HomeMy WebLinkAboutDUTCH BROS - PDP190008 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT
Dutch Bros Coffee
Kensington Commons
Prepared for:
M Squared, LLC
7303 S. Timberline Road
Fort Collins, CO 80525
Prepared by:
Interwest Consulting Group
1218 West Ash, Suite A
Windsor, Colorado 80550
(970) 674-3300
June 26, 2019
Job Number 1380-165-00
TABLE OF CONTENTS
1. GENERAL LOCATION AND DESCRIPTION ................................................................. 1
1.1 Location ........................................................................................................................... 1
1.2 Description of Property ................................................................................................. 1
1.3 Floodplain Submittal Requirements ............................................................................. 1
2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2
2.1 Major Basin Description ................................................................................................ 2
2.2 Sub-basin Description .................................................................................................... 2
3. DRAINAGE DESIGN CRITERIA ....................................................................................... 2
3.1 Regulations ...................................................................................................................... 2
3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 3
3.3 Development Criteria Reference and Constraints ...................................................... 4
3.4 Hydrologic Criteria ........................................................................................................ 4
3.5 Hydraulic Criteria .......................................................................................................... 5
3.6 Floodplain Regulations Compliance ............................................................................. 5
3.7 Modifications of Criteria ............................................................................................... 5
4. DRAINAGE FACILITY DESIGN ....................................................................................... 5
4.1 General Concept ............................................................................................................. 5
4.2 Specific Details ................................................................................................................ 5
5. CONCLUSIONS .................................................................................................................... 7
5.1 Compliance with Standards .......................................................................................... 7
5.2 Drainage Concept ........................................................................................................... 7
6. REFERENCES ....................................................................................................................... 7
APPENDIX
APPENDIX A – VIC MAP AND DRAINAGE PLANS AND EXHIBITS ........................... A
APPENDIX B – HYDROLOGIC COMPUTATIONS ............................................................ B
APPENDIX C – HYDRAULIC COMPUTATIONS (PROVIDED AT FINAL) .................... C
APPENDIX D – WATER QUALITY AND LID INFORMATION ....................................... D
APPENDIX E – DETENTION INFORMATION ................................................................... E
APPENDIX F – SOILS INFO AND REFERENCE MATERIALS ......................................... F
1
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
The Dutch Bros Coffee Kensington Commons Development is located in the Southeast
Quarter of Section 35, Township 7 North, Range 69 West of the Sixth Principal Meridian,
in the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in
Appendix A.
The project is Lot 1 and 2 of Kensington Commons and is located north of Jiffy Lube at
121 Kensington Drive. South College Avenue is located to the east and Kensington
Drive is to the north of the property. The property was originally developed for the Jiffy
Lube and a gas station as The Gateway at Harmony P.U.D. First Filing in 1994.
1.2 Description of Property
The site is approximately 0.8 acres of land and will consist of a new building, parking and
drive aisles, and associated sidewalks. The Jiffy Lube will remain on Lot 2.
The site generally slopes in an easterly direction at approximately 3-5%. The land is
currently developed with existing parking and buildings. There are no offsite flows
contributing to the site. The existing flow drains to an existing onsite inlet (containing an
orifice plate) with some parking lot detention (much less than the 1994 design).
According to FEMA Panel 08069C1000F (effective 12/19/2006) there are no mapped
FEMA Floodways on this property, and the property is within Zone X.
Please refer to Appendix F for hydrologic soil and FEMA information.
1.3 Floodplain Submittal Requirements
The project is not within any FEMA or City of Fort Collins mapped floodplain.
Therefore, a Floodplain Submittal is not required and a “City of Fort Collins Floodplain
Review Checklist for 50% Submittals” has not been included with this report.
2
2. DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description
The proposed development lies within the Mail Creek and then Fossil Creek Drainage
Basins. The site has been previously studied in two reports: “Final Drainage Report the
Gateway to Harmony Road P.U.D” (March 9, 1989) and “Final Drainage Report for Lot
1, The Gateway at Harmony Road P.U.D., First Filing for Jiffy Lube, Inc.” (October 13,
1993) both by Stewart and Associates, Inc.
2.2 Sub-basin Description
Historically, the site drains to the east where it is collected by an existing inlet and
discharged into an existing storm system in College Avenue which outfalls to Mail Creek
and then ultimately to the Fossil Creek channel.
The site originally was designed to have parking lot detention (6,174 cf required) with a
100-year 0.4 cfs release rate via a restrictor plate on the existing inlet located in the
parking lot adjacent to College Avenue. This inlet releases into the storm system in
College Avenue. Currently, the parking lot only has 621 cf of storage before it overtops
at an elevation of 5036.4 ft. to College Avenue. Currently, during the 100-year storm
event, the site produces a total of 7.7 cfs. Of that total, 0.7 cfs is free released to College
Avenue, Kensington or the alley to the west. The remainder is detained in the parking lot
and released over the curb at 5.0 cfs. Please refer to the attached Existing Conditions
Drainage Plan and calculations.
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations
This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage
Design Criteria Manual” specifications. Where applicable, the criteria established in the
“Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional
Council of Governments, has been used.
3
3.2 Directly Connected Impervious Area (DCIA) Discussion
Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process
for receiving water protection that focuses on reducing runoff volumes, treating the water
quality capture volume (WQCV), stabilizing drainageways and implementing long-term
source controls. The Four Step Process applies to the management of smaller, frequently
occurring events.
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement
Low Impact Development (LID) strategies, including Minimizing Directly Connected
Impervious Areas (MDCIA).
Runoff from the site shall be conveyed to underground water quality and detention
facilities which reduces the rate of runoff and promotes settlement of particles. The
project will also lower the imperviousness of the site.
Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow
Release
Once runoff has been minimized, runoff from the site shall be conveyed to underground
detention facilities which reduces the rate of runoff and promotes settlement of particles.
Step 3: Stabilize Drainageways
Natural Drainageways are subject to bed and bank erosion due to increases in frequency,
duration, rate and volume of runoff during and following development. Because the site
will drain to an existing storm system, bank stabilization is unnecessary with this project.
Step 4: Implement Site Specific and Other Source Control BMPs
The proposed project will control pollutants by encouraging them to settle out inside the
isolator row of the underground detention facilities before being released from the site.
The proposed project will proactively control pollutants at their source by preventing
pollution rather than removing contaminants once they have entered the stormwater
system as compared to historic conditions.
4
3.3 Development Criteria Reference and Constraints
The runoff from this site has been routed to conform to the requirements of the City
Stormwater Department. Water quality capture volume and detention will be provided on
site. The release rate for the site is 0.5 cfs per acre. The site’s water quality will be met
through the use of an underground water quality system (an isolator row of a proposed
ADS Stormtec system). The effective impervious area for the site has been reduced from
the current condition of 78 percent to a proposed condition of 76 percent.
Runoff reduction practices (LID techniques) are also required. No less than seventy five
percent of any newly developed or redeveloped area, and any modification on a
previously developed area for which a construction permit is required under City codes
and regulations, must be treated using one or a combination of LID techniques. The
project has 26,579 sf of impervious area. Basins A and B contain the entire 26,579 sf of
impervious area and will be treated by the underground water quality and detention
facilities which exceeds the 75% requirement. ADS Stormtec Chambers are proposed to
achieve LID, water quality and detention.
Please refer to the attached Proposed Impervious Exhibit delineating the new/modified
impervious areas and the non-modified existing impervious areas. Please refer to
Appendix D for LID calculations and information.
3.4 Hydrologic Criteria
Runoff computations were prepared for the 2-year minor storm and 100-year major storm
frequency utilizing the rational method.
All hydrologic calculations associated with the basins are included in Appendix B of this
report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub-
basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub-
basins and Design Points associated with this site.
5
3.5 Hydraulic Criteria
All hydraulic calculations will be presented in the final drainage report and prepared in
accordance with the City of Fort Collins Drainage Criteria.
3.6 Floodplain Regulations Compliance
The project is not within any FEMA or City of Fort Collins mapped floodway. Therefore,
a Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review
Checklist for 50% Submittals” has not been included with this report.
3.7 Modifications of Criteria
There are no Modifications of Criteria for this project.
4. DRAINAGE FACILITY DESIGN
4.1 General Concept
The majority of the proposed development will be collected and conveyed to the
underground storage system where it will be treated for water quality and detention before
being released into the College storm drain that ultimately conveys water into Mail Creek
and then ultimately to the Fossil Creek channel.
4.2 Specific Details
A summary of the drainage patterns within each basin is provided in the following
paragraphs. Please refer to Appendix A for the drainage plan.
Basin A is 0.18 acres and consists of the north drive aisle area and the proposed building.
The basin drains to the curb inlet at Design Point a that collects flow from this area and
conveys flow to the underground water quality and storage system. Roof drains will be
directly connected to this storm system.
6
Basin B is 0.51 acres and consists of the south parking area and the existing Jiffy Lube
building. The basin drains to the curb inlet at Design Point b that collects flow from this
area and conveys flow to the underground water quality and storage system.
Basin C is 0.05 acres and consists of one half of the drive aisle to the west. The basin
maintains existing conditions and drains to the north and south in the curb and gutter.
Basin D is 0.05 acres and is located on the east side of the property. The basin maintains
existing conditions and sheets to the curb and gutter of South College Avenue.
The water quality capture volume for the site was sized based on a 12-hour drain time and
is 775 cf. Please refer to Appendix D for water quality information.
The allowable detention release rate of 0.4 cfs, the required 100-year storage volume for
the site is 5,973 cf. The Stormtec system will provide 6,266 cf of total storage. The total
is reduced by 437 cf of volume in the bottom 6 inches of isolator rows used for water
quality. Therefore, the system provides a 5,829 cf of detention storage. There will be
some parking lot detention that will pond to an elevation of 5036.2 with a volume of 110
cf. Therefore, the total volume provided for detention is 5,939 cf. Detained flow will be
released via a restrictor plate into the existing inlet and existing storm system in College
Avenue and ultimately to the Mail Creek and then the Fossil Creek channel. Please refer
to Appendix E for detention information.
The underground storage system will contain a structure with a design bypass to split
flows for treatment and detention. Water quality will be achieved in the isolator rows. A
second outlet pipe 6 inches above the invert of the isolator row will convey larger storms
to the system. The remainder will be detained in the chambers and aggregate volume
surrounding and under the chambers. The system proposed for treatment and detention is
the Stormtech MC3500 Chamber System. Further design will be provided during final
submittal.
7
5. CONCLUSIONS
5.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Storm Drainage Design Criteria Manual.
5.2 Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans
adequately provides for stormwater quantity and quality treatment of proposed
impervious areas. Conveyance elements have been designed to pass required flows and
to minimize future maintenance.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
6. REFERENCES
1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual”, adopted
December 2018.
2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria
Manual”, Volumes 1 and 2, updated January 2016, and Volume 3 updated
November 2010.
3. Stewart and Associates, Inc., “Final Drainage Report for Lot 1, The Gateway at
Harmony Road P.U.D., First Filing for Jiffy Lube, Inc.” dated October 13, 1993.
A
APPENDIX A
VICINITY MAP AND
DRAINAGE PLANS AND EXHIBITS
SITE
vicinity map
Scale:: 1"=500'
FF=37.45
KENSINGTON DRIVE
SOUTH COLLEGE AVENUE
MASON STREET
LOT 1
LOT 2 THE GATEWAY AT HARMONY ROAD P.U.D.
THIRD FILING LOT 3
R
evisions
No. Date Description By
Revisions
No. Date Description By
0
SCALE: 1" = 20'
20 10 20 40
1218 W. Ash, Suite A
Windsor , Colorado 80550
Phone: (970) 674-3300
Fax: (970) 674-3303
I N T E R W E S T C O N S U L T I N G G R O U P
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
KENSINGTON COMMONS
DUTCH BROS COFFEE
EXISTING CONDITIONS DRAINAGE PLAN
6/26/2019
N/A
N/A
ES
MPO
1380-165-00
1
M SQUARED, LLC
7303 S. TIMBERLINE ROAD
FORT COLLINS, COLORADO 80525
CONTACT: NATE FRARY
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
LEGEND
EXISTING DIRECTION OF OVERLAND FLOW
MINOR STORM RUNOFF COEFFICIENT
DRAINAGE BASIN AREA, ACRES
EXISTING DRAINAGE BASIN ID
EXISTING DESIGN POINT
EXISTING DRAINAGE
BASIN DIVIDE LINE
KENSINGTON DRIVE
SOUTH COLLEGE AVENUE
MASON STREET
LOT 1
BLANKET
UE, DE, AE
LOT 2
BLANKET
UE, DE, AE
LOT 1
LOT 2 THE GATEWAY AT HARMONY ROAD P.U.D.
THIRD FILING LOT 3
R
evisions
No. Date Description By
Revisions
No. Date Description By
0
SCALE: 1" = 20'
20 10 20 40
1218 W. Ash, Suite A
Windsor , Colorado 80550
Phone: (970) 674-3300
Fax: (970) 674-3303
I N T E R W E S T C O N S U L T I N G G R O U P
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
KENSINGTON COMMONS
DUTCH BROS COFFEE
PROPOSED IMPERVIOUS EXHIBIT
6/18/2019
N/A
N/A
ES
MPO
1380-165-00
2
M SQUARED, LLC
7303 S. TIMBERLINE ROAD
FORT COLLINS, COLORADO 80525
CONTACT: NATE FRARY
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
LEGEND
PROPOSED/MODIFIED IMPERVIOUS AREA
NON-MODIFIED IMPERVIOUS AREA
KENSINGTON DRIVE
SOUTH COLLEGE AVENUE
MASON STREET
PROP
BLDG
FF=
37.30
FF=37.45
LOT 1
BLANKET
UE, DE, AE
LOT 2
BLANKET
UE, DE, AE
LOT 1
LOT 2 THE GATEWAY AT HARMONY ROAD P.U.D.
THIRD FILING LOT 3
R
evisions
No. Date Description By
Revisions
No. Date Description By
0
SCALE: 1" = 20'
20 10 20 40
1218 W. Ash, Suite A
Windsor , Colorado 80550
Phone: (970) 674-3300
Fax: (970) 674-3303
I N T E R W E S T C O N S U L T I N G G R O U P
PREPARED FOR
PROJ. NO.
DATE:
SCALE (H):
SCALE (V):
CHECKED BY:
DESIGNED BY:
PROJECT NAME
KENSINGTON COMMONS
DUTCH BROS COFFEE
DRAINAGE PLAN
6/26/2019
N/A
N/A
ES
MPO
1380-165-00
5 of 5
M SQUARED, LLC
7303 S. TIMBERLINE ROAD
FORT COLLINS, COLORADO 80525
CONTACT: NATE FRARY
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING MAJOR CONTOUR
LEGEND
PROPOSED DIRECTION OF OVERLAND FLOW
MINOR STORM RUNOFF COEFFICIENT
DRAINAGE BASIN AREA, ACRES
B
APPENDIX B
HYDROLOGIC COMPUTATIOS
Interwest Consulting Group
EXISTING DRAINAGE SUMMARY TABLE
Design Tributary Area C (2 & 10) C (100) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)tot
Sub-basin REMARKS
Point (ac) (min) (min) (cfs) (cfs) (cfs)
1 EX1 0.71 0.79 0.99 5.0 5.0 7.0 2.7 7.0 PARKING LOT DETENTION
2 EX2 0.07 0.95 1.00 5.0 5.0 0.7 0.3 0.7 FREE RELEASE
3 EX3 0.02 0.20 0.25 5.0 5.0 0.0 0.0 0.0 FREE RELEASE
5-22-19 COFC FLOW.xls
Interwest Consulting Group
PROPOSED DRAINAGE SUMMARY TABLE
Design Tributary Area C (2 & 10) C (100) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)tot
Sub-basin REMARKS
Point (ac) (min) (min) (cfs) (cfs) (cfs)
a A 0.18 0.88 1.00 5.0 5.0 0.4 0.8 1.8 UNDERGROUND DETENTION AND WQ
b B 0.51 0.77 0.96 5.0 5.0 1.1 1.9 4.9 UNDERGROUND DETENTION AND WQ
c C 0.05 0.92 1.00 5.0 5.0 0.1 0.2 0.5 FREE RELEASE
d D 0.06 0.35 0.44 5.0 5.0 0.1 0.1 0.3 FREE RELEASE
5-22-19 COFC FLOW.xls
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Dutch Bros - Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 5/22/2019
Recommended Runoff Coefficients from Table 3.2-2 of City of Fort Collins Stormwater Criteria Manual
Recommended % Impervious from Table 4.1-3 of City of Fort Collins Stormwater Criteria Manual
Type B Soils Runoff %
coefficient Impervious
C
Streets, parking lots (asphalt): 0.95 100
Sidewalks (concrete): 0.95 100
Roofs: 0.95 90
Gravel or Pavers: 0.50 40
Landscape Areas (Avg, sandy) : 0.15 2
Landscape Areas (Steep, sandy) : 0.20 2
SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF %
DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS
(ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C)
EXISTING
EX1 0.71 31,076 2,833 18,706 0 2,832 6,706 0.79 78
EX2 0.07 2,919 0 2,919 0 0 0 0.95 100
EX3 0.02 771 0 0 0 0 771 0.20 2
EX TOTAL 0.80 34,767 2,833 21,625 0 2,832 7,477 0.79 78
PROPOSED
A 0.18 7,692 1,034 4,529 0 1,427 701 0.88 90
B 0.51 22,355 2,085 12,637 0 2,308 5,326 0.77 76
C 0.05 2,142 0 1,456 0 591 95 0.92 96
D 0.06 2,578 0 0 0 511 2,067 0.35 21
TOTAL 0.80 34,768 3,119 18,622 0 4,838 8,189 0.77 76
Equations A & B %I WEIGHTED= 79
A & B TOTAL AREA= 0.69 30,047
- Calculated C coefficients & % Impervious are area weighted A & B WEIGHTED C= 0.80
C = Σ (Ci Ai) / At Total Proposed Impervious Area= 26,579
Ci = runoff coefficient for specific area, Ai Total Existing Impervious Area= 27,290
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
5-22-19 COFC FLOW.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 2 and 10 YR
LOCATION: Dutch Bros - Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 5/22/2019
2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
1 EX1 0.71 0.79 10 2.0 1.5 260 2.0 0.012 3.8 1.1 2.6 270 11.5 5.0
2 EX2 0.07 0.95 10 2.0 0.7 0 2.0 0.012 3.8 0.0 0.7 10 10.1 5.0
3 EX3 0.02 0.20 10 2.0 4.2 0 2.0 0.012 3.8 0.0 4.2 10 10.1 5.0
a A 0.18 0.88 10 2.0 1.0 190 2.0 0.012 3.8 0.8 1.9 200 11.1 5.0
b B 0.51 0.77 74 4.0 3.3 174 0.9 0.012 2.5 1.2 4.5 248 11.4 5.0
c C 0.05 0.92 10 2.0 0.9 0 0.9 0.012 2.5 0.0 0.9 10 10.1 5.0
d D 0.06 0.35 10 2.0 3.5 0 0.9 0.012 2.5 0.0 3.5 10 10.1 5.0
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
5-22-19 COFC FLOW.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 100 YR
LOCATION: Dutch Bros - Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 5/22/2019
100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
1 EX1 0.71 0.79 0.99 10 2.0 0.5 260 2.0 0.012 3.8 1.1 1.7 270 11.5 5.0
2 EX2 0.07 0.95 1.00 10 2.0 0.5 0 2.0 0.012 3.8 0.0 0.5 10 10.1 5.0
3 EX3 0.02 0.20 0.25 10 2.0 4.0 0 2.0 0.012 3.8 0.0 4.0 10 10.1 5.0
a A 0.18 0.88 1.00 10 2.0 0.5 190 2.0 0.012 3.8 0.8 1.3 200 11.1 5.0
b B 0.51 0.77 0.96 74 4.0 1.4 174 0.9 0.012 2.5 1.2 2.5 248 11.4 5.0
c C 0.05 0.92 1.00 10 2.0 0.5 0 0.9 0.012 2.5 0.0 0.5 10 10.1 5.0
d D 0.06 0.35 0.44 10 2.0 3.1 0 0.9 0.012 2.5 0.0 3.1 10 10.1 5.0
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
5-22-19 COFC FLOW.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: Dutch Bros - Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 5/22/2019
2 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
1 EX1 0.71 0.79 5.0 2.85 1.6 1.6
2 EX2 0.07 0.95 5.0 2.85 0.2 0.2
3 EX3 0.02 0.20 5.0 2.85 0.0 0.0
a A 0.18 0.88 5.0 2.85 0.4 0.4
b B 0.51 0.77 5.0 2.85 1.1 1.1
c C 0.05 0.92 5.0 2.85 0.1 0.1
d D 0.06 0.35 5.0 2.85 0.1 0.1
Q = Cf C iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve
A = drainage area (acres) i = 24.221 / (10+ tc)
0.7968
5-22-19 COFC FLOW.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: Dutch Bros - Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 5/22/2019
10 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
1 EX1 0.71 0.79 5.0 4.87 2.7 2.7
2 EX2 0.07 0.95 5.0 4.87 0.3 0.3
3 EX3 0.02 0.20 5.0 4.87 0.0 0.0
a A 0.18 0.88 5.0 4.87 0.8 0.8
b B 0.51 0.77 5.0 4.87 1.9 1.9
c C 0.05 0.92 5.0 4.87 0.2 0.2
d D 0.06 0.35 5.0 4.87 0.1 0.1
Q = Cf
C
iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf
= frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve
A = drainage area (acres) i = 41.44 / (10+ tc)0.7974
5-22-19 COFC FLOW.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Dutch Bros - Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 5/22/2019
100 yr storm, Cf = 1.25
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot
Design
Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
1 EX1 0.71 0.99 5.0 9.95 7.0 7.0
2 EX2 0.07 1.00 5.0 9.95 0.7 0.7
3 EX3 0.02 0.25 5.0 9.95 0.0 0.0
a A 0.18 1.00 5.0 9.95 1.8 1.8
b B 0.51 0.96 5.0 9.95 4.9 4.9
c C 0.05 1.00 5.0 9.95 0.5 0.5
d D 0.06 0.44 5.0 9.95 0.3 0.3
Q = C
iA
Q = peak discharge (cfs)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve
A = drainage area (acres) i = 84.682 / (10+ tc)0.7975
5-22-19 COFC FLOW.xls
City of Fort Collins Stormwater Criteria Manual
C
APPENDIX C
HYDRAULIC CALCULATIONS
(PROVIDED AT FINAL)
D
APPENDIX D
WATER QUALITY AND
LID INFORMATION
Project Name: Dutch Bros Coffee - Kensington
Project Number: 1380-165-00
Company: INTERWEST CONSULTING GROUP
Designer: ES
Date: 6/4/2019
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 79 %
i = 0.79
B) Contributing Watershed Area (Area) A = 0.69 acres
C) Water Quality Capture Volume (WQCV) WQCV = 0.257749 watershed inches
(WQCV = a * (0.91 * i3 - 1.19 * i2 + 0.78i) )
where a=0.80 for 12 hr drain time
D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.018 ac-ft 774.7013 cf
LOCATION: Dutch Bros. Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 6/4/2019
A B C D E F G H I J K
WQCV (12
Hr.)
WQ Flow
(1/2 Q2)
Chamber
Type
Single
Chamber
Release Rate
Through
Fabric*
Volume in
bottom 6" of
one
Chamber
Min
Chambers
for WQ Flow
Through
Fabric
Chambers
Provided
Actual
Release Rate
Thru Fabric
Required
Storage
Volume by
FAA Method
with Qin=B
and Q out=H
Min Number
of Chambers
(Bottom 6")
for FAA
Release
Volume in
Bottom 6" of
Isolator
Rows to be
Removed
from
Detention
Volume
cf cfs cfs cf (B/D) (G*D) cfs CF (i/e) (G*H)
775 0.7 MC3500 0.036 23 19 19 0.684 33 2 437
* - Single Chamber = 77"x86" = 46 SF FABRIC
Fabric Release @ 0.35 gal/min/SF = 16 gal/min/chamber
16 gal/min = 0.036 cfs
Isolator Row Volume Check
Interwest Consulting Group
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
ISOLATOR ROW
LOCATION: Dutch Bros. Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 6/4/2019
Equations: Area trib. to pond = 0.69 acre
Developed flow = QD
= CIA C (2) = 0.80
Vol. In = Vi = T C I A = T QD
Developed C A = 0.6 acre
Vol. Out = Vo =K QPO
T Release rate, QPO
= 0.6800 cfs
storage = S = Vi - Vo K = 1 (from fig 2.1)
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall
Storm Rainfall QD
Vol. In Vol. Out Storage Storage
Duration, T Intensity, I (cfs) Vi Vo S S
(min) (in/hr) (ft
3
) (ft
3
) (ft
3
) (ac-ft)
5 1.43 0.8 237 204 33 0.00
10 1.11 0.6 368 408 -40 0.00
20 0.81 0.4 537 816 -279 -0.01
30 0.65 0.4 646 1224 -578 -0.01
40 0.54 0.3 715 1632 -917 -0.02
50 0.46 0.3 762 2040 -1278 -0.03
60 0.41 0.2 815 2448 -1633 -0.04
70 0.0 0 2856 -2856 -0.07
80 0.0 0 3264 -3264 -0.07
90 0.0 0 3672 -3672 -0.08
100 0.0 0 4080 -4080 -0.09
110 0.0 0 4488 -4488 -0.10
120 0.0 0 4896 -4896 -0.11
Provided Volume: 33 ft
3
0.001 acre-ft
6-4-19 Detention - isolator row.xls,FAA-100yr
Impervious Area 26,579 sf
Required Minimum Impervious Area to be Treated 19,934 sf
Treatment - Underground WQ System 26,579 sf
Total impervious Area Treated 26,579 sf
Actual % of Impervious Area On-Site Treated by LID 100 %
75% On-Site Treatment by LID Requirement
LID Table
E
APPENDIX E
DETENTION INFORMATION
EXISTING PARKING LOT - Stage/Storage - Surface Water
LOCATION: Dutch Bros. Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
SUBMITTED BY: INTERWEST CONSULTING GROUP
DATE: 5/23/2019
V = 1/3 d ( A + B + sqrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
EXISTING PARKING LOT DETENTION
Surface Incremental Total
Stage Area Storage Storage
(ft) (ft2) (cft) (cft)
35.7 0
35.8 11 0 0
35.9 93 5 5
36.0 347 21 26
36.1 823 57 82
36.2 1367 108 191
36.3 2114 173 363
100-yr WSEL- 36.4 3077 258 621
SPILL 36.5
5-22-19 existing Detention.xls
Interwest Consulting Group
DETERMINE RELEASE RATE BASED ON PARKING LOT DETENTION VOLUME
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: Dutch Bros. Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 5/23/2019
Equations: Area trib. to pond = 0.71 acre
Developed flow = QD
= CIA C (100) = 0.99
Vol. In = Vi = T C I A = T QD
Developed C A = 0.7 acre
Vol. Out = Vo =K QPO
T EX Release rate, QPO
= 5.00 cfs
storage = S = Vi - Vo K = 1 (from fig 2.1)
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall
Storm Rainfall QD
Vol. In Vol. Out Storage Storage
Duration, T Intensity, I (cfs) Vi Vo S S
(min) (in/hr) (ft
3
) (ft
3
) (ft
3
) (ac-ft)
5 9.95 7.0 2098 1500 598 0.01
10 7.77 5.5 3275 3000 275 0.01
20 5.62 4.0 4741 6000 -1259 -0.03
30 4.47 3.1 5653 9000 -3347 -0.08
40 3.74 2.6 6309 12000 -5691 -0.13
50 3.23 2.3 6819 15000 -8181 -0.19
60 2.86 2.0 7236 18000 -10764 -0.25
70 2.57 1.8 7590 21000 -13410 -0.31
80 2.34 1.6 7896 24000 -16104 -0.37
90 2.15 1.5 8167 27000 -18833 -0.43
100 1.99 1.4 8411 30000 -21589 -0.50
110 1.86 1.3 8631 33000 -24369 -0.56
120 1.75 1.2 8834 36000 -27166 -0.62
Available Storage Volume: 598 ft
3
0.014 acre-ft
5-22-19 existing Detention.xls,FAA-100yr
Interwest Consulting Group
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: Dutch Bros. Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: es
DATE: 6/4/2019
Equations: Area trib. to pond = 0.69 acre
Developed flow = QD
= CIA C (100) = 1.00
Vol. In = Vi = T C I A = T QD
Developed C A = 0.7 acre
Vol. Out = Vo =K QPO
T PROP Release rate, QPO
= 0.4 cfs
storage = S = Vi - Vo K = 1 (from fig 2.1)
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall
Storm Rainfall QD
Vol. In Vol. Out Storage Storage
Duration, T Intensity, I (cfs) Vi Vo S S
(min) (in/hr) (ft
3
) (ft
3
) (ft
3
) (ac-ft)
5 9.95 6.9 2060 132 1928 0.04
10 7.72 5.3 3196 264 2932 0.07
20 5.60 3.9 4637 528 4109 0.09
30 4.52 3.1 5614 792 4822 0.11
40 3.74 2.6 6193 1056 5137 0.12
50 3.23 2.2 6686 1320 5366 0.12
60 2.86 2.0 7104 1584 5520 0.13
70 2.59 1.8 7506 1848 5658 0.13
80 2.38 1.6 7883 2112 5771 0.13
90 2.21 1.5 8234 2376 5858 0.13
100 2.06 1.4 8528 2640 5888 0.14
110 1.94 1.3 8835 2904 5931 0.14
120 1.84 1.3 9141 3168 5973 0.14
Required Storage Volume: 5973 ft
3
WQCV: 774.7 ft
3
0.137 acre-ft 0.018 acre-ft
6-4-19 Detention.xls,FAA-100yr
Parking Lot Detention - Stage/Storage - Surface Water
LOCATION: Dutch Bros. Kensington
PROJECT NO: 1380-165-00
COMPUTATIONS BY: mpo
SUBMITTED BY: INTERWEST CONSULTING GROUP
DATE: 6/4/2019
V = 1/3 d ( A + B + sqrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
PARKING LOT DETENTION
Surface Incremental Total
Stage Area Storage Storage
(ft) (ft2) (cft) (cft)
35.7 0
35.8 16 1
35.9 83 5 5
36.0 214 14 19
36.1 435 32 51
Spill Over Curb 36.2 774 60 110
6-4-19 Detention.xls
Project:
Chamber Model - MC-3500
Units - Imperial
Number of Chambers - 28
Number of End Caps - 6
Voids in the stone (porosity) - 40 %
Base of STONE Elevation - 28.80 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 15 in
Area of system - 1819 sf Min. Area -
Height of
System
Incremental Single
Chamber
Incremental
Single End Cap
Incremental
Chambers
Incremental
End Cap
Incremental
Stone
Incremental Ch,
EC and Stone
Cumulative
System Elevation
(inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet)
72 0.00 0.00 0.00 0.00 60.63 60.63 6266.55 34.80
71 0.00 0.00 0.00 0.00 60.63 60.63 6205.92 34.72
70 0.00 0.00 0.00 0.00 60.63 60.63 6145.29 34.63
69 0.00 0.00 0.00 0.00 60.63 60.63 6084.65 34.55
68 0.00 0.00 0.00 0.00 60.63 60.63 6024.02 34.47
67 0.00 0.00 0.00 0.00 60.63 60.63 5963.39 34.38
66 0.00 0.00 0.00 0.00 60.63 60.63 5902.75 34.30
65 0.00 0.00 0.00 0.00 60.63 60.63 5842.12 34.22
64 0.00 0.00 0.00 0.00 60.63 60.63 5781.49 34.13
63 0.00 0.00 0.00 0.00 60.63 60.63 5720.85 34.05
62 0.00 0.00 0.00 0.00 60.63 60.63 5660.22 33.97
61 0.00 0.00 0.00 0.00 60.63 60.63 5599.59 33.88
60 0.06 0.00 1.63 0.00 59.98 61.61 5538.95 33.80
59 0.19 0.02 5.43 0.14 58.40 63.98 5477.35 33.72
58 0.29 0.04 8.23 0.23 57.25 65.71 5413.36 33.63
57 0.40 0.05 11.30 0.31 55.99 67.60 5347.66 33.55
56 0.69 0.07 19.24 0.41 52.77 72.42 5280.06 33.47
55 1.03 0.09 28.79 0.53 48.90 78.23 5207.64 33.38
54 1.25 0.11 34.99 0.64 46.38 82.01 5129.41 33.30
53 1.42 0.13 39.82 0.76 44.40 84.98 5047.40 33.22
52 1.57 0.14 44.05 0.87 42.67 87.58 4962.42 33.13
51 1.71 0.16 47.80 0.98 41.12 89.90 4874.84 33.05
50 1.83 0.18 51.20 1.09 39.72 92.01 4784.94 32.97
49 1.94 0.20 54.26 1.20 38.45 93.91 4692.93 32.88
48 2.04 0.22 57.14 1.31 37.25 95.70 4599.02 32.80
47 2.13 0.23 59.77 1.41 36.16 97.34 4503.31 32.72
46 2.22 0.25 62.28 1.50 35.12 98.90 4405.97 32.63
45 2.31 0.27 64.59 1.59 34.16 100.34 4307.07 32.55
44 2.38 0.28 66.77 1.68 33.25 101.71 4206.73 32.47
43 2.46 0.29 68.85 1.76 32.39 103.00 4105.02 32.38
42 2.53 0.31 70.79 1.85 31.58 104.21 4002.02 32.30
41 2.59 0.32 72.62 1.93 30.81 105.36 3897.80 32.22
40 2.66 0.33 74.37 2.01 30.08 106.46 3792.44 32.13
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
1-800-733-7473
ADVANCED DRAINAGE SYSTEMS, INC.
R
REV DRW CHK DESCRIPTION
Tool ---
70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED,
ANGULAR NO. 4 (AASHTO M43) STONE".
2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.
3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION
EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS.
NOTES:
1. MC-3500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS.
4. THE "SITE DESIGN ENGINEER" REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT.
5. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH
CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
6. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.
7. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER
'C'
OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL
CLASSIFICATIONS
COMPACTION / DENSITY
REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS
FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM
OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED
GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE
MAY BE PART OF THE 'D' LAYER
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER
ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT
SUBGRADE REQUIREMENTS.
N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS.
PAVED INSTALLATIONS MAY HAVE STRINGENT
MATERIAL AND PREPARATION REQUIREMENTS.
C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C'
STARTS FROM THE TOP OF THE EMBEDMENT
STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE
TOP OF THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THE 'C' LAYER.
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
1-800-733-7473
ADVANCED DRAINAGE SYSTEMS, INC.
R
REV DRW CHK DESCRIPTION
Tool ---
70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
INSPECTION & MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR ROWS
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW
B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE
i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE
B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS
A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED
B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN
C. VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
MC-3500 CHAMBER
18" (450 mm) MIN WIDTH
CONCRETE SLAB
8" (200 mm) MIN THICKNESS
PAVEMENT
FLEXSTORM CATCH IT
PART# 6212NYFX
WITH USE OF OPEN GRATE
12" (300 mm) NYLOPLAST INLINE
DRAIN BODY W/SOLID HINGED
COVER OR GRATE
PART# 2712AG06N
SOLID COVER: 1299CGC
GRATE: 1299CGS
CONCRETE COLLAR NOT REQUIRED
FOR UNPAVED APPLICATIONS
6" (150 mm) INSERTA TEE
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
1-800-733-7473
ADVANCED DRAINAGE SYSTEMS, INC.
R
REV DRW CHK DESCRIPTION
Tool ---
70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
UNDERDRAIN DETAIL
NTS
A
A
B B
SECTION A-A
SECTION B-B
NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER
4" (100 mm) TYP FOR SC-310 SYSTEMS
6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS
OUTLET MANIFOLD
STORMTECH
END CAP
STORMTECH
CHAMBERS
STORMTECH
CHAMBER
STORMTECH
END CAP
DUAL WALL
PERFORATED
HDPE
UNDERDRAIN
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
FOUNDATION STONE
BENEATH CHAMBERS
FOUNDATION STONE
BENEATH CHAMBERS
PART # STUB B C
MC3500IEPP06T 6" (150 mm)
33.21" (844 mm) ---
MC3500IEPP06B --- 0.66" (17 mm)
MC3500IEPP08T 8" (200 mm)
31.16" (791 mm) ---
MC3500IEPP08B --- 0.81" (21 mm)
MC3500IEPP10T 10" (250 mm)
29.04" (738 mm) ---
MC3500IEPP10B --- 0.93" (24 mm)
SHEET
OF
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW
THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
1-800-733-7473
ADVANCED DRAINAGE SYSTEMS, INC.
R
REV DRW CHK DESCRIPTION
Tool ---
70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
MC-SERIES END CAP INSERTION DETAIL
NTS
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.
12" (300 mm)
MIN SEPARATION
12" (300 mm) MIN INSERTION
MANIFOLD HEADER
MANIFOLD STUB
STORMTECH END CAP
12" (300 mm)
MIN SEPARATION
12" (300 mm)
MIN INSERTION
MANIFOLD HEADER
MANIFOLD STUB
6 6
Dutch Bro - MC3500 Option
Denver
06/06/2019 EF
F
APPENDIX F
SOILS INFO AND
REFERENCE MATERIALS
Hydrologic Soil Group—Larimer County Area, Colorado
(Dutch Bros. Kensington)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/3/2019
Page 1 of 4
4485980 4485990 4486000 4486010 4486020 4486030 4486040
4485980 4485990 4486000 4486010 4486020 4486030 4486040
493360 493370 493380 493390 493400 493410 493420 493430 493440 493450 493460 493470
493360 493370 493380 493390 493400 493410 493420 493430 493440 493450 493460 493470
40° 31' 30'' N
105° 4' 42'' W
40° 31' 30'' N
105° 4' 37'' W
40° 31' 28'' N
105° 4' 42'' W
40° 31' 28'' N
105° 4' 37'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 25 50 100 150
Feet
0 5 10 20 30
Meters
Map Scale: 1:515 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
4 Altvan-Satanta loams, 3
to 9 percent slopes
B 0.9 84.7%
74 Nunn clay loam, 1 to 3
percent slopes
C 0.2 15.3%
Totals for Area of Interest 1.1 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Hydrologic Soil Group—Larimer County Area, Colorado Dutch Bros. Kensington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/3/2019
Page 3 of 4
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado Dutch Bros. Kensington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/3/2019
Page 4 of 4
USGS The National Map: Orthoimagery. Data refreshed October, 2017.
National Flood Hazard Layer FIRMette
0 250 500 1,000 1,500 2,000 Feet
Ü
105°4'55.92"W
40°31'38.66"N
105°4'18.47"W
40°31'11.31"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
HAZARD SPECIAL AREAS FLOOD
Without Zone A, V, Base A99 Flood Elevation (BFE)
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway
0.of 2% 1% Annual annual Chance chance Flood flood with Hazard, average Areas
depth areasdrainage of less less than than one one foot square or with mile
Zone X
Future ChanceAnnual Conditions Flood Hazard 1%
Zone X
Area Levee.to with See Reduced Notes. Flood Risk due
Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This digital map flood complies maps if with it is FEMA's not void standards as described for the below. use of
The accuracy basemap standards shown complies with FEMA's basemap
The authoritative flood hazard NFHL information web services is derived provided directly by FEMA. from This the map
was reflectnot exported changes on or 4/amendments 3/2019 at 2:50:subsequent 46 PM and to this does date and
time. becomeor The superseded NFHL and effective by new data information over time. may change
This elementsmap map image do not is appear: void if basemap the one or imagery, more of flood the following zone labels,
legend, FIRM panel scale number, bar, map and creation FIRM effective date, community date. Map identifiers,images for
unmapped regulatoryfor purposes. and unmodernized areas cannot be used
Legend
OTHER FLOOD AREAS HAZARD OF
OTHER AREAS
STRGUECNTUERREASL
FEATURES OTHER
MAP PANELS
8
1:6,000
B 20.2
The point pin selected displayed by the on the user map and is does an approximate not represent
an authoritative property location.
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of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 13, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Sep 20, 2015—Oct
21, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
(Dutch Bros. Kensington)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/3/2019
Page 2 of 4
MC3500IEPP12T 12" (300 mm)
26.36" (670 mm) ---
MC3500IEPP12B --- 1.35" (34 mm)
MC3500IEPP15T 15" (375 mm)
23.39" (594 mm) ---
MC3500IEPP15B --- 1.50" (38 mm)
MC3500IEPP18TC 18" (450 mm)
20.03" (509 mm) ---
MC3500IEPP18BC --- 1.77" (45 mm)
MC3500IEPP24TC 24" (600 mm)
14.48" (368 mm) ---
MC3500IEPP24BC --- 2.06" (52 mm)
MC3500IEPP30BC 30" (750 mm) ---
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)
CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³)
MINIMUM INSTALLED STORAGE* 178.9 CUBIC FEET (5.06 m³)
WEIGHT 135.0 lbs. (61.2 kg)
NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 22.5" (1956 mm X 1143 mm X 571 mm)
END CAP STORAGE 14.9 CUBIC FEET (0.42 m³)
MINIMUM INSTALLED STORAGE* 46.0 CUBIC FEET (1.30 m³)
WEIGHT 50.0 lbs. (22.7 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS,
12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY
MC-3500 TECHNICAL SPECIFICATION
NTS
90.0" (2286 mm)
ACTUAL LENGTH
86.0" (2184 mm)
INSTALLED
BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL
CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS.
CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED
FOR PIPE SIZES GREATER THAN 10" (250 mm)
THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHTEST POSSIBLE FOR THE PIPE SIZE.
LOWER JOINT
CORRUGATION
WEB
CREST
CREST
STIFFENING RIB
VALLEY
STIFFENING RIB
B
C
77.0"
(1956 mm)
45.0"
(1143 mm)
25.7"
(653 mm)
FOOT
77.0"
(1956 mm)
45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
UPPER JOINT CORRUGATION
22.5"
(571 mm)
INSTALLED
INSERTA TEE DETAIL
NTS
INSERTA TEE
CONNECTION
CONVEYANCE PIPE
MATERIAL MAY VARY
(PVC, HDPE, ETC.)
PLACE ADS GEOSYNTHETICS 315 WOVEN
GEOTEXTILE (CENTERED ON INSERTA-TEE
INLET) OVER BEDDING STONE FOR SCOUR
PROTECTION AT SIDE INLET CONNECTIONS.
GEOTEXTILE MUST EXTEND 6" (150 mm)
PAST CHAMBER FOOT
INSERTA TEE TO BE
INSTALLED, CENTERED
OVER CORRUGATION
SECTION A-A SIDE VIEW
A
A
DO NOT INSTALL
INSERTA-TEE AT
CHAMBER JOINTS
NOTE:
PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS.
CONTACT STORMTECH FOR MORE INFORMATION.
CHAMBER MAX DIAMETER OF
INSERTA TEE
HEIGHT FROM BASE OF
CHAMBER (X)
SC-310 6" (150 mm) 4" (100 mm)
SC-740 10" (250 mm) 4" (100 mm)
DC-780 10" (250 mm) 4" (100 mm)
MC-3500 12" (300 mm) 6" (150 mm)
MC-4500 12" (300 mm) 8" (200 mm)
INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS
GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON
(X)
5 6
Dutch Bro - MC3500 Option
Denver
06/06/2019 EF
PART#06N12ST35IP
INSERTA TEE TO BE CENTERED
ON CORRUGATION CREST
MC-3500 6" INSPECTION PORT DETAIL
NTS
6" (150 mm) ADS N-12
HDPE PIPE
CONCRETE COLLAR
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
24" (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORY PRE-CORED END CAP
PART #: MC3500IEPP24BC
TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN
GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS
8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
CATCH BASIN
OR
MANHOLE
COVER PIPE CONNECTION TO END
CAP WITH ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
MC-3500 CHAMBER
MC-3500 END CAP
MC-3500 ISOLATOR ROW DETAIL
NTS
OPTIONAL INSPECTION PORT
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM PURE INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
4 6
Dutch Bro - MC3500 Option
Denver
06/06/2019 EF
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%
FINES OR PROCESSED AGGREGATE.
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU
OF THIS LAYER.
AASHTO M145¹
A-1, A-2-4, A-3
OR
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89,
9, 10
BEGIN COMPACTIONS AFTER 24" (600 mm) OF
MATERIAL OVER THE CHAMBERS IS REACHED.
COMPACT ADDITIONAL LAYERS IN 12" (300 mm)
MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
WELL GRADED MATERIAL AND 95% RELATIVE
DENSITY FOR PROCESSED AGGREGATE
MATERIALS.
B
EMBEDMENT STONE: FILL SURROUNDING THE
CHAMBERS FROM THE FOUNDATION STONE ('A'
LAYER) TO THE 'C' LAYER ABOVE.
CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE
DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm)
AASHTO M43¹
3, 4
A
FOUNDATION STONE: FILL BELOW CHAMBERS
FROM THE SUBGRADE UP TO THE FOOT (BOTTOM)
OF THE CHAMBER.
CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE
DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm)
AASHTO M43¹
3, 4
PLATE COMPACT OR ROLL TO ACHIEVE A FLAT
SURFACE. ² ³
6" (150 mm) MIN
45"
(1140 mm)
24"
(600 mm) MIN*
8'
(2.4 m)
MAX
77" (1950 mm) 12" (300 mm) TYP
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
SUBGRADE SOILS
(SEE NOTE 5)
PAVEMENT LAYER (DESIGNED
BY SITE DESIGN ENGINEER)
MC-3500
END CAP
12" (300 mm) MIN
9"
(230 mm) MIN
DEPTH OF STONE TO BE DETERMINED
BY DESIGN ENGINEER 9" (230 mm) MIN
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED
INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
PERIMETER STONE INCREASE COVER TO 30" (750 mm).
(SEE NOTE 6)
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
NO COMPACTION REQUIRED.
3 6
Dutch Bro - MC3500 Option
Denver
06/06/2019 EF
39 2.72 0.35 76.02 2.08 29.39 107.50 3685.98 32.05
38 2.77 0.36 77.60 2.16 28.73 108.49 3578.48 31.97
37 2.82 0.37 79.09 2.23 28.10 109.43 3470.00 31.88
36 2.88 0.38 80.51 2.31 27.51 110.32 3360.57 31.80
35 2.92 0.40 81.88 2.38 26.93 111.18 3250.24 31.72
34 2.97 0.41 83.16 2.45 26.39 111.99 3139.06 31.63
33 3.01 0.42 84.35 2.51 25.89 112.75 3027.06 31.55
32 3.05 0.43 85.49 2.58 25.41 113.47 2914.31 31.47
31 3.09 0.44 86.64 2.64 24.92 114.20 2800.84 31.38
30 3.13 0.45 87.66 2.70 24.49 114.85 2686.64 31.30
29 3.17 0.46 88.64 2.77 24.07 115.48 2571.79 31.22
28 3.20 0.47 89.58 2.82 23.67 116.08 2456.31 31.13
27 3.23 0.48 90.47 2.88 23.29 116.64 2340.23 31.05
26 3.26 0.49 91.32 2.94 22.93 117.19 2223.59 30.97
25 3.29 0.50 92.13 2.99 22.59 117.70 2106.40 30.88
24 3.32 0.51 92.90 3.04 22.26 118.20 1988.70 30.80
23 3.34 0.51 93.64 3.09 21.94 118.67 1870.50 30.72
22 3.37 0.52 94.32 3.13 21.65 119.11 1751.84 30.63
21 3.39 0.53 94.99 3.18 21.37 119.53 1632.73 30.55
20 3.41 0.54 95.61 3.22 21.10 119.93 1513.20 30.47
19 3.44 0.54 96.24 3.26 20.84 120.33 1393.27 30.38
18 3.46 0.55 96.82 3.30 20.59 120.70 1272.94 30.30
17 3.48 0.56 97.40 3.33 20.34 121.07 1152.23 30.22
16 3.51 0.59 98.14 3.57 19.95 121.66 1031.16 30.13
15 0.00 0.00 0.00 0.00 60.63 60.63 909.50 30.05
14 0.00 0.00 0.00 0.00 60.63 60.63 848.87 29.97
13 0.00 0.00 0.00 0.00 60.63 60.63 788.23 29.88
12 0.00 0.00 0.00 0.00 60.63 60.63 727.60 29.80
11 0.00 0.00 0.00 0.00 60.63 60.63 666.97 29.72
10 0.00 0.00 0.00 0.00 60.63 60.63 606.33 29.63
9 0.00 0.00 0.00 0.00 60.63 60.63 545.70 29.55
8 0.00 0.00 0.00 0.00 60.63 60.63 485.07 29.47
7 0.00 0.00 0.00 0.00 60.63 60.63 424.43 29.38
StormTech MC-3500 Cumulative Storage Volumes
1539 sf min. area
Include Perimeter Stone in Calculations
Click Here for Metric
PROPOSED DRAINAGE BASIN ID
DESIGN POINT
PROPOSED DRAINAGE
BASIN DIVIDE LINE