .001 .0 .0 0.100 0.10
0.0 0.0 0.93 2.70 1.21 28.6
0 5 6 0 5 2.5 500. .003 .0 .0 0.013 2.50
80.0 500. .003 30.0 30.0 0.016 3.00
0 6 7 0 5 2.5 800. .003 .0 .0 0.013 2.50
80.0 800. .003 30.0 30.0 0.016 3.00
-1 273 7 14 3 1.
0.0 0.0 0.6667 0.0 0.7500 60.3 0.8333 91.8
0.9167 61.7 1.0833 47.5 1.3333 35.1 1.5000 27.7
1.7500 18.9 1.9167 15.0 2.0000 12.5 2.0833 8.2
2.2500 0.9 2.3333 0.0
0 7 10 0 1 4.0 1300. .008 3.0 3.0 0.040 5.00
0 8 109 0 1 4.0 700. .007 30.0 30.0 0.016 10.00
0 9 10 9 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 0. 0.06 1.0 0.27 1.5 0.59 1.8
0.97 2.1 1.42 2.3 1.75 2.5 2.03 35.4
2.77 218.0
0 109 10 10 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 0. 0.66 6.0 1.29 12.0 2.29 20.0
2.42 24.0 2.54 36.0 2.64 57.0 2.74 80.0
2.87 120.0 3.01 140.0
0 10 115 0 1 4.0 1200. .008 3.0 3.0 0.040 5.00
0 550 15 0 3
0 11 15 0 5 1.75 750. .010 0.0 0.0 0.013 1.75
0.0 750. .010 50.0 50.0 0.016 100.00
0 116 12 0 1 9.0 1200. .006 1.0 1.0 0.035 6.0
0 14 115 0 5 2.5 1200. .007 0.0 0.0 0.013 2.50
0.0 1200. .007 30.0 30.0 0.016 100.00
* REVISED DETENTION POND 15
* ICON CORRECTED
0 115 15 0 3 1.
0 15 116 8 2 0.1 1000. .025 .0 .0 0.013 0.1
.0 0. 0.001 2.52 0.160 12.06 1.370 26.50
3.820 34.90 6.660 39.40 9.810 258.50 11.45 423.6
0 16 12 0 1 2.0 800. .004 30.0 30.0 0.016 100.00
Page 32
0 18 501 0 1 2.0 800. .012 30.0 30.0 0.016 100.00
0 12 501 0 3 0.1
0 501 29 10 2 0.1 1000. .010 .0 .0 0.100 1.50
.0 .0 0.05 0.03 1.16 4.06 4.48 9.47
9.14 11.09 14.64 12.99 21.12 15.24 28.74 17.34
37.18 357.30 45.92 1283.2
0 98 129 0 4 0.0 800. .015 50.0 50.0 0.016 0.40
40.0 800. .015 10.0 10.0 0.035 100.00
0 24 25 0 1 10.0 700. .0004 2.0 2.0 0.030 6.00
0 26 27 0 5 2.0 750. .005 .0 .0 0.013 2.00
0.0 750. .005 0.0 50.0 0.016 10.00
0 25 27 0 1 10.0 900. .0004 2.0 2.0 0.030 6.00
0 27 47 0 3 0.1
0 29 129 0 5 3.5 800. .005 .0 .0 0.013 3.50
10.0 800. .005 25.0 25.0 0.016 10.00
0 33 133 0 4 0.0 1300. .010 50.0 0.0 0.016 0.50
25.0 1300. .010 10.0 0.0 0.016 100.00
-1 849 133 17 3 1.
0.0 0.0 0.0833 0.0 0.1667 1.2 0.2500 14.2
2.1667 14.2 2.2500 12.6 2.3333 9.1 2.4167 6.8
2.5000 5.3 2.5833 4.2 2.7500 2.9 3.0000 1.8
3.2500 1.2 4.0000 0.4 4.5000 0.2 5.0000 0.1
5.5000 0.0
0 133 40 0 5 2.5 700. .015 0.0 0.0 0.013 2.50
0.0 700. .015 50.0 50.0 0.016 100.00
0 129 34 0 5 4.5 1200. .010 .0 .0 0.013 4.50
5.0 1200. .010 30.0 30.0 0.016 10.00
0 34 134 0 5 4.5 1200. .010 .0 .0 0.013 4.50
5.0 1200. .010 30.0 30.0 0.016 10.00
0 134 35 0 1 15.0 450. .010 4.0 4.0 0.040 5.00
0 35 40 0 1 15.0 900. .010 4.0 4.0 0.040 5.00
0 36 338 0 4 0.0 2800. .007 50.0 50.0 0.016 0.50
50.0 2800. .007 10.0 10.0 0.035 100.00
0 37 49 0 1 3.0 400. .013 3.0 3.0 0.040 100.00
0 38 39 0 1 2.0 1200. .005 30.0 30.0 0.016 100.00
0 39 142 11 2 .1 1000. .010 .0 .0 0.100 .01
0.00 0.0 0.89 5.0 1.55 10.0 2.29 15.0
2.96 20.0 4.43 25.0 6.72 30.0 12.64 33.4
13.28 35.0 13.83 40.0 14.38 50.0
0 40 41 0 4 10.0 1000. .002 4.0 4.0 0.040 4.00
47.0 1000. .002 100.0 100.0 0.060 10.00
* ICON CORRECTED
0 41 42 9 2 .1 1000. .010 .0 .0 0.100 .01
0.001 0.0 0.016 101.5 0.099 290.8 0.300 298.3
0.871 378.3 1.444 378.3 2.016 458.9 3.968 1213.6
7.135 2731.4
0 42 142 18 2 .1 150. .010 .0 .0 0.013 .01
0.0 0.0 1.25 10.0 2.88 20.0 4.88 30.0
7.11 40.0 9.53 50.0 11.12 60.0 14.53 80.0
19.57 100.0 35.79 150.0 40.55 160.0 43.41 200.0
44.63 250.0 45.46 300.0 46.14 350.0 46.82 400.0
47.40 450.0 48.80 550.0
0 43 44 0 4 0.0 1100. .006 50.0 50.0 0.016 0.50
50.0 1100. .006 10.0 10.0 0.035 100.00
Page 33
0 44 444 11 2 0.1 1700. .002 .0 .0 0.100 0.10
.0 .0 0.05 1.0 0.15 2.0 0.38 3.0
0.54 4.0 0.72 5.0 1.53 6.0 1.83 6.0
3.81 21.0 4.48 36.0 6.26 141.0
644 444 544 3 3 1.
0.0 0.0 6.0 0.0 141.0 135.0
0 544 244 0 3 1.
0 644 144 0 3 1.
0 45 49 0 5 3.0 900. .015 .0 .0 0.013 3.00
5.0 900. .015 100.0 100.0 0.016 100.00
0 46 49 0 5 1.5 500. .020 .0 .0 0.013 1.50
2.0 500. .020 30.0 30.0 0.016 100.00
0 47 46 0 5 2.0 1300. .017 .0 .0 0.013 2.00
2.0 1300. .017 30.0 30.0 0.016 100.00
0 48 47 0 1 1.0 500. .002 30.0 1.0 0.016 100.00
0 49 50 0 1 10.0 500. .016 5.0 5.0 0.040 100.00
0 50 53 5 2 .1 1. .016 .0 .0 1.000 .01
0.0 0.0 150.0 100.0 350. 380.0 600.0 800.0
700.0 980.0
0 51 338 0 5 1.0 800. .007 .0 .0 0.011 1.00
0.0 800. .008 20.0 28.0 0.060 100.00
0 338 52 7 2 .1 1. .001 .0 .0 0.100 0.10
0.0 0.0 0.1 6.4 0.4 6.4 1.5 6.4
2.0 6.4 5.4 61.0 5.7 65.0
0 52 200 0 5 2.5 1800. .005 .0 .0 0.013 2.50
3.0 1800. .005 4.0 4.0 0.040 100.00
0 200 53 0 3 0.1
0 53 54 0 1 3.0 900. .004 4.0 4.0 0.040 100.00
0 54 55 0 1 3.0 1500. .006 13.0 13.0 0.040 3.00
0 142 55 0 5 3.5 1400. .007 0.0 0.0 0.013 3.50
10.0 1400. .007 5.0 5.0 0.040 10.00
0 55 56 0 1 10.0 1900. .007 5.0 5.0 0.040 10.00
* REVISED NELSON FARM POND W/ BERM REMOVAL & MODIFIED SPILL WEIR
0 56 57 13 2 0.1 1.0 .005 .0 .0 0.013 0.10
0.0 0.0 0.01 68.0 0.06 96.0 0.39 124.0
1.72 152.0 4.80 180.0 9.60 210.0 12.40 225.0
16.04 281.0 23.78 436.0 32.54 685.0 41.93 1125.0
52.50 2200.0
* POND 57
0 57 157 6 2 0.1 130. .0059 .0 .0 0.013 0.1
0.0 .0 0.17 76 0.87 220 1.33 528
1.82 562 9.39 1160
* POND 157
* ICON CORRECTED
0 157 257 6 2 0.1 157. .0046 .0 .0 0.023 0.1
0.000 0.00 0.001 62.0 0.14 166. 0.93 328.
2.940 1083. 6.610 2356.0
0 244 42 0 2 2.0 1150. .005 0.0 0.0 0.013 2.00
0 144 58 0 1 2.0 1500. .006 30.0 30.0 0.016 100.00
0 58 59 0 1 2.0 900. .006 30.0 30.0 0.016 100.00
0 159 59 6 2 0.1 1.
0.0 0.0 0.82 5.0 3.60 10.0 4.93 11.2
5.10 15.0 5.51 35.0
0 59 62 11 2 0.1 1.
Page 34
0.0 0.0 0.79 5.0 1.09 10.0 1.32 15.0
2.05 20.0 3.03 23.9 3.12 45.0 3.22 100.0
3.30 150.0 3.36 200.0 3.42 250.0
0 60 61 0 1 5.0 1200. .002 3.0 3.0 0.040 100.00
0 61 62 0 1 3.0 1100. .004 4.0 4.0 0.040 100.00
0 62 162 9 2 .1 800. .010 .0 .0 0.010 .01
0.0 0.0 32.9 0.0 39.9 20.0 43.3 40.0
46.0 60.0 51.1 100.0 54.2 125.0 56.5 150.0
61.2 200.0
562 162 662 4 3 1.
0 0 24 0 54 30 3000 30
0 562 257 0 3 1.
0 662 66 0 3 1.
0 63 64 0 1 2.0 1300. .005 30.0 30.0 0.016 100.00
0 64 466 0 5 3.0 1400. .008 .0 .0 0.013 3.00
2.0 1400. .008 30.0 30.0 0.016 100.00
0 65 466 0 1 2.0 1300. .003 30.0 30.0 0.016 100.00
0 466 66 0 3 1.
0 66 69 13 2 .1 1000. .0012 .0 .0 0.100 .10
0.00 0.0 0.04 3.5 0.41 15.2 1.38 29.2
2.89 37.0 7.88 42.6 16.51 43.6 21.32 44.0
27.05 44.4 34.25 44.9 39.09 45.5 39.48 45.8
42.34 48.0
0 67 162 0 1 2.0 1200. .006 30.0 30.0 0.016 100.00
0 69 82 0 5 2.5 1220. .0117 .0 .0 0.013 2.50
2.5 1220. .0117 2.5 2.5 0.040 100.00
0 70 471 0 1 2.0 1600. .004 30.0 30.0 0.016 100.00
0 471 71 0 3 1.
0 71 82 19 2 0.1 1000. .004 .0 .0 0.100 0.1
0.0 0.0 0.07 1.0 0.14 5.7 0.24 10.1
0.64 10.7 1.80 11.2 2.90 12.3 4.19 13.0
4.53 13.5 6.36 13.8 7.13 14.2 7.85 14.4
8.68 14.6 9.28 14.8 9.81 14.9 10.23 15.0
11.67 15.2 12.27 15.3 12.35 15.4
0 172 173 6 2 .1 1000. .008 .0 .0 0.100 1.50
.0 0.0 0.32 10. 1.25 20. 2.34 30.
6.48 38.2 6.71 70.
0 173 56 0 5 2.3 1500. .0022 .0 .0 0.013 2.3
4.0 1500. .0022 4.0 4.0 0.040 100.00
0 75 76 8 2 .1 1000. .001 1.0 1.0 0.100 .01
.0 .0 0.020 0.5 0.159 1.3 0.393 2.1
0.738 3.0 0.971 3.0 1.260 18.4 1.782 74.6
0 79 76 3 2 .1 1000. .001 0.0 0.0 0.100 0.1
.0 .0 0.580 10.0 0.600 125.0
0 76 77 0 5 1.0 700. .003 .0 .0 0.013 1.00
1.0 700. .003 30.0 30.0 0.016 100.00
0 77 257 0 5 2.0 1100. .002 .0 .0 0.013 2.00
2.0 1100. .002 30.0 30.0 0.016 100.00
0 257 78 0 1 5.0 700. .0084 4.0 4.0 0.036 8.00
0 78 178 0 1 5.0 800. .0084 4.0 4.0 0.036 8.00
0 211 178 2 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 3.1 10.
0 600 88 0 4 0.0 1400. .007 50.0 0.0 0.016 0.50
25.0 1400. .007 10.0 0.0 0.016 100.00
Page 35
* ICON CORRECTED
0 212 217 7 2 0.1 1000. .008 .0 .0 0.100 0.10
0.0 0.0 0.001 1.71 0.04 13.61 0.23 28.28
0.56 37.53 0.87 40.60 1.67 107.
0 217 218 9 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 0.02 1.38 0.20 6.01 0.65 8.47
0.98 9.71 1.49 11.09 1.88 12.04 2.07 12.40
2.81 58.1
0 218 288 7 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 0.08 1.17 0.42 22.55 0.72 46.91
1.15 87.94 1.46 102.31 4.94 362.
0 210 78 9 2 0.1 80. .005 .0 .0 0.013 0.10
0.0 0.0 0.50 6.59 0.62 13.08 0.78 17.30
0.93 20.65 1.11 23.54 1.29 26.11 1.50 28.46
1.71 30.62
0 81 207 0 1 2.5 1850. .005 30.0 30.0 0.016 100.00
0 207 82 2 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 9.7 20.
0 82 83 0 5 4.0 1350. .004 .0 .0 0.013 4.00
4.0 1350. .004 30.0 30.0 0.013 100.00
0 208 83 2 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 9.5 20.
0 83 184 0 5 4.5 1300. .004 .0 .0 0.016 4.50
4.5 1300. .004 30.0 30.0 0.016 100.00
0 209 184 2 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 5.5 9.
0 184 916 0 5 4.5 2400. .0056 .0 .0 0.013 4.50
4.5 2400. .0056 30.0 30.0 0.016 100.00
0 86 916 0 1 2.0 1600. .004 30.0 30.0 0.040 100.00
0 216 97 10 2 0.1 1.0 .01 .0 .0 0.1 .10
.0 .0 3.95 10.0 8.09 20.0 14.80 50.00
15.14 52.0 20.32 80.0 23.66 100.0 25.16 110.00
26.66 120.0 31.14 150.0
0 916 216 0 3
0 269 95 9 2 0.1 1.0 .01 .0 .0 0.1 .10
.0 .0 1.95 40.0 3.13 80.0 4.14 120.0
5.05 160.0 5.90 200.0 6.72 240.0 8.00 280.0
10.57 311.6
0 97 0 1 1.0 3000. .01 20. 20.0 0.040 100.0
0 85 215 0 1 2.0 3500. .003 4.0 4.0 0.040 100.00
0 215 185 2 2 0.1 1.0 .01 .0 .0 0.1 .10
.0 .0 33.2 85.
0 185 87 0 1 25.0 1200. .0004 3.0 3.0 0.030 100.00
0 87 194 0 1 25.0 1200. .0004 3.0 3.0 0.030 100.00
0 251 178 7 2 0.1 1000. .010 .0 .0 0.100 0.10
0.00 0.0 0.06 1.0 0.11 2.9 0.17 4.9
0.22 5.0 0.28 5.1 0.56 5.4
0 178 88 0 4 3.0 700. .012 4.0 4.0 0.040 4.00
35.0 700. .012 30.0 30.0 0.060 100.00
0 88 288 0 4 3.0 700. .012 4.0 4.0 0.040 4.00
35.0 700. .012 30.0 30.0 0.060 100.00
0 288 188 0 3 1.
0 188 94 0 1 1.0 1400. .010 20.0 20.0 0.040 100.00
0 94 194 0 1 1.0 1600. .010 20.0 20.0 0.040 100.00
Page 36
0 194 95 0 1 25.0 900. .0004 3.0 3.0 0.030 100.00
0 95 96 0 1 25.0 700. .0004 3.0 3.0 0.030 100.00
0 303 213 4 2 0.1 1 .010 0. 0. .016 8.00
0.00 0.00 0.60 1.70 1.25 4.80 1.97 8.80
0 306 307 4 2 0.1 1 .010 0. 0. .016 8.00
0.00 0.00 0.11 16.40 0.17 17.60 0.40 82.00
0 307 213 0 5 2.5 1240. .006 0.0 0.0 0.013 2.50
0.0 1240. .006 50.0 50.0 0.016 100.00
0 313 213 3 2 0.1 1 .010 0. 0. .016 8.00
0.00 0.00 0.80 2.30 1.70 6.90
* ICON CORRECTED
0 213 90 17 2 0.1 0.1 .001 .0 .0 0.100 0.10
.0 .0 0.001 9.9 0.2 19.2 0.5 25.2
1.15 32.4 2.1 35.8 3.45 39.0 4.6 41.3
5.45 42.5 6.3 43.3 6.85 43.8 7.25 44.0
7.55 44.2 11.77 44.2 12.44 49.2 12.71 54.2
13.12 69.2
0 361 351 0 4 0.0 1000. .0070 50. 50. .016 .4
40.0 1000. .0070 10. 10. .020 10.
0 351 214 0 3 1.
0 214 91 13 2 0.1 1. .1000 0. 0. .024 0.1
0.0 0. 1.13 5.63 1.77 8.93 2.62 11.30
3.47 13.25 4.40 14.95 5.33 16.48 6.34 17.88
7.35 19.17 8.44 20.39 9.53 21.53 11.91 23.7
14.63 25.6
0 90 91 0 5 3.0 2700. .007 .0 .0 0.013 3.00
2.0 2700. .007 30.0 30.0 0.016 100.00
0 91 96 0 5 3.0 1300. .030 .0 .0 0.013 3.00
2.0 1300. .030 1.0 1.0 0.016 3.00
0 193 96 16 2 0.1 1. .010 .0 .0 0.100 0.10
0.0 0.0 2.19 21.0 4.50 22.5 6.95 24.0
9.56 25.1 10.95 26.0 11.22 29.4 11.50 35.2
11.77 42.5 12.05 51.3 12.33 61.3 12.61 72.4
12.90 84.7 13.19 98.1 13.47 112.3 13.76 127.5
0 96 500 0 1 25.0 100. .0004 3.0 3.0 0.030 100.00
0
0
ENDPROGRAM
Page 37
Proposed condition
2 1 1 2
3 4
WATERSHED 1/0
FOOTHILLS BASIN - FULLY DEVELOPED CONDITION WITH REVISED RAINFALL 100-YEAR
EVENT
FOOTHILLS MODIFICATIONS BY RA SMITH NATIONAL OCT 2012
480 0 0 1.0 1 1.0 1
24 5.0
1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46
1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75
0.73 0.71 0.69 0.67
1 -2 .016 .25 .10 .30 .51 .50 .0018
70 400 3100 20.0 18..011
71 401 6300 47.8 19..012
2 102 4000 29.0 38..010
3 410 1600 14.5 40..013
75 413 2584 8.9 40..012
4 152 2500 37.4 17..009
78 104 1710 5.5 53..007
105 7 1500 7.5 40..021
5 201 1700 7.8 90..010
6 8 4000 32.1 70..007
7 9 1300 10.0 40..010
8 11 3000 28.3 40..005
10 14 6400 73.8 40..011
11 16 5850 61.8 46..010
12 18 7000 64.9 28..003
14 26 1103 3.8 33..013
15 501 2600 12.3 10..040
16 98 1400 11.8 90..010
17 24 1050 1.5 80..015
18 25 2000 20.1 80..005
19 27 2000 16.3 90..008
22 129 3200 26.0 90..009
24 33 3900 40.5 40..010
25 34 6700 61.3 81..015
26 35 3000 35.5 50..010
27 36 1100 11.6 50..010
28 37 725 5.0 50..040
29 43 5800 64.5 50..009
30 41 3200 69.1 21..010
31 38 5200 56.5 40..010
32 42 1400 26.9 27..008
33 48 365 2.7 90..007
34 45 1700 16.5 90..020
35 46 3250 28.9 80..015
36 45 2390 20.0 90..030
37 5070500269.0 72..030
38 51 5200 41.7 40..010
39 53 2200 35.9 17..010
40 5513400218.6 45..007
142 172 4300 44.5 50..010
Page 38
43 172 585 23.5 7..010
44 58 5000 42.3 40..005
144 159 1400 18.7 30..019
45 6211000117.6 60..008
46 60 3900 26.6 40..007
47 63 7200 88.0 40..008
48 65 7200 96.5 40..006
49 67 5000 42.4 40..010
50 57 2400 19.5 65..022
150 157 2700 20.4 65..008
51 70 7400 68.0 40..007
52 79 2200 14.7 70..005
53 75 2200 14.7 70..005
54 81 5500 50.9 60..003
55 208 6000 55.2 40..006
56 209 3500 31.7 40..003
57 8513000208.1 40..020
58 600 6000 41.1 90..010
581 184 3450 22.4 90..008
582 212 1700 11.5 80..020
583 217 400 2.5 70..020
584 218 2900 19.7 90..015
59 211 1500 20.7 40..006
60 78 1500 24.6 47..005
61 210 1050 12.2 64..009
62 77 1800 3.3 99..007
621 306 865 5.9 66..009
622 303 1400 10.5 18..010
623 313 2200 3.4 33..010
624 213 6200 70.7 43..013
63 193 9964 91.5 40..005
64 361 7200 66.0 40..013
650 88 2100 19.6 40..010
651 251 700 6.6 9..023
65 88 1200 4.0 10..030
66 94 4900 15.1 12..020
67 8610400 99.2 45..020
68 94 2400 25.2 45..020
69 269 5800 53.5 45..019
671 87 2300 8.3 19..100
681 288 640 6.0 45..015
682 288 500 3.5 45..015
691 95 1700 3.9 31..100
98 224 1800 19.9 81..015
99 225 1200 11.1 81..015
0
0
0 400 156 0 4 0.0 800. .007 50. 50. .016 0.4
40.0 800. .007 10. 10. .035 2.0
0 156 102 0 5 1.5 780. .010 0. 0. .013 1.5
36.0 780. .010 50. 50. .016 2.0
0 163 102 0 4 0.0 1800. .011 0. 50. .035 0.7
35.0 1800. .011 0. 10. .035 2.0
Page 39
0 401 163 0 4 0.0 1200. .004 50. 50. .016 0.4
40.0 1200. .004 10. 10. .035 2.0
0 410 102 2 2 0.1 1000. .001 0. 0. .013 0.1
0.0 0.0 2.9 2.8
0 102 154 9 2 0.1 1. .001 0. 0. .013 0.1
0.0 0.0 1.50 1.6 3.70 1.8 6.61 2.1
10.26 2.3 14.40 2.5 17.52 2.6 19.79 2.7
22.91 21.1
0 154 153 0 5 1.25 418. .004 0. 0. .013 1.25
0.0 418. .004 50. 50. .016 5.00
0 413 153 2 2 0.1 1000. .001 0. 0. .013 0.1
0.0 0.0 1.9 1.5
0 153 152 0 5 1.25 1270. .004 0. 0. .013 1.25
0.0 1270. .004 50. 50. .016 5.0
0 104 150 6 2 0.1 1000. .025 0. 0. .013 .1
0.0 0.0 0.02 0.4 0.13 0.7 0.34 0.9
0.83 1.2 1.08 12.3
0 150 152 0 2 1.5 738. .004 0. 0. .013 8.0
0 152 5 0 5 3.0 600. .004 0. 0. .013 3.0
40.0 600. .004 50. 50. .016 4.00
0 201 6 3 2 0.1 1. .001 .0 .0 0.100 0.10
0.0 0.0 0.93 2.70 1.21 28.6
0 5 6 0 5 2.5 500. .003 .0 .0 0.013 2.50
80.0 500. .003 30.0 30.0 0.016 3.00
0 6 7 0 5 2.5 800. .003 .0 .0 0.013 2.50
80.0 800. .003 30.0 30.0 0.016 3.00
-1 273 7 14 3 1.
0.0 0.0 0.6667 0.0 0.7500 60.3 0.8333 91.8
0.9167 61.7 1.0833 47.5 1.3333 35.1 1.5000 27.7
1.7500 18.9 1.9167 15.0 2.0000 12.5 2.0833 8.2
2.2500 0.9 2.3333 0.0
0 7 10 0 1 4.0 1300. .008 3.0 3.0 0.040 5.00
0 8 109 0 1 4.0 700. .007 30.0 30.0 0.016 10.00
0 9 10 9 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 0. 0.06 1.0 0.27 1.5 0.59 1.8
0.97 2.1 1.42 2.3 1.75 2.5 2.03 35.4
2.77 218.0
0 109 10 10 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 0. 0.66 6.0 1.29 12.0 2.29 20.0
2.42 24.0 2.54 36.0 2.64 57.0 2.74 80.0
2.87 120.0 3.01 140.0
0 10 115 0 1 4.0 1200. .008 3.0 3.0 0.040 5.00
0 550 15 0 3
0 11 15 0 5 1.75 750. .010 0.0 0.0 0.013 1.75
0.0 750. .010 50.0 50.0 0.016 100.00
0 116 12 0 1 9.0 1200. .006 1.0 1.0 0.035 6.0
0 14 115 0 5 2.5 1200. .007 0.0 0.0 0.013 2.50
0.0 1200. .007 30.0 30.0 0.016 100.00
* REVISED DETENTION POND 15
* ICON CORRECTED
0 115 15 0 3 1.
0 15 116 8 2 0.1 1000. .025 .0 .0 0.013 0.1
.0 0. 0.001 2.52 0.160 12.06 1.370 26.50
3.820 34.90 6.660 39.40 9.810 258.50 11.45 423.6
Page 40
0 16 12 0 1 2.0 800. .004 30.0 30.0 0.016 100.00
0 18 501 0 1 2.0 800. .012 30.0 30.0 0.016 100.00
0 12 501 0 3 0.1
0 501 29 10 2 0.1 1000. .010 .0 .0 0.100 1.50
.0 .0 0.05 0.03 1.16 4.06 4.48 9.47
9.14 11.09 14.64 12.99 21.12 15.24 28.74 17.34
37.18 357.30 45.92 1283.2
0 98 129 0 4 0.0 800. .015 50.0 50.0 0.016 0.40
40.0 800. .015 10.0 10.0 0.035 100.00
0 24 25 0 1 10.0 700. .0004 2.0 2.0 0.030 6.00
0 26 27 0 5 2.0 750. .005 .0 .0 0.013 2.00
0.0 750. .005 0.0 50.0 0.016 10.00
0 25 27 0 1 10.0 900. .0004 2.0 2.0 0.030 6.00
0 27 47 0 3 0.1
0 29 129 0 5 3.5 800. .005 .0 .0 0.013 3.50
10.0 800. .005 25.0 25.0 0.016 10.00
0 33 133 0 4 0.0 1300. .010 50.0 0.0 0.016 0.50
25.0 1300. .010 10.0 0.0 0.016 100.00
-1 849 133 17 3 1.
0.0 0.0 0.0833 0.0 0.1667 1.2 0.2500 14.2
2.1667 14.2 2.2500 12.6 2.3333 9.1 2.4167 6.8
2.5000 5.3 2.5833 4.2 2.7500 2.9 3.0000 1.8
3.2500 1.2 4.0000 0.4 4.5000 0.2 5.0000 0.1
5.5000 0.0
0 133 40 0 5 2.5 700. .015 0.0 0.0 0.013 2.50
0.0 700. .015 50.0 50.0 0.016 100.00
0 129 34 0 5 4.5 1200. .010 .0 .0 0.013 4.50
5.0 1200. .010 30.0 30.0 0.016 10.00
0 34 134 0 5 4.5 1200. .010 .0 .0 0.013 4.50
5.0 1200. .010 30.0 30.0 0.016 10.00
0 134 35 0 1 15.0 450. .010 4.0 4.0 0.040 5.00
* RASN MODIFICATIONS FOR FHM
0 222 34 0 5 2.5 1050. .010 .0 .0 0.013 2.50
3.0 1050. .010 50.0 3.0 0.016 10.00
0 225 222 4 2 0.1 1000. .010 .0 .0 0.100 0.10
0.0 0.0 0.64 0.01 0.88 13.30 1.12 80.00
0 221 222 0 5 2.5 760. .010 .0 .0 0.013 2.50
3.0 760. .010 50.0 3.0 0.016 10.00
0 224 221 4 2 0.1 1000. .010 .0 .0 0.100 0.10
0.0 0.0 0.91 0.02 1.26 13.30 1.63 80.00
* RASN END MODIFICATIONS FOR FHM
0 35 40 0 1 15.0 900. .010 4.0 4.0 0.040 5.00
0 36 338 0 4 0.0 2800. .007 50.0 50.0 0.016 0.50
50.0 2800. .007 10.0 10.0 0.035 100.00
0 37 49 0 1 3.0 400. .013 3.0 3.0 0.040 100.00
0 38 39 0 1 2.0 1200. .005 30.0 30.0 0.016 100.00
0 39 142 11 2 .1 1000. .010 .0 .0 0.100 .01
0.00 0.0 0.89 5.0 1.55 10.0 2.29 15.0
2.96 20.0 4.43 25.0 6.72 30.0 12.64 33.4
13.28 35.0 13.83 40.0 14.38 50.0
0 40 41 0 4 10.0 1000. .002 4.0 4.0 0.040 4.00
47.0 1000. .002 100.0 100.0 0.060 10.00
* ICON CORRECTED
0 41 42 9 2 .1 1000. .010 .0 .0 0.100 .01
Page 41
0.001 0.0 0.016 101.5 0.099 290.8 0.300 298.3
0.871 378.3 1.444 378.3 2.016 458.9 3.968 1213.6
7.135 2731.4
0 42 142 18 2 .1 150. .010 .0 .0 0.013 .01
0.0 0.0 1.25 10.0 2.88 20.0 4.88 30.0
7.11 40.0 9.53 50.0 11.12 60.0 14.53 80.0
19.57 100.0 35.79 150.0 40.55 160.0 43.41 200.0
44.63 250.0 45.46 300.0 46.14 350.0 46.82 400.0
47.40 450.0 48.80 550.0
0 43 44 0 4 0.0 1100. .006 50.0 50.0 0.016 0.50
50.0 1100. .006 10.0 10.0 0.035 100.00
0 44 444 11 2 0.1 1700. .002 .0 .0 0.100 0.10
.0 .0 0.05 1.0 0.15 2.0 0.38 3.0
0.54 4.0 0.72 5.0 1.53 6.0 1.83 6.0
3.81 21.0 4.48 36.0 6.26 141.0
644 444 544 3 3 1.
0.0 0.0 6.0 0.0 141.0 135.0
0 544 244 0 3 1.
0 644 144 0 3 1.
0 45 49 0 5 3.0 900. .015 .0 .0 0.013 3.00
5.0 900. .015 100.0 100.0 0.016 100.00
0 46 49 0 5 1.5 500. .020 .0 .0 0.013 1.50
2.0 500. .020 30.0 30.0 0.016 100.00
0 47 46 0 5 2.0 1300. .017 .0 .0 0.013 2.00
2.0 1300. .017 30.0 30.0 0.016 100.00
0 48 47 0 1 1.0 500. .002 30.0 1.0 0.016 100.00
0 49 50 0 1 10.0 500. .016 5.0 5.0 0.040 100.00
0 50 53 5 2 .1 1. .016 .0 .0 1.000 .01
0.0 0.0 150.0 100.0 350. 380.0 600.0 800.0
700.0 980.0
0 51 338 0 5 1.0 800. .007 .0 .0 0.011 1.00
0.0 800. .008 20.0 28.0 0.060 100.00
0 338 52 7 2 .1 1. .001 .0 .0 0.100 0.10
0.0 0.0 0.1 6.4 0.4 6.4 1.5 6.4
2.0 6.4 5.4 61.0 5.7 65.0
0 52 200 0 5 2.5 1800. .005 .0 .0 0.013 2.50
3.0 1800. .005 4.0 4.0 0.040 100.00
0 200 53 0 3 0.1
0 53 54 0 1 3.0 900. .004 4.0 4.0 0.040 100.00
0 54 55 0 1 3.0 1500. .006 13.0 13.0 0.040 3.00
0 142 55 0 5 3.5 1400. .007 0.0 0.0 0.013 3.50
10.0 1400. .007 5.0 5.0 0.040 10.00
0 55 56 0 1 10.0 1900. .007 5.0 5.0 0.040 10.00
* REVISED NELSON FARM POND W/ BERM REMOVAL & MODIFIED SPILL WEIR
0 56 57 13 2 0.1 1.0 .005 .0 .0 0.013 0.10
0.0 0.0 0.01 68.0 0.06 96.0 0.39 124.0
1.72 152.0 4.80 180.0 9.60 210.0 12.40 225.0
16.04 281.0 23.78 436.0 32.54 685.0 41.93 1125.0
52.50 2200.0
* POND 57
0 57 157 6 2 0.1 130. .0059 .0 .0 0.013 0.1
0.0 .0 0.17 76 0.87 220 1.33 528
1.82 562 9.39 1160
* POND 157
Page 42
* ICON CORRECTED
0 157 257 6 2 0.1 157. .0046 .0 .0 0.023 0.1
0.000 0.00 0.001 62.0 0.14 166. 0.93 328.
2.940 1083. 6.610 2356.0
0 244 42 0 2 2.0 1150. .005 0.0 0.0 0.013 2.00
0 144 58 0 1 2.0 1500. .006 30.0 30.0 0.016 100.00
0 58 59 0 1 2.0 900. .006 30.0 30.0 0.016 100.00
0 159 59 6 2 0.1 1.
0.0 0.0 0.82 5.0 3.60 10.0 4.93 11.2
5.10 15.0 5.51 35.0
0 59 62 11 2 0.1 1.
0.0 0.0 0.79 5.0 1.09 10.0 1.32 15.0
2.05 20.0 3.03 23.9 3.12 45.0 3.22 100.0
3.30 150.0 3.36 200.0 3.42 250.0
0 60 61 0 1 5.0 1200. .002 3.0 3.0 0.040 100.00
0 61 62 0 1 3.0 1100. .004 4.0 4.0 0.040 100.00
0 62 162 9 2 .1 800. .010 .0 .0 0.010 .01
0.0 0.0 32.9 0.0 39.9 20.0 43.3 40.0
46.0 60.0 51.1 100.0 54.2 125.0 56.5 150.0
61.2 200.0
562 162 662 4 3 1.
0 0 24 0 54 30 3000 30
0 562 257 0 3 1.
0 662 66 0 3 1.
0 63 64 0 1 2.0 1300. .005 30.0 30.0 0.016 100.00
0 64 466 0 5 3.0 1400. .008 .0 .0 0.013 3.00
2.0 1400. .008 30.0 30.0 0.016 100.00
0 65 466 0 1 2.0 1300. .003 30.0 30.0 0.016 100.00
0 466 66 0 3 1.
0 66 69 13 2 .1 1000. .0012 .0 .0 0.100 .10
0.00 0.0 0.04 3.5 0.41 15.2 1.38 29.2
2.89 37.0 7.88 42.6 16.51 43.6 21.32 44.0
27.05 44.4 34.25 44.9 39.09 45.5 39.48 45.8
42.34 48.0
0 67 162 0 1 2.0 1200. .006 30.0 30.0 0.016 100.00
0 69 82 0 5 2.5 1220. .0117 .0 .0 0.013 2.50
2.5 1220. .0117 2.5 2.5 0.040 100.00
0 70 471 0 1 2.0 1600. .004 30.0 30.0 0.016 100.00
0 471 71 0 3 1.
0 71 82 19 2 0.1 1000. .004 .0 .0 0.100 0.1
0.0 0.0 0.07 1.0 0.14 5.7 0.24 10.1
0.64 10.7 1.80 11.2 2.90 12.3 4.19 13.0
4.53 13.5 6.36 13.8 7.13 14.2 7.85 14.4
8.68 14.6 9.28 14.8 9.81 14.9 10.23 15.0
11.67 15.2 12.27 15.3 12.35 15.4
0 172 173 6 2 .1 1000. .008 .0 .0 0.100 1.50
.0 0.0 0.32 10. 1.25 20. 2.34 30.
6.48 38.2 6.71 70.
0 173 56 0 5 2.3 1500. .0022 .0 .0 0.013 2.3
4.0 1500. .0022 4.0 4.0 0.040 100.00
0 75 76 8 2 .1 1000. .001 1.0 1.0 0.100 .01
.0 .0 0.020 0.5 0.159 1.3 0.393 2.1
0.738 3.0 0.971 3.0 1.260 18.4 1.782 74.6
0 79 76 3 2 .1 1000. .001 0.0 0.0 0.100 0.1
Page 43
.0 .0 0.580 10.0 0.600 125.0
0 76 77 0 5 1.0 700. .003 .0 .0 0.013 1.00
1.0 700. .003 30.0 30.0 0.016 100.00
0 77 257 0 5 2.0 1100. .002 .0 .0 0.013 2.00
2.0 1100. .002 30.0 30.0 0.016 100.00
0 257 78 0 1 5.0 700. .0084 4.0 4.0 0.036 8.00
0 78 178 0 1 5.0 800. .0084 4.0 4.0 0.036 8.00
0 211 178 2 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 3.1 10.
0 600 88 0 4 0.0 1400. .007 50.0 0.0 0.016 0.50
25.0 1400. .007 10.0 0.0 0.016 100.00
* ICON CORRECTED
0 212 217 7 2 0.1 1000. .008 .0 .0 0.100 0.10
0.0 0.0 0.001 1.71 0.04 13.61 0.23 28.28
0.56 37.53 0.87 40.60 1.67 107.
0 217 218 9 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 0.02 1.38 0.20 6.01 0.65 8.47
0.98 9.71 1.49 11.09 1.88 12.04 2.07 12.40
2.81 58.1
0 218 288 7 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 0.08 1.17 0.42 22.55 0.72 46.91
1.15 87.94 1.46 102.31 4.94 362.
0 210 78 9 2 0.1 80. .005 .0 .0 0.013 0.10
0.0 0.0 0.50 6.59 0.62 13.08 0.78 17.30
0.93 20.65 1.11 23.54 1.29 26.11 1.50 28.46
1.71 30.62
0 81 207 0 1 2.5 1850. .005 30.0 30.0 0.016 100.00
0 207 82 2 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 9.7 20.
0 82 83 0 5 4.0 1350. .004 .0 .0 0.013 4.00
4.0 1350. .004 30.0 30.0 0.013 100.00
0 208 83 2 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 9.5 20.
0 83 184 0 5 4.5 1300. .004 .0 .0 0.016 4.50
4.5 1300. .004 30.0 30.0 0.016 100.00
0 209 184 2 2 0.1 1000. .010 .0 .0 0.100 0.10
.0 .0 5.5 9.
0 184 916 0 5 4.5 2400. .0056 .0 .0 0.013 4.50
4.5 2400. .0056 30.0 30.0 0.016 100.00
0 86 916 0 1 2.0 1600. .004 30.0 30.0 0.040 100.00
0 216 97 10 2 0.1 1.0 .01 .0 .0 0.1 .10
.0 .0 3.95 10.0 8.09 20.0 14.80 50.00
15.14 52.0 20.32 80.0 23.66 100.0 25.16 110.00
26.66 120.0 31.14 150.0
0 916 216 0 3
0 269 95 9 2 0.1 1.0 .01 .0 .0 0.1 .10
.0 .0 1.95 40.0 3.13 80.0 4.14 120.0
5.05 160.0 5.90 200.0 6.72 240.0 8.00 280.0
10.57 311.6
0 97 0 1 1.0 3000. .01 20. 20.0 0.040 100.0
0 85 215 0 1 2.0 3500. .003 4.0 4.0 0.040 100.00
0 215 185 2 2 0.1 1.0 .01 .0 .0 0.1 .10
.0 .0 33.2 85.
0 185 87 0 1 25.0 1200. .0004 3.0 3.0 0.030 100.00
Page 44
0 87 194 0 1 25.0 1200. .0004 3.0 3.0 0.030 100.00
0 251 178 7 2 0.1 1000. .010 .0 .0 0.100 0.10
0.00 0.0 0.06 1.0 0.11 2.9 0.17 4.9
0.22 5.0 0.28 5.1 0.56 5.4
0 178 88 0 4 3.0 700. .012 4.0 4.0 0.040 4.00
35.0 700. .012 30.0 30.0 0.060 100.00
0 88 288 0 4 3.0 700. .012 4.0 4.0 0.040 4.00
35.0 700. .012 30.0 30.0 0.060 100.00
0 288 188 0 3 1.
0 188 94 0 1 1.0 1400. .010 20.0 20.0 0.040 100.00
0 94 194 0 1 1.0 1600. .010 20.0 20.0 0.040 100.00
0 194 95 0 1 25.0 900. .0004 3.0 3.0 0.030 100.00
0 95 96 0 1 25.0 700. .0004 3.0 3.0 0.030 100.00
0 303 213 4 2 0.1 1 .010 0. 0. .016 8.00
0.00 0.00 0.60 1.70 1.25 4.80 1.97 8.80
0 306 307 4 2 0.1 1 .010 0. 0. .016 8.00
0.00 0.00 0.11 16.40 0.17 17.60 0.40 82.00
0 307 213 0 5 2.5 1240. .006 0.0 0.0 0.013 2.50
0.0 1240. .006 50.0 50.0 0.016 100.00
0 313 213 3 2 0.1 1 .010 0. 0. .016 8.00
0.00 0.00 0.80 2.30 1.70 6.90
* ICON CORRECTED
0 213 90 17 2 0.1 0.1 .001 .0 .0 0.100 0.10
.0 .0 0.001 9.9 0.2 19.2 0.5 25.2
1.15 32.4 2.1 35.8 3.45 39.0 4.6 41.3
5.45 42.5 6.3 43.3 6.85 43.8 7.25 44.0
7.55 44.2 11.77 44.2 12.44 49.2 12.71 54.2
13.12 69.2
0 361 351 0 4 0.0 1000. .0070 50. 50. .016 .4
40.0 1000. .0070 10. 10. .020 10.
0 351 214 0 3 1.
0 214 91 13 2 0.1 1. .1000 0. 0. .024 0.1
0.0 0. 1.13 5.63 1.77 8.93 2.62 11.30
3.47 13.25 4.40 14.95 5.33 16.48 6.34 17.88
7.35 19.17 8.44 20.39 9.53 21.53 11.91 23.7
14.63 25.6
0 90 91 0 5 3.0 2700. .007 .0 .0 0.013 3.00
2.0 2700. .007 30.0 30.0 0.016 100.00
0 91 96 0 5 3.0 1300. .030 .0 .0 0.013 3.00
2.0 1300. .030 1.0 1.0 0.016 3.00
0 193 96 16 2 0.1 1. .010 .0 .0 0.100 0.10
0.0 0.0 2.19 21.0 4.50 22.5 6.95 24.0
9.56 25.1 10.95 26.0 11.22 29.4 11.50 35.2
11.77 42.5 12.05 51.3 12.33 61.3 12.61 72.4
12.90 84.7 13.19 98.1 13.47 112.3 13.76 127.5
0 96 500 0 1 25.0 100. .0004 3.0 3.0 0.030 100.00
0
0
ENDPROGRAM
APPENDIX 3
1 OF 1
STORM SEWER
TRIBUTARY
AREAS EXHIBIT
1730
FOOTHILLS MALL
REDEVELOPMENT
FORT COLLINS, COLORADO
Appleton, WI Orange County, CA Pittsburgh, PA
16745 W. Bluemound Road, Brookfield, WI 53005-5938
262-781-1000 Fax 262-781-8466, www.rasmithnational.com
R.A. Smith National
Beyond Surveying
and Engineering
FOOTHILLS MALL REDEVELOPMENT
LOCATED IN THE SOUTHWEST QUARTER OF SECTION 25,
TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN,
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
APPENDIX 4
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 58,500 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 1,566 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 6 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 1044 sq ft
D) Actual Flat Surface Area AActual
= 4300 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 5000 sq ft
F) Rain Garden Total Volume VT
= 2,325 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 1,566 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.91 in
Foothills Redevelopment
raingarden 1
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 1
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 01.xls, RG 10/30/2012, 7:42 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 121,900 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 3,263 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 2175 sq ft
D) Actual Flat Surface Area AActual
= 3600 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 4900 sq ft
F) Rain Garden Total Volume VT
= 4,250 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 3,263 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 1.32 in
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 5
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 05.xls, RG 10/30/2012, 7:53 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 150,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 4,015 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 2677 sq ft
D) Actual Flat Surface Area AActual
= 3000 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 6000 sq ft
F) Rain Garden Total Volume VT
= 4,500 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 4,015 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 1.46 in
Foothills Redevelopment
raingarden 6
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 6
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 06.xls, RG 10/30/2012, 7:54 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 40,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 1,071 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 3.00 ft / ft Z < 4:1
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 714 sq ft
D) Actual Flat Surface Area AActual
= 850 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 1700 sq ft
F) Rain Garden Total Volume VT
= 1,275 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 1,071 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.75 in
Foothills Redevelopment
raingarden 8
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 8
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 08.xls, RG 10/30/2012, 7:54 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 17,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 455 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 3.00 ft / ft Z < 4:1
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 303 sq ft
D) Actual Flat Surface Area AActual
= 677 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 1600 sq ft
F) Rain Garden Total Volume VT
= 1,139 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 455 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.49 in
Foothills Redevelopment
raingarden 9
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 9
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 09.xls, RG 10/30/2012, 7:55 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 152,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 4,068 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 2712 sq ft
D) Actual Flat Surface Area AActual
= 6215 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 8300 sq ft
F) Rain Garden Total Volume VT
= 7,258 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 4,068 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 1.47 in
Foothills Redevelopment
raingarden 11
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 11
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 11.xls, RG 10/30/2012, 7:56 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 130,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 3,480 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 2320 sq ft
D) Actual Flat Surface Area AActual
= 3775 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 5000 sq ft
F) Rain Garden Total Volume VT
= 4,388 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 3,480 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 1.36 in
Foothills Redevelopment
raingarden 14
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 14
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 14.xls, RG 10/30/2012, 7:56 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 45,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 1,204 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 803 sq ft
D) Actual Flat Surface Area AActual
= 981 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 1800 sq ft
F) Rain Garden Total Volume VT
= 1,391 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 1,204 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.80 in
Foothills Redevelopment
raingarden 16
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 16
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 16.xls, RG 10/30/2012, 7:57 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 55,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 1,472 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 3.00 ft / ft Z < 4:1
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 981 sq ft
D) Actual Flat Surface Area AActual
= 1317 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 2570 sq ft
F) Rain Garden Total Volume VT
= 1,944 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 1,472 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.89 in
Foothills Redevelopment
raingarden 23
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 23
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 23.xls, RG 10/30/2012, 7:57 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 42,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 1,124 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 749 sq ft
D) Actual Flat Surface Area AActual
= 1400 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 2200 sq ft
F) Rain Garden Total Volume VT
= 1,800 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 1,124 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.77 in
Foothills Redevelopment
raingarden 27
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 27
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 27.xls, RG 10/30/2012, 7:57 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 47,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 1,258 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 839 sq ft
D) Actual Flat Surface Area AActual
= 2200 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 3200 sq ft
F) Rain Garden Total Volume VT
= 2,700 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 1,258 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.82 in
Foothills Redevelopment
raingarden 28
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 28
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 28.xls, RG 10/30/2012, 7:58 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 224,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 5,996 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 3997 sq ft
D) Actual Flat Surface Area AActual
= 7450 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 9200 sq ft
F) Rain Garden Total Volume VT
= 8,325 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 5,996 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 1.79 in
Foothills Redevelopment
raingarden 29
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 29
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 29.xls, RG 10/30/2012, 7:58 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 53,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 1,419 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 946 sq ft
D) Actual Flat Surface Area AActual
= 2200 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 3400 sq ft
F) Rain Garden Total Volume VT
= 2,800 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 1,419 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.87 in
Foothills Redevelopment
raingarden 30
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 30
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 30.xls, RG 10/30/2012, 7:58 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 35,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 937 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 625 sq ft
D) Actual Flat Surface Area AActual
= 810 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 1781 sq ft
F) Rain Garden Total Volume VT
= 1,296 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 937 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.71 in
Foothills Redevelopment
raingarden 31
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 31
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 31.xls, RG 10/30/2012, 7:59 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 19,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 509 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 339 sq ft
D) Actual Flat Surface Area AActual
= 1800 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 2900 sq ft
F) Rain Garden Total Volume VT
= 2,350 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 509 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 0.52 in
Foothills Redevelopment
raingarden 32
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
raingarden 32
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 32.xls, RG 10/30/2012, 7:59 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 84,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 2,248 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV
= 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin
= 1499 sq ft
D) Actual Flat Surface Area AActual
= 3000 sq ft
E) Area at Design Depth (Top Surface Area) ATop
= 4800 sq ft
F) Rain Garden Total Volume VT
= 3,900 cu ft
(VT= ((A
Top + AActual
) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 2,248 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 1.09 in
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE
LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
October 30, 2012
Foothills Redevelopment
raingarden 33
Design Procedure Form: Rain Garden (RG)
Paul McIlheran
R.A. Smith National
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
RG 33.xls, RG 10/30/2012, 8:00 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of sand filter)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time WQCV = 0.36 watershed inches
WQCV= 0.9 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including sand filter area) Area = 825,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 24,842 cu ft
VWQCV = WQCV / 12 * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth DWQCV
= 3.0 ft
B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 4.00 ft / ft
4:1 or flatter preferred). Use "0" if sand filter has vertical walls.
C) Mimimum Filter Area (Flat Surface Area) AMin
= 5520 sq ft
D) Actual Filter Area AActual
= 10360 sq ft
E) Volume Provided VT
= 31080 cu ft
3. Filter Material
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.5 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 24,842 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 3.47 in
Design Procedure Form: Sand Filter (SF)
Paul McIlheran
R.A.Smith National
October 30, 2012
Foothills Redevelopment
sand filter 1 (south)
Choose One
Choose One
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-4 WITH
SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR
FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS
ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE.
6-7. Inlet / Outlet Works
A) Describe the type of energy dissipation at inlet points and means of
conveying flows in excess of the WQCV through the outlet
Notes:
riprap to be used at outfall of inlet pipe
standpipe is provided to drain excess flows
Design Procedure Form: Sand Filter (SF)
Paul McIlheran
R.A.Smith National
October 30, 2012
Foothills Redevelopment
sand filter 1 (south)
Choose One
YES NO
design calcs - sand filter 1 (south).xls, SF 10/30/2012, 9:06 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of sand filter)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time WQCV = 0.36 watershed inches
WQCV= 0.9 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including sand filter area) Area = 500,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 15,056 cu ft
VWQCV = WQCV / 12 * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth DWQCV
= 3.0 ft
B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 4.00 ft / ft
4:1 or flatter preferred). Use "0" if sand filter has vertical walls.
C) Mimimum Filter Area (Flat Surface Area) AMin
= 3346 sq ft
D) Actual Filter Area AActual
= 7600 sq ft
E) Volume Provided VT
= 22800 cu ft
3. Filter Material
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.5 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 15,056 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 2.70 in
Design Procedure Form: Sand Filter (SF)
Paul McIlheran
R.A.Smith National
October 30, 2012
Foothills Redevelopment
sand filter 2 (center)
Choose One
Choose One
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-4 WITH
SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR
FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS
ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE.
6-7. Inlet / Outlet Works
A) Describe the type of energy dissipation at inlet points and means of
conveying flows in excess of the WQCV through the outlet
Notes:
riprap to be used at outfall of inlet pipe
standpipe is provided to drain excess flows
Design Procedure Form: Sand Filter (SF)
Paul McIlheran
R.A.Smith National
October 30, 2012
Foothills Redevelopment
sand filter 2 (center)
Choose One
YES NO
design calcs sand filter 2.xls, SF 10/30/2012, 9:06 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia I
a = 90.0 %
(100% if all paved and roofed areas upstream of sand filter)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) Based on 24-hour Drain Time WQCV = 0.36 watershed inches
WQCV= 0.9 * (0.91* i
3
- 1.19 * i
2
+ 0.78 * i)
D) Contributing Watershed Area (including sand filter area) Area = 191,000 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV
= 5,751 cu ft
VWQCV = WQCV / 12 * Area
F) For Watersheds Outside of the Denver Region, Depth of d6
= in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER
= cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER
= cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth DWQCV
= 1.6 ft
B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 4.00 ft / ft
4:1 or flatter preferred). Use "0" if sand filter has vertical walls.
C) Mimimum Filter Area (Flat Surface Area) AMin
= 1278 sq ft
D) Actual Filter Area AActual
= 3700 sq ft
E) Volume Provided VT
= 5920 cu ft
3. Filter Material
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y
= 2.5 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12
= 5,751 cu ft
iii) Orifice Diameter, 3/8" Minimum DO
= 1.67 in
Design Procedure Form: Sand Filter (SF)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
sand filter 4 (north)
Choose One
Choose One
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE SF-4 WITH
SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT. PROVIDE SEPARATOR
FABRIC BELOW THE GEOMEMBRANE AS WELL IF SUBGRADE IS
ANGULAR OR COULD OTHERWISE PUNCTURE THE GEOMEMBRANE.
6-7. Inlet / Outlet Works
A) Describe the type of energy dissipation at inlet points and means of
conveying flows in excess of the WQCV through the outlet
Notes:
sand filter 4 (north)
riprap to be used at outfall of inlet pipe
standpipe is provided to drain excess flows
Design Procedure Form: Sand Filter (SF)
Paul McIlheran
R.A. Smith National
October 30, 2012
Foothills Redevelopment
Choose One
YES NO
design calcs - sand filter 4 NORTH.xls, SF 10/30/2012, 9:06 AM
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20 CY
20 CY
20 CY
20 CY
20 CY
20 CY
20 CY
40 CY
20 CY
40 CY
40 CY
20 CY
20 CY
20 CY
20 CY
20 CY
20 CY
20 CY
40 CY
20 CY
40 CY
40 CY
WQ-001
WATER QUALITY
EXHIBIT
Total Site Area: 76.6 acres
Total Area Tributary To Water Quality
BMPs: 77.2 acres
1730
FOOTHILLS MALL
REDEVELOPMENT
FORT COLLINS, COLORADO
Appleton, WI Orange County, CA Pittsburgh, PA
16745 W. Bluemound Road, Brookfield, WI 53005-5938
262-781-1000 Fax 262-781-8466, www.rasmithnational.com
R.A. Smith National
Beyond Surveying
and Engineering
Water Quality BMP ID Volume Req
(cf)
Volume Provided
(cf) Depth (in)
Rain Garden 1 1,566 2,325 6
Rain Garden 5 3,263 4,250 12
Rain Garden 6 4,015 5,150 12
Rain Garden 8 1,071 1,275 12
Rain Garden 9 455 1,139 12
Rain Garden 11 4,068 7,258 12
Rain Garden 14 3,480 4,388 12
Rain Garden 16 1,204 1,391 12
Rain Garden 23 1,472 1,944 12
Rain Garden 27 1,124 1,800 12
Rain Garden 28 1,258 2,700 12
Rain Garden 29 5,996 7,928 12
Rain Garden 30 1,419 2,800 12
Rain Garden 31 937 1,296 12
Rain Garden 32 509 2,350 12
Rain Garden 33 2,711 3,900 12
Sand Filter 1 24,842 31,080 36
Sand Filter 2 15,056 22,800 36
WQ-002
WATER QUALITY
DETAILS
1730
FOOTHILLS MALL
REDEVELOPMENT
FORT COLLINS, COLORADO
Appleton, WI Orange County, CA Pittsburgh, PA
16745 W. Bluemound Road, Brookfield, WI 53005-5938
262-781-1000 Fax 262-781-8466, www.rasmithnational.com
R.A. Smith National
Beyond Surveying
and Engineering
USE 'NO INFILTRATION' OPTION
P:\3120115\Dwg\Construction\WQ001D80.dwg, WQ-DETAILS, 11/2/2012 6:54:35 AM, ncp
WQ-003
WATER QUALITY
DETAILS
1730
FOOTHILLS MALL
REDEVELOPMENT
FORT COLLINS, COLORADO
Appleton, WI Orange County, CA Pittsburgh, PA
16745 W. Bluemound Road, Brookfield, WI 53005-5938
262-781-1000 Fax 262-781-8466, www.rasmithnational.com
R.A. Smith National
Beyond Surveying
and Engineering
NTS
NTS
NTS
P:\3120115\Dwg\Construction\WQ001D80.dwg, WQ-DETAILS (2), 11/2/2012 6:54:55 AM, ncp
Sand Filter 4 5,751 5,920 19.2
Total 80,195 111,691
P:\3120115\Dwg\Construction\WQ001D80.dwg, Overall WQ, 11/2/2012 6:53:32 AM, ncp
18" CDOT Class C Filter Material
Other (Explain):
YES
NO
design calcs - sand filter 4 NORTH.xls, SF 10/30/2012, 9:06 AM
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
18" CDOT Class C Filter Material
Other (Explain):
YES
NO
design calcs sand filter 2.xls, SF 10/30/2012, 9:06 AM
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18" CDOT Class C Filter Material
Other (Explain):
YES
NO
design calcs - sand filter 1 (south).xls, SF 10/30/2012, 9:06 AM
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October 30, 2012
Foothills Redevelopment
raingarden 33
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 33.xls, RG 10/30/2012, 8:00 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 32.xls, RG 10/30/2012, 7:59 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 31.xls, RG 10/30/2012, 7:59 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 30.xls, RG 10/30/2012, 7:58 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 29.xls, RG 10/30/2012, 7:58 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 28.xls, RG 10/30/2012, 7:58 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 27.xls, RG 10/30/2012, 7:57 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 23.xls, RG 10/30/2012, 7:57 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 16.xls, RG 10/30/2012, 7:57 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 14.xls, RG 10/30/2012, 7:56 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 11.xls, RG 10/30/2012, 7:56 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 09.xls, RG 10/30/2012, 7:55 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 08.xls, RG 10/30/2012, 7:54 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 06.xls, RG 10/30/2012, 7:54 AM
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October 30, 2012
Foothills Redevelopment
raingarden 5
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 05.xls, RG 10/30/2012, 7:53 AM
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Paul McIlheran
R.A. Smith National
October 30, 2012
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18" Rain Garden Growing Media
Other (Explain):
YES
NO
RG 01.xls, RG 10/30/2012, 7:42 AM
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