HomeMy WebLinkAboutBLOOM FILING FOUR - FDP240001 - SUBMITTAL DOCUMENTS - ROUND 3 - Drainage Related Document�
CiviIWOrX
Final Drainage and Erosion Control Report
Prepared for:
Hartford Acquisitions, LLC
4801 Goodman Road
Timnath, CO 80547
June 25, 2024
4025 Automation Way, Ste B2 � Forf Collins, CO 80525 � 970-698-6046 � www.civilworxeng.com
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CIVI��/OI'X
June 25, 2024
Mr. Wes Lamarque
City of Fort Collins Engineer
4750 Signal Tree Drive
Timnath, CO 80547
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
RE: Bloom Multi Family Final Design and Erosion Control Report
Project Number: C22026
Dear Wes,
CivilWorx, LLC is pleased to submit this updated Final Design and Erosion Control Report for the Bloom
Multi Family Development in Fort Collins, Colorado. This report serves to document the Final design plans
for the Bloom Development. The recent modifications include some changes to the local catchment
delineations based on a review of the overall drainage plan for the greater subdivision and minor internal
changes to the site. In general, the proposed plan is not substantially different from the drainage plan
presented with the preliminary plan review.
We understand that review by the City of Fort Collins is to assure general compliance with standardized
criteria contained in City of Fort Collins Storm Drainage Design Criteria and Construction Standards. This
report was prepared in compliance with technical criteria set forth in both the Urban Drainage and Flood
Control District (UDFCD) Urban Storm Drainage Criteria Manual and the City of Fort Collins Storm Drainage
Design Criteria.
If you should have any questions or comments as you review this report, please feel free to contact me at
your convenience.
Respectfully,
��'�� �!�_
Kelly W. Hafner, PE
Senior Project Manager
CivilWorx, LLC
C22026 - Bloom Multi Family Drainage Report FDP 3rd Round.docx
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CIVI��/OI'X
TABLE OF CONTENTS
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II
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V.
VI
VII.
VIII
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
PAGE
General Location and Description ........................................................................................................................1
A. Location .......................................................................................................................................................1
B. Description of Property ...............................................................................................................................1
Drainage Basins and Catchments .........................................................................................................................2
A. Major Basin Description ...............................................................................................................................2
B. Pre-Project Drainage Patterns .....................................................................................................................3
DrainageDesign Criteria ......................................................................................................................................3
A. Regulations ..................................................................................................................................................3
B. Development Criteria Reference and Constraints .......................................................................................3
C. Hydrological Criteria ....................................................................................................................................3
D. Hydraulic Criteria and Governing Standards ...............................................................................................3
DrainageFacility Design .......................................................................................................................................4
A. General Developed Project Overview ..........................................................................................................4
Sediment/Erosion Control ..................................................................................................................................12
Conclusions........................................................................................................................................................13
A. Compliance with Standards .......................................................................................................................13
B. Drainage Plan .............................................................................................................................................13
References.....................................................................................................................................................14
Certification...................................................................................................................................................14
List of Figures
Figure1. Vicinity and Phase Map ...................................................................................................................................1
Figure 2. Lower Cooper Slough Drainage Basin — As Shown on the City of Fort Collins Website ..................................2
Figure 3. Proposed Drainage Plan ..................................................................................................................................5
List of Tables
Table 1. Existing Catchment Runoff Summary ...............................................................................................................3
Table 2. Developed Catchment Runoff Summary .........................................................................................................7
Table 3. Storm Sewer Piping Summary ..........................................................................................................................8
Table 4. Storm Sewer Hydraulic Grade Line Summary ..................................................................................................9
Table 5. Storm Sewer Inlet Interception Summary .....................................................................................................10
APPENDICES
APPENDIX A— Drainage and Erosion Control Plans
APPENDIX B— Hydrological Modelling (EPA SWMM)
APPENDIX C— LID/Water Quality Calculations
APPENDIX D — Referenced Reports
II C22026 - Bloom Multi Family Drainage Report FDP 3rd Round.docx
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General Location and Description
A. Location
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
The Bloom Development (referred herein as "the site") is located north of State Highway 14 (Mulberry
Street) and just west of Interstate 25. The site is located within the southwest half of Section 9, Township
7 North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins, County of Larimer, State of
Colorado. The site is located on the parcel of land # 8709300004 with coordinates of 40.587086, -
105.016334. A vicinity map is shown with Figure 1.
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Figure 1. Vicinity and Phase Map
B. Description of Property
Currently, the property is undeveloped but surrounded by developing roads and a larger new subdivision.
There are no structures or significant infrastructure located within the site. The historic use of the
property was agriculture and farming and thus characterized as a tilled field. The site currently has been
overlot graded and largely filled. Below is a detailed summary of the existing conditions:
Ground Cover - The site was being used as cropland and therefore ground conditions can be
characterized as tillage/field with varying seasonal crops.
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
Grades — In general, the entire site drains to the south. These grades are generally less than 1%,
with a few localized areas that slope at approximately 2%.
Soil Type - According to the Natural Resources Conservation (NRCS) web soil survey and report, the
site consists of Garret loam and Ascalon sandy loam soils of hydrologic soils groups Type B and C.
Soils are assumed type C/D for drainage purposes.
Utilities — The site does not have an existing utilities with the exception of storm sewer within
property. Domestic water, sanitary sewers, and storm water utilities have been designed and are
planned to be built with the adjoining roads which are being constructed by others. Natural gas,
telephone, fiber, and electric are planned to be installed in and around the site at a future time.
Storm Drainage / Irrigation Facilities — The site does contain storm drainage infrastructure
previously designed for the greater subdivision. No irrigation facilities are present on the site.
Groundwater was observed at depths of 10' to 12' below the general project site (Appendix D).
Note the site has been filled several feet with the initial overlot grading and Pond G was excavated
for the greater subdivision overlot activity. Groundwater is interpolated not be within 2' of sub-
surface drainage facilities designed with this project.
Drainage Basins and Catchments
A. Major Basin Description
This site is located within the Cooper Slough drainage basin as most recently described in the Mulberry
Master Drainage Plan (MDP) by Galloway Engineering Firm and dated April 6th, 2021, with the last revision
of the report being dated as June 20, 2023.
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Figure Z. Lower Cooper Slough Drainage Basin --As Shown ar� tJ�� City o� �crf Co;(irrs Website
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B. Pre-Project Drainage Patterns
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
The project site is located within the Cooper Slough Drainage Basin as shown Figure 2 above. The
proposed site area consists of approximately 15.8 acres. Four (4) proposed roads that will be
constructed as part of the Bloom 15` Filing Project and shown in the construction plans by Galloway
engineering surround the site property: Aria way on the west, Greenfields Drive on the east,
International Boulevard to the north, and Donella Drive to the south. The entire site drains to the south
but the site is generally at a very low gradient. The site has localized areas that have grades of
approximately 2%, but most grades are less than 1%. The nearest receiving waters to the site are the
Cooper slough drainage and wetlands (approximately 1,200 feet from the site) that flow into the
Boxelder Creek, which further transports water to the Poudre River. Below is summary of the existing
runoff generated by the site as it exists pre-development.
Existing Site
Bloom Property
Table 1. Existing Catchment Runoff Summary
Area (ac.) % QZ
Imperv. cfs
15.83 2 0.92
III. Drainage Design Criteria
A. Regulations
Qioo
cfs
19.0
The design criteria for this development are the City of Fort Collins Stormwater Drainage Criteria Manual
(FCSDCM) dated March 2018 and the Mile High Flood District Criteria Manuals Volumes 2, and 3(referred
to herein as MHFDCM).
B. Development Criteria Reference and Constraints
The criteria used as the basis to analyze and design stormwater features of this project were done so
according to the references cited in this report.
C. Hydrological Criteria
In accordance with the City of Fort Collins policy, a minor and major storm are identified as the 2-year and
100-year storms, respectively. These storms have been used as a basis for planning and design. The
proposed developed drainage networks, including the stormwater detention system, are designed using
the USEPA Stormwater Management Model (SWMM version 5.2.4) software. SWMM input parameters
for catchment runoff utilized Table 4.1-1 of the referenced FCSDCM.
Post development runoff for the site will be in accordance with the Mulberry and Greenfields Master
Drainage Plan developed by Galloway Engineering.
D. Hydraulic Criteria and Governing Standards
The developed site will convey runoff to a proposed detention pond on the southeast corner of the site
via a combination of channelized flow, sheet flow, and storm sewer, then release to the downstream
system per the approved Mulberry and Greenfields Master Drainage Report as currently amended by
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
Galloway Engineering. SWMM modeling was used to estimate the required detention pond volume for
the Bloom site. Hydraulic calculations for all pipes and swales were also completed using EPA-SWMM and
are included in this report. SWMM catchment width parameters are calibrated using the theory of
cascading planes (see Guo reference). This method was also documented in the 2016 SWMM Hydrology
Reference Manual published by the EPA.
IV. Drainage Facility Design
A. General Developed Project Overview
The developed Bloom project site area includes the construction of multi-family homes, parking areas,
landscaped areas and access roads. The Bloom multi-family subdivision project is part of the Cooper
Slough basin whose ultimate outfall is the Boxelder Creek, located south of Colorado Highway 14
(Mulberry Street). Runoff from the Bloom-multifamily site will be captured using a combination of curb &
gutter and storm sewer pipe and conveyed to a proposed onsite detention facility. The proposed
detention pond, designated as Pond G, will also include inflow from adjacent property to the east, west
and north as shown on the Mulberry and Greenfields Master Drainage Plan (as currently amended) by
Galloway Engineering.
Information on the proposed Bloom site detention pond (Pond G) outlet structure listed the peak outflow
is limited to 13.5 cfs and requires a minimum of 4.8 AF of storage to work with the overall drainage master
plan. It is noted that the Galloway drainage modelling for the Bloom site and Pond G assumed 100%
impervious coverage based on the catchment parameters within the referenced report (Appendix D). The
proposed impervious area which considerably less than the full impervious coverage originally assumed
by the drainage master plan. Modifications to the drainage plan from previous submittals include the
addition of building roof drain collection and a more detailed design for the LID chamber system. The
changes in the local catchment reflect the additional collection of roof drainage which is brought into the
site internal drainage system and directed to the LID system.
Overall Drainaqe Plan
The overall drainage plan is to convey runoff to the detention facility on the southeast corner of the site
prior to discharging via a proposed outlet structure and storm pipe. Following is an analysis of the site
drainage concepts and routing as well as a summary of all of the proposed on site drainage Catchments.
All flow summaries at design points, including conveyance facilities, have been designed in detail as part
of the EPA SWMM model.
Catchment 01:
The 01 Catchment has an area of 2.29 acres and generally flows to the southeast. Runoff is conveyed via
street flow and channelized curb/gutter/pan flow to a Type C inlet located at the southeastern corner of
the Catchment. From here it is carried through Storm Line A into the proposed-on site detention pond.
Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM.
Catchment 02:
The 02 Catchment has an area of 1.77 acres and generally flows to the southeast. Runoff is conveyed via
street flow and channelized curb/gutter/pan flow to a Type C inlet located at the southern side of the
Catchment. From here it is carried through Storm Line C& B and A respectively, after which it drains into
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all
completed using EPA-SWMM.
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Figure 3. Proposed Drainage Plan
Catchment 03:
The 03 Catchment has an area of 2.18 acres, is located at the central eastern portion of the site and
generally flows to the south. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to
a Type R inlet located at the southern portion of the Catchment. From here it is carried through Storm
Lines C, B, and A respectively, after which it drains into the proposed-on site detention pond. Street
capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM.
Catchment 04:
The 04 Catchment has an area of 1.65 acres, is located at the central western portion of the site and
generally flows to the south. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to
a Type C inlet located at the south side of the Catchment. From here it is carried through Storm Line A,
after which it drains into the proposed-on site detention pond. Street capacities, inlet sizing, and storm
sewer sizing were all completed using EPA-SWMM.
Catchment 05:
The 05 Catchment has an area of 1.03 acres, is in the central portion of the site and generally flows to the
south. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to a Type R inlet located
at the southern portion of the Catchment. From here it is carried through Storm Lines B and A
respectively, after which it drains into the proposed-on site detention pond. Street capacities, inlet sizing,
and storm sewer sizing were all completed using EPA-SWMM.
Catchment 06:
The 06 Catchment has an area of 0.31 acres, is in the central portion of the site and generally flows to the
south. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to a sidewalk chase/curb
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
cut where water then travels further south via a grass swale and into the proposed-on site detention
pond. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM.
Catchment 07:
The 07 Catchment has an area of 2.01 acres, is located at the southwestern portion of the site and flows
to the center of itself where a proposed low point and Type R inlet is located. Runoff is conveyed via
street flow and channelized curb/gutter/pan flow to the Type R inlet. From here it is carried north and
east through Storm Lines A, after which it drains into the proposed-on site detention pond. During
assessment it was noted the parking area may reach the 12" depth limit so an overflow drain was added
to Pond A to control the HGL in this location for major storm events. Street capacities, inlet sizing, and
storm sewer sizing were all assessed using the post-project EPA-SWMM model.
Catchment O8:
The 08 Catchment has an area of 2.39 acres and is located at the southwestern portion of the site. This
Catchment is where the proposed detention pond for the site lies, and water eventually leaves the
detention pond via an outlet control structure located at the southwest corner of the Catchment. Overall
pond volume requirements were calculated with EPA-SWMM in conjunction with the Mile High Flood
District Drainage Criteria.
OS (offsite) Catchments
OS 1: Catchment OS-1 is 0.46 acres, located at the Northwestern portion of the site and drains offsite to
the west via sheet flow and curb and gutter flow. All of the OS-1 flows will be captured in the proposed
Bloom Filing 1 storm sewer infrastructure and directed via storm pipe to detention features planned with
Bloom Filing 1 detention facilities.
OS 2: Catchment OS-2 is 0.22 acres, located at the Northwestern portion of the site and drains offsite to
the west via sheet flow and curb and gutter flow. All of the OS-2 flows will be captured in the proposed
Bloom Filing 1 storm sewer infrastructure and directed via storm pipe and inlets to the existing-off site
detention pond located on the north side of International Boulevard.
OS 3: Catchment OS-3 is 0.58 acres, located at the Northeastern portion of the site and drains offsite to
the north and east via sheet flow and curb and gutter flow. All of the OS-2 flows will be captured in the
proposed Bloom Filing 1 storm sewer infrastructure and directed via storm pipe and inlets to an offsite
detention pond to the east of the site.
OS 4: Catchment OS-4 is 0.51 acres, located at the western portion of the site and drains offsite to the
west via sheet flow and curb and gutter flow. OS-4 flows will be captured in the proposed Bloom Filing 1
storm sewer infrastructure and directed via storm pipe and inlets to the off-site detention facilities
associated with Bloom Filing 1.
OS 5: Catchment OS-5 is 0.40 acres, located at the southwestern portion of the site and drains to the west
via sheet flow and curb and gutter flow. OS-5 flows will be captured in the proposed Bloom Filing 1 storm
sewer infrastructure and directed via storm pipe and inlets to the off-site detention facilities associated
with Bloom Filing 1.
OS 6-9: Catchments OS-6 through OS-9 comprise perimeter and local street catchments that are not part
of the site but are included on the initial drainage plan as designs collaboration continues with the
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
Galloway project. These catchments comprise 1.21 acres and are made up of areas that will be flowing
to the proposed detention pond that are not on the Bloom-multifamily property and is not included in the
pond WQ calculations provided in Appendix B. These Catchments include areas that surrounds the site
located within City of Fort Collins Right-of-Way and includes mostly from back of curb and towards the
property line primarily perimeter landscaping, walks, and drive areas. The surrounding street drainage
system was designed by Galloway.
Drainape Catchment Summaries
The following is a summary of the Catchment runoff characteristics:
Catchment
C-01
C-02
C-03
C-04
C-05
C-06
G07
C-08
GOS-1
C-OS-2
C-OS-3
C-OS-4
C-OS-S
C-OS-6
C-OS-7
C-OS-8
C-OS-9
Area
(ac.)
2.296
1.769
2.181
1.646
1.030
0.314
2.105
2.387
0.464
0.224
0.579
0.506
0.400
0.275
0.303
0.164
0.464
Table 2. Developed Catchment Runoff Summary
%
Imperv.
83%
83%
87%
88%
71%
46%
94%
23%
52%
21%
22%
55%
27%
40%
23%
33%
24%
Cz
0.757
0.759
0.793
0.803
0.656
0.445
0.854
0.135
0.487
0.206
0.215
0.519
0.265
0.374
0.222
0.317
0.227
Qz
cfs
Z.7
2.3
2.7
2.4
1.5
0.4
2.7
0.8
0.5
0.1
0.3
0.7
0.3
0.2
0.2
0.1
0.3
Cioo
0.926
0.927
0.94
0.944
0.889
0.809
0.963
0.713
0.821
0.699
0.703
0.837
0.733
0.767
0.702
0.752
0.685
Qioo
cfs
16.0
12.9
15.7
12.8
7.6
2.1
15.6
14.9
2.9
1.0
2.7
3.5
2.2
1.3
1.3
0.9
1.6
Note the infiltration parameters prescribed by the FCSDCM represent fully saturated underlying soil
moisture conditions and thus produce very high runoff rates and volumetric yields.
Storm Sewers
The proposed drainage system for the Bloom Multifamily development was modeled in EPA-SWMM to
determine pipe sizing and flow routing. The SWMM models for the 100-year and 2-year storms are
included in Appendix B for reference.
• Storm Line A-This system drains the western portion of the site to the proposed WQCV
chambers and detention pond. This storm sewer connects to the other storm sewer
networks proposed at the site at STMH A-1-1. This system contains connected Type C
inlets and manholes working in series. Building roof drains are connected to this system.
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
• Storm Line B- This system collects drainage from the central and southern portions of
the site via a type R inlet and receives flows from Storm Line C. This line is connection to
the LID chambers.
• Storm Line C-This system collects drainage from the eastern central and northern of the
site using 2 Type C inlets and conveys it through Storm Lines B then to the A system
respectively and into the proposed LID system and then to the detention pond. Building
roof drains are connected to this system.
• Storm Line D- This system collects drainage from the southwesterly portion of the site
ern central and northern of the site using manholes and a Type R inlet and conveys to the
Storm Lines A system respectively and into the proposed LID system. Building roof drains
are connected to this system.
• Storm Line D-1-This system is an overflow outlet for major storm ponding in catchment
7. A higher stage outlet pipe is connected to a type R inlet to allow major storm surcharge
in the storm sewer network to reach Pond G.
Table 3 summarizes the pipe flows for the storm sewer systems for the project.
Link Element
P-A-1
P-A-2
P-A-3
P-A-4
P-A-S
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-GC
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
Size
(in)
18
18
18
18
24
24
24
24
18
18
18
18
18
18
18
18
18
18
18
18
Vz
fps
3.7
2.6
4.1
5.2
3.9
1.3
2.9
3.3
1.4
1.7
2.4
2.2
4.0
1.0
3.0
2.1
0.9
0.4
4.1
0.5
Table 3. Storm Sewer Piping Summary
Qz Vioo Qioo Upstream
cfs fps cfs Node
1.2 3.9 3.8 J-SDI-A-1-5
1.8 3.7 6.5 J-SDI-A-1-4
6.4 4.7 8.3 J-SDMH A-1-3
9.2 7.9 13.9 1-SDI A-1-2
10.2 6.3 19.7 J-SDMH A-4
4.1 6.2 19.6 J-SDMH A-4
4.2 6.4 20.2 J-SDMH A-3-OUT
4.2 6.4 20.2 J-5 D M H A-2
1.3 4.0 7.1 J-S DI B-1
1.0 1.8 3.1 J-S DI C-3
2.2 3.4 5.9 J-S DI-C-3-1
2.4 3.2 5.6 J-S DI-C-1
4.6 4.1 6.4 J-S D M H C-1
1.7 2.0 3.0 J-SDMH_D.1.1
1.7 3.9 3.0 J-SDMH_D.1.1
1.3 2.6 2.1 J-S D M H D-1.3
1.2 1.2 2.0 J-S D M H D-1.3
0.3 0.5 0.5 1-SDMH D1.6
2.6 4.0 5.9 J-SDI-D-1.5.1
0.5 0.7 1.1 J-SDMH_D.2.1
Downstream
Node
J-SDI-A-1-4
J-SDMH A-1-3
J-SDI A-1-2
J-SDMH A1-1
J-SDMH A1-1
J-SDMH A-3-IN
J-S D M H A-2
PO N D-G
J-SDMH A1-1
J-SDI-C-3-1
J-S D M H C-1
J-S D M H C-1
J-S D M H A-1-3
J-S D M H A-4
J-SDMH D-1.2
J-SDMH D-1.2
J-SDMH D1.5
J-SDMH D1.5
J-SDMH D1.5
J-SDMH D-1.2
I
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Link Element
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
P-E-U D
P-F-1
P-Z-POND-OUT
Size
(in)
18
8
8
24
24
chamber
6
18
18
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
Vz
fps
0.3
0.0
0.1
3.5
4.2
0.2
1.8
1.9
2.7
Table 3. Storm Sewer Piping Summary
Qz Vioo Qioo Upstream
cfs fps cfs Node
0.2 0.6 0.6 J-SDMH_D.2.2
0.0 0.6 0.2 POC_RD-D-2.2
0.0 0.7 0.2 POC_RD-D-2.1
8.5 4.1 12.0 J-S D M H A-4
3.5 4.7 7.8 J-SD M H D 1.5
4.1 0.4 5.3 1-SDZ-CHAMB_5
0.4 2.9 0.6 J-SDZ-CHAMB_N
0.8 3.2 5.7 J-SDI-D-1.5.1
1.0 2.7 1.0 POND-G
Downstream
Node
J-SDMH_D.2.1
J-SDMH_D.2.2
J-SDMH_D.2.1
J-SDZ-CHAM B_N
J-SDZ-CHAMB S
J-SDZ-CHAM B_N
J-SDMH A-3-IN
PO N D-G
OUT-POND
Table 4 summarizes the hydraulics for of the proposed drainage plan for the major and minor storm
events.
Node Element
J-SDI A-1-2
J-SDI B-1
J-SDI C-3
J-SDI-A-1-4
J-SDI-A-1-5
J-SDI-C-1
J-SDI-C-3-1
J-SDI-D-1.5.1
J-SDMH A1-1
J-SDMH A-1-3
J-SDMH A-2
J-SDMH A-3-IN
J-SDMH A-3-OUT
J-SDMH A-4
J-SDMH C-1
J-SDMH D-1.2
J-SDMH D-1.3
J-SDMH D1.5
J-SDMH D1.6
J-SDZ-CHAMB N
J-SDZ-CHAMB S
Table 4. Storm Sewer Hydraulic Grade Line Summary
Dz HGLz Qz Dioo HGLioo
ft ft cfs ft ft
Storm Sewer Structures
2.8 4935.9 9.2 6.6 4939.7
2.3 4935.7 1.3 5.4 4938.8
0.3 4938.6 1.0 2.5 4940.8
0.7 4936.1 1.8 5.4 4940.8
0.3 4938.7 1.2 2.7 4941.2
0.9 4937.0 2.4 3.9 4940.0
0.9 4936.9 2.3 4.6 4940.6
2.2 4935.7 2.6 4.3 4937.8
3.3 4935.7 10.3 5.7 4938.2
1.2 4936.1 6.4 5.6 4940.4
1.0 4932.3 4.2 3.3 4934.6
3.8 4935.6 4.3 4.7 4936.5
0.9 4932.7 4.3 4.4 4936.2
3.8 4935.7 10.2 5.8 4937.7
1.0 4936.8 4.6 4.6 4940.4
2.5 4935.7 1.7 4.6 4937.7
2.9 4935.7 1.3 5.0 4937.7
3.4 4935.7 3.6 5.4 4937.7
2.9 4935.7 0.1 4.9 4937.7
3.7 4935.7 8.8 5.7 4937.7
3.4 4935.7 7.5 5.4 4937.7
Qioo
cfs
14.8
10.5
3.1
6.5
3.8
5.6
5.9
11.0
19.8
8.5
20.2
20.2
20.2
19.7
6.6
3.0
2.1
7.9
0.3
12.3
12.4
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
Table 4. Storm Sewer Hydraulic Grade Line Summary
Node Element Dz HGLz Qz Dioo HGLioo
ft ft cfs ft ft
J-STMH-D-1.1 3.2 4935.7 1.7 5.2 4937.7
Roadway Flowline/Curb at Storm Sewer Inlets
RD-SDI A1-2 0.2 4939.2 2.9 0.74 4939.74
RD-SDI-A-1-4 0.1 4941.2 1.4 0.27 4941.4
RD-SDI-A-1-5 0.2 4942.7 2.7 0.3 4942.9
RD-SDI-B-1 0.1 4938.3 1.4 0.7 4938.9
RD-SDI-C-1 0.2 4939.3 2.5 0.8 4939.9
RD-SDI-C-3-1 0.2 4940.6 3.8 0.4 4940.8
RD-SDI-C-3A 0.1 4942.2 2.3 0.3 4942.4
RD-SDI-D-1.5.1 0.2 4937.2 2.6 1.0 4938.0
RD-SOUTHPARKING* 0.2 4937.2 2.7 0.9 4938.0
* Note this is the parking lot in catchment 7 modeled for ponding potential.
Qioo
cfs
3.0
20.0
11.6
15.8
44.3
27.6
24.2
12.8
11.9
15.6
Street Capacity
The proposed drainage system for the development was modeled in SWMM with depths captured at
the storm sewer inlet locations. This included internal surface conveyance pathways. The internal
gutter system capacity is presented as adequate for the conveyance of runoff to the perspective outfalls.
Inlets
The proposed drainage system was modeled in EPA-SWMM. Inlet sizing and intercepted flows were
modeled using the SWMM analysis, with corresponding flowline depths associated with inlets listed in
Table 4 from the assessment.
Table 5 below summarizes intercepted flow with the proposed inlets for the minor and major storms:
Table 5. Storm Sewer Inlet Interception Summary
Inlet Name Inlet Type/Size Qz Q�oo
cfs cfs
SDI A1-2 Type R(10') 2,8 8.5
SDI B-1 Type R(10') 1.3 10.5
SDI C-3 Type C 1.0 3.1
SDI-A-1-4 Type C 0.7 2.7
SDI-A-1-5 Type C 1.2 3.8
SDI-C-1 Type R(10') 2.4 5.6
SDI-C-3-i Type C 1.3 3.6
SDI-D-1.5.1 Type R(10') 2.6 11.0
Detention Pond Summary
The onsite detention pond (G) was modeled in the system noting the pond volumes and release rates
were completed with the overall subdivision drainage assessment (Appendix D). The Bloom site detention
pond G also includes off-site flows and therefore, final calculations were taken from the Bloom Filing 1
10
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
Amendment — Drainage Modifications report by Galloway Engineering for the overall development.
Amendment 1, excerpts in Appendix D, required a minimum storage volume of 4.8 Acre-ft of storage. The
grading design shown on the submitted plans for this facility includes an active storage of 5.1 AF with 1
foot of freeboard below spillway. The proposed design exceeds the required volume for the overall
drainage master plan.
WQCV — Overall Subdivision
The Bloom site detention pond G also includes provisions for WQCV for the greater subdivision. Final
calculations for the facilities previously designed were taken from the Bloom Filing 1 Amendment —
Drainage Modifications report by Galloway Engineering for the overall development. Amendment 1,
excerpts in Appendix D, required a minimum WQCV 0.78 Acre-ft of storage. The grading design for Pond
G shown on the submitted plans for this facility includes an active WQCV of 1.1 AF. The proposed design
exceeds the required volume for the overall drainage master plan.
Spillway Desiqn
The proposed detention system is a cut-in or depressed system with limited embankment. A 56' wide
broad-crested weir outlet is in the southern part of the east side of the proposed detention facility.
Emergency overflow will be directed towards Greenfield Drive and south towards the Donella Drive
intersection.
Water Quality and LID Design
The site will incorporate water quality capture volume into the proposed detention pond for the
settlement and deposition of particles and contaminants. Sizing and calculations for this water quality
volume and outlet release structure can be found in Appendix C. For additional Low-Impact Development
water quality control, an underground stormwater chamber system is proposed with the site that will
treat on-site runoff prior to discharge into the proposed-on site detention pond. The criterion for this
approach requires one of the following options:
1) 50% of the newly added or modified impervious area must be treated by L/D techniques and 25%
of new paved (vehicle useJ areas must be pervious.
2J 75% of all new/y added or modified impervious area must be treated by LID techniques.
For this site Option 2 is utilized. The below table outlines the LID treated area calculations.
Total Site Area
Measured Impervious
Measured Landscaped
New Impervious
Required to LID
Actual to LID Feature
Required LID Volume
Min. Required Volume
Provided Volume
SF Acre � of
Total
692, 610 15.900 100.0%
469,190 10.771 67.7%
223,420 5.312 32.3%
368,213 8.453 75%
410,665 9.428 75.1%
16,650 CF I
17,548 CF
11
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Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
The required LID volume calculations assumed 8.453 acres of impervious tributary area. The proposed
design utilized the ADS StormTech design software for preliminary sizing and general layout
recommendations. The proposed system is a StormTech MC-3500 system and is slightly modified and
oversized to fit the site drainage plan. Appendix C contains the vendor recommended design and details
for the proposed system. The found groundwater in this area was between 10' and greater than 12' below
grade (prior to development). The base of the proposed LID chambers is above 4932' with the geotech
estimate of groundwater below 4926' with a differential of >6'.
The proposed system was modelled in SWMM to evaluate the drain time to reach the target 40-hour drain
time for a 0.6" rainfall event. It was noted that the 6-inch underdrain recommended for the project is
installed per the 2"d round review. A 3.4' weir in SDMH A-3 is proposed to meet the LID requirements for
the site. The LID controls are included with the modelling and impacts on the HGLs for the minor and
major storm.
LI� SYSTEM PERFORMANCE
- rvoae a soMh aaw pm �fp
�
Mapping of the LID calculations along with calculations for the water quality chamber system can be found
in Appendix C.
V. Sediment/Erosion Control
In addition to the information provided below, A separate Storm Water Management Plan (SWMP) was
prepared for this site in accordance with the Stormwater Discharge Permit for Colorado Department of
Public Health and Environment and the City of Fort Collins criteria. This document is not included with
this report but is part of the submittal. The SWMP has more detailed information on the sediment and
erosion control items for this project. For reference, the erosion control plan sheets are provided in
Appendix A.
12
o �o �� Eapsearme�noursl �o w s�
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CIVI��/OI'X
VI. Conclusions
A. Compliance with Standards
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
Storm drainage calculations have followed the guidelines provided by the City of Fort Collins Stormwater
Criteria Manual and the Mile High Flood District Manuals Volumes 2, and 3.
B. Drainage Plan
The drainage system is not anticipated to have issues associated with conveyance, collection or detention
based on the work to date in the subdivision planning. No negative impacts are expected due to this
development as related to the existing downstream drainage networks or subdivisions. The proposed
development is proposed at less impervious than originally assumed for the greater subdivision. Pond 5,
as designed with this system meets or exceeds the required volume required by the referenced Galloway
drainage plan.
The Final drainage plan for the Bloom multifamily development is submitted as being both viable and
sound in terms of drainage planning in both the short and long-term for the City of Fort Collins.
13
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CiviIWOrX
VII. References
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
1. Citv of Fort Collins Stormwater Criteria Manual, As adopted by the City Council of the City of
Fort Collins, as referenced in Section 26-500 of the Code of the City of Fort Collins, Revised
December 2018.
2. Mile Hi�h Floor District Draina�e Criteria Manuals 2 and 3, Urban Drainage and Flood Control
District, Denver, Colorado, November 2010 with some sections revised January 2021.
3. Storm Water Mana�ement Model, Reference Manual Volume I, Hydrolo�y, U.S.
Environmental Protection Agency, January 2016.
4. Storm Water Mana�ement Model, Reference Manual Volume II, Hydraulics, U.S.
Environmental Protection Agency, May 2017.
5. Mulberry Master Draina�e Report, City of Fort Collins — Galloway, revised October 13t", 2021.
VIII. Certification
"I hereby attest that this report for the Final drainage design of the Bloom Multi-Family was prepared by
me, or under my direct supervision, in general accordance with the provisions of the City of Fort Collins
Storm Drainage Design Criteria for the responsible parties thereof. I understand that the City of Fort
Collins does not and shall not assume liability for drainage facilities designed by others."
<Sealed with Final Approval>
s�� ���
Kelly W. Hafner
Registered Professional Engineer
State of Colorado No. 40968
14
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CIVI��/OI'X
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
I_� 1» 1 I �71�'1
DRAINAGE AND EROSION CONTROL PLAN MAPS
Catchment
C-01
C-02
C-03
C-04
G05
C-06
C-07
G08
C-OS-1
C-OS-2
C-OS-3
C-OS-4
C-OS-S
C-OS-6
C-OS-7
C-OS-8
C-OS-9
Area
(ac.)
2.296
1.769
2.181
1.646
1.03fl
0.314
2.105
2.387
0.464
0.224
0.579
0.506
0.400
fl.275
0.303
0.164
0.464
Table 1. Developed Catchment Runoff Summary
% Cz Qz
I m pe rv. cfs
83% 0.757 2.7
83% 0.759 Z.3
87% 0.793 2.7
88% 0.803 Z.4
71% 0.656 1.5
46% 0.445 0.4
94% 0.854 2.7
23% 0.135 0.8
52% 0.487 0.5
21% 0.206 0.1
22% 0.215 0.3
55% 0.519 0.7
27% 0.265 fl.3
40% 0.374 0.2
23% 0.222 0.2
33% 0.317 0.1
24% 0.227 0.3
Cioo
0.926
0.9�7
0.94
0.944
0.889
0.809
0.963
0.713
0.821
0.699
0.703
0.837
0.733
0.767
0.702
0.752
0.685
Qioo
cfs
16.0
12.9
15.7
12.8
7.6
2.1
15.6
14.9
2.9
1.0
2.7
3.5
2.2
1.3
1.3
0.9
1.6
Table 1. Starm Sewer Inlet Interception Summary
Inlet Name Inlet Type/Size Qz Q�oo
cfs cfs
SDI A1-2 Type R(10') 2.8 8.5
SDI B-1 Type R(10') 1.3 10.5
SDI C-3 Type C 1.0 3.1
SDI-A-1-4 Type C 0.7 2.7
SDI-A-1-5 Type C 1.2 3.8
5D1-C-1 Type R(10'} 2.4 5.6
SDI-C-3-1 Type C 1.3 3.6
SDI-D-1.5.1 Type R(10') 2.6 11.0
� -- ---
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Table 1. Storm Sewer Hydraulic Grade Line Summary
Nade Element DZ HGLz Qz Dloo HGLloo
ft ft cfs ft ft
Storm Sewer 5tructures
J-SDI A-1-2 2.8 4935.4 9.2 6.6 4939.7
J-SDI B-1 2.3 4935.7 1.3 5.4 4938.8
J-SDI C-3 0.3 4938.6 1.0 2.5 4940.8
J-SDI-A-1-4 0.7 4936.1 1.8 5.4 4940.8
J-SDI-A-1-5 0.3 4938.7 1.2 2.7 4941.2
J-SDI-C-1 0.9 4937.0 2.4 3.9 4940.0
J-SDI-C-3-1 0.9 4936.9 2.3 4.6 4940.6
J-SDI-D-1.5.1 2.2 4935.7 2.6 4.3 4937.8
J-SDMH Al-1 3.3 4935.7 10.3 5.7 4938.2
J-SDMH A-1-3 1.2 4936.1 6.4 5.6 4940.4
J-SDMH A-2 1.a 4932.3 4.2 3.3 4934.6
J-SDMH A-3-IM 3.8 4935.6 4.3 4.7 4936.5
J-SDMH A-3-OUT 0.9 4932.7 4.3 4.4 4936.2
J-SDMH A-4 3.8 4935.7 10.2 5.8 4937.7
J-SDMH C-1 1.0 4936.8 4.6 4.6 4940.4
J-SDMH D-1.2 2.5 4935.7 1.7 4.6 4937.7
1-SDMH D-1.3 2.9 4935.7 1.3 5.0 4937.7
J-SDMH D1.5 3.4 4935.7 3.6 5.4 4437.7
J-SDMH D1.6 2.9 4935.7 0.1 4.9 4937.7
J-SDZ-CHAMB N 3J 4935J 8.8 5J 4937J
J-SDZ-CHAMB_5 3.4 4935.7 7.5 5.4 4937.7
J-STMH-D-1.1 3.2 4935.7 1.7 5.2 4937.7
Roadway Flowline/Curb at Storm Sewer Inlets
RD-SDI A1-2 0.2 4939.2 2.9 0.74 4939.74
RD-SDI-A-1-4 0.1 4941.2 1.4 0.27 4941.4
RD-SDI-A-1-5 0.2 4942.7 2.7 0.3 4942.9
RD-SDI-B-1 0.1 4938.3 1.4 0.7 4938.9
RD-SDI-C-1 0.2 4939.3 2.5 0.8 4939.9
RD-SDI-C-3-1 0.2 4940.6 3.8 0.4 4940.8
RD-SDI-C-3A 0.1 4942.2 2.3 0.3 4942.4
RD-SDI-D-1.5.1 0.2 4937.2 2.6 1.0 4938.0
RD-SOUTHPARKING* 0.2 4937.2 2.7 0.9 4938.0
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J-SDMH C-1
J-SDMH A-1-3
J-SDMH A-4
J-SDMH D-1.2
J-SDMH D-1.2
J-SDMH D1.5
J-SDMH D1.5
J-SDMH D1.5
J-SDMH D-1.2
J-SDMH_D.2.1
J-SDMH D.2.2
J-SDMH_D.2.1
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Table 1. Storm Sewer Piping Summary
Link Element Size Vz Qz Vloo Qioo Upstream
(in) fps cfs fps cfs Node
P-A-1 18 3.7 1.2 3.9 3.8 J-SDI-A-1-5
P-A-2 18 2.6 1.8 3.7 6.5 J-SDI-A-1-4
P-A-3 18 4.1 6.4 4.7 S.3 J-SDMH A-1-3
P-A-4 18 5.2 9.2 7.9 13.9 1-SDI A-1-2
P-A-S 24 3.9 10.2 6.3 19.7 J-SDMH A-4
P-A-6 24 1.3 4.1 6.2 19.6 J-SDMH A-4
P-A-7 24 2.9 4.2 6.4 20.2 J-SDMH A-3-OUT
P-A-8 24 3.3 4.2 6.4 20.2 1-SDMH A-2
P-B-1 18 1.4 1.3 4.0 7.1 J-SDI B-1
P-C-A 18 1.7 1.0 1.8 3.1 1-5D1 C-3
P-C-B 18 2.4 2.2 3.4 5.9 1-SDI-C-3-1
P-C-C 18 2.2 2.4 3.2 5.6 J-SDI-C-1
P-C-D 18 4.� 4.6 4.1 6.4 J-SDMH C-1
P-D-1-A 18 1.0 1.7 2.0 3.0 J-SDMH D.1.1
P-D-1-B 18 3.0 1.7 3.9 3.0 J-SDMH_D.1.1
P-D-1-C 18 2.1 1.3 2.6 2.1 1-SDMH D-1.3
R-D-1-D 18 0.9 1.2 1.2 2.0 J-SDMH D-1.3
P-D-1-E 18 0.4 0.3 0.5 0.5 1-SDMH D1.6
P-D-1-F 18 4.1 2.6 4.0 5.9 J-5D1-D-1.5.1
P-D-2-A 18 0.5 0.5 0.7 1.1 J-SDMH_D.�.1
P-D-2-B 18 0.3 0.2 0.6 0.6 J-SDMH_D.2.2
P-D-2-C 8 0.0 0.0 0.6 0.2 POC RD-D-2.2
P-D-2-D 8 0.1 0.0 0.7 0.2 POC_RD-D-2.1
P-E-1-N 24 3.5 8.5 4.1 12.0 1-SDMH A-4
P-E-1-5 24 4.2 3.5 4.7 7.8 J-SDMH D1.5
P-E-CHAMB chamber 0.2 4.1 0.4 5.3 J-SDZ-CHAMB_S
P-E-UD 6 1.8 0.4 2.9 0.6 J-SDZ-CHAMB N
P-F-1 18 1.9 0.8 3.2 5.7 1-SDI-D-1.5.1
P-Z-POND-OUT 18 2.7 1.0 2.7 1.0 POND-G
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LEGEND
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PROPERTY BOUNDARY
- - - RIGHT-OF-WAY
LOT LINES
- - - - - - EASEMENTS
- CENTER LINE
CURB AND GUTTER
� ��� EXISTING CONTOURS
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PROPOSED UTILITIES
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� STORM DRAIN INLET
OD STORM DRAIN OUTLET
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EXISTING UTILITIES
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FLARED END SECTION
STORM DRAIN INLET
STORM DRAIN OUTLET
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GRADING
� � � � � � � BASIN BOUNDARY
DESIGN POINT
D-101
BASIN LABEL
BASIN IMPERVIOUSNESS
BASIN AREA
�� FLOW DIRECTION
NOTES
1. SEE GRADING SHEETS FOR ADDITIONAL
SPOT ELEVATIONS FOR THE PROJECT.
2. SEE EROSION CONTROL PLANS FOR
ADDITIONAL INFORMATION.
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TOTALPROJECT
DISTURBED AREA 16.50 ACRES
TOTAL "ONSITE" AREA \
OF DISTURBANCE 15.91 ACRES
TOTAL "OFFSITE" AREA 0.59 ACRES \
I OF DISTURBANCE
� TOTAL \
� I STORAGE/STAGING 0.5000 ACRES \
j AREA
i TOTAL HAUL ROADS N/A
� AREA \
� CONSTRUCTION
I VEHICLE TRAFFIC AREA N/A \
' � I
i / I \ ESTIMATED PERCENT
� 1 I OF PROJECT AREA 100% \
/ � � EXPOSED
, I f ESTIMATED PERCENT -75% DENSITY \
1 � I � VEGETATIVE COVER
� � I p EXISTING SOIL TYPE TYPE C& D LOAM `
� I GROUNDWATER DEPTH -8.5 -+10 FEET
� I I NUMBER OF PHASES 2 \
I I W/PROJECT
� I I TOTAL VOUME OF \
I IMPORTED (+) / (+) 155,000 CUBIC YARDS \
� I EXPORTED (-)
; MATERIALS
I TOTAL AREA OF
I STOCKPILING OF FILL N/A SQUARE FEET \
� � OR BORROW AREAS OFF
I � SITE \
� I STEEPEST SLOPE 4 H:V
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� SENSITIVE AREA
Implementation Timeline: Initial Overlot Grading Prior to Utility Construction
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PROJECT LIMITS OF DISTURBANCE ��„ ,�„ � � ���� ���� _ 1
PHASE 1: 12.78 ACRES y -�----
PHASE 2: 3.72 ACRES \�� ��` I P
TOTAL: 16.50 ACRES - - � - - - - - -
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1. THE CONTRACTOR IS RESPONSIBLE FOR
VERIFYING THE FIELD CONDITIONS ARE AS
SHOWN IN THE DRAWINGS. IF THE
CONTRACTOR FINDS DISCREPANCIES THE
CONTRACTOR SHALL CONTACT THE
ENGINEER.
2. A L L D I S T U R B E D A R E A S S H A L L B E
REVEGETATED.
3. EROSION CONTROL PRACTICES, SITE
PROTECTION, AND REVEGETATION
METHODS SHALL FOLLOW CITY
REGULATIONS.
4. IN ADDITION TO THE EROSION CONTROL
MEASURES SHOWN ON THIS DRAWING, THE
CONTRACTOR SHALL COMPLETE,
COORDINATE WITH, AND UPDATE AS
REQUIRED, THE STORMWATER POLLUTION
PREVENTION PLAN (SWPP) FOR THIS
PROJECT.
5. CONTRACTOR TO TERRACE SLOPES USING
A "TRACKED" VEHICLE, RUN
PERPENDICULAR TO SLOPE TO INHIBIT
RILL/GULLEY EROSION, CONTRACTOR MAY
USE OTHER WINDROW-TYPE METHODS AS
APPROVED BY ENGINEER. TYPICAL ALL
SLOPES, REPEAT AS NECESSARY UNTIL
LANDSCAPING IS INSTALLED.
6. ANY AREAS USED FOR STOCKPILING
AND/OR STAGING SHOULD ALSO HAVE
SEDIMENT AND EROSION CONTROL
MEASURES AS NECESSARY. THESE AREAS
SHOULD BE LOCATED AT LEAST 100' AWAY
FROM DRAINAGE WAYS. THE SWMP
SHOULD BE UPDATED TO SHOW THESE
AREAS AND SEDIMENT AND EROSION
CONTROL ITEMS. THE ITEMS MAY INCLUDE
BUT ARE NOT LIMITED TO VEHICLE
TRACKING CONTROL, SILT FENCE,
CONSTRUCTION FENCE, CONCRETE
WASHOUT, AND SEDIMENT TRAP.
7. TEMPORARY SEEDING OR TACKIFER
PLACEMENT SHALL BE UTILIZED IN THE
EVENT THAT A GRADED AREA IS EXPOSED
LONGER THAN 14 DAYS WITH NO
CONSTRUCTION ACTIVITY.
8. TURF REINFORCEMENT MAT SHALL BE
PYRAMAT OR APPROVED EQUAL IF
NECESSARY.
9. CONTRACTOR SHALL REMOVE ALL
SEDIMENT, MUD, CONSTRUCTION DEBRIS,
OR OTHER POTENTIAL POLLUTANTS THAT
MAY HAVE BEEN DISCHARGED TO OR,
ACCUMULATE IN, THE FLOW LINES AND
PUBLIC RIGHTS-OF-WAY OF THE CITY, AS A
RESULT OF CONSTRUCTION ACTIVITIES
ASSOCIATED WITH THIS DEVELOPMENT OR
CONSTRUCTION PROJECT. SAID REMOVAL
SHALL BE CONDUCTED DAILY, AS MAY BE
REQUIRED. SUCH MATERIALS SHALL BE
PREVENTED FROM ENTERING THE STORM
SEWER.
10. THE PROJECT LANDSCAPE PLAN WILL
CONTAIN THE DETAILED INFORMATION
REGARDING REQUIRED SEED TYPESlMIXES.
11. SEE THE GENERAL NOTES SHEETS FOR ALL
OF THE CITY OF FORT COLLINS EROSION
CONTROL NOTES.
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SCALE: 1" = 60'
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SHEET NUMBER
EC01
18 OF 60 SHEETS
SCALE
VERTICAL: 1" = 60'
HORIZONTAL: 1" = 60'
JOB NUMBER
C22026
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TOTAL PROJECT DISTURBED AREA �
16.50 ACRES
TOTAL "ONSITE" AREA OF DISTURBANCE � 5.91 ACRES
TOTAL "OFFSITE" AREA OF 0.59 ACRES
DISTURBANCE
TOTAL STORAGE/STAGING AREA
0.5000 ACRES
TOTAL HAUL ROADS AREA N/A
CONSTRUCTION VEHICLE TRAFFIC AREA N/A
ESTIMATED PERCENT OF PROJECT
AREA EXPOSED 100%
ESTIMATED PERCENT VEGETATIVE —75% DENSITY
COVER
EXISTING SOIL TYPE TYPE C/ D LOAM
GROUNDWATER DEPTH —8.5 - +10' FEET
NUMBER OF PHASES W/PROJECT 2
TOTAL VOUME OF IMPORTED (+) /
EXPORTED (-) MATERIALS (+) 155,000 CUBIC YARDS
TOTAL AREA OF STOCKPILING OF FILL
OR BORROW AREAS OFF SITE N/A SQUARE FEET
STEEPEST SLOPE 4 H:V
DISTANCE FROM A RIPARIAN AREA OF
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PROJECT LIMITS OF DISTURBANCE
PHASE 1: 12.78 ACRES
PHASE 2: 3.72 ACRES
TOTAL: 16.50 ACRES
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1. THE CONTRACTOR IS RESPONSIBLE FOR
VERIFYING THE FIELD CONDITIONS ARE AS
SHOWN IN THE DRAWINGS. IF THE
CONTRACTOR FINDS DISCREPANCIES THE
CONTRACTOR SHALL CONTACT THE
ENGINEER.
2. ALL DISTURBED AREAS SHALL BE
REVEGETATED.
3. EROSION CONTROL PRACTICES, SITE
PROTECTION, AND REVEGETATION
METHODS SHALL FOLLOW CITY
REGULATIONS.
4. IN ADDITION TO THE EROSION CONTROL
MEASURES SHOWN ON THIS DRAWING, THE
CONTRACTOR SHALL COMPLETE,
COORDINATE WITH, AND UPDATE AS
REQUIRED, THE STORMWATER POLLUTION
PREVENTION PLAN (SWPP) FOR THIS
PROJECT.
5. CONTRACTOR TO TERRACE SLOPES USING
A "TRACKED" VEHICLE, RUN
PERPENDICULAR TO SLOPE TO INHIBIT
RILL/GULLEY EROSION, CONTRACTOR MAY
USE OTHER WINDROW-TYPE METHODS AS
APPROVED BY ENGINEER. TYPICAL ALL
SLOPES, REPEAT AS NECESSARY UNTIL
LANDSCAPING IS INSTALLED.
6. ANY AREAS USED FOR STOCKPILING
AND/OR STAGING SHOULD ALSO HAVE
SEDIMENT AND EROSION CONTROL
MEASURES AS NECESSARY. THESE AREAS
SHOULD BE LOCATED AT LEAST 100' AWAY
FROM DRAINAGE WAYS. THE SWMP
SHOULD BE UPDATED TO SHOW THESE
AREAS AND SEDIMENT AND EROSION
CONTROL ITEMS. THE ITEMS MAY INCLUDE
BUT ARE NOT LIMITED TO VEHICLE
TRACKING CONTROL, SILT FENCE,
CONSTRUCTION FENCE, CONCRETE
WASHOUT, AND SEDIMENT TRAP.
7. TEMPORARY SEEDING OR TACKIFER
PLACEMENT SHALL BE UTILIZED IN THE
EVENT THAT A GRADED AREA IS EXPOSED
LONGER THAN 14 DAYS WITH NO
CONSTRUCTION ACTIVITY.
8. TURF REINFORCEMENT MAT SHALL BE
PYRAMAT OR APPROVED EQUAL IF
NECESSARY.
9. CONTRACTOR SHALL REMOVE ALL
SEDIMENT, MUD, CONSTRUCTION DEBRIS,
OR OTHER POTENTIAL POLLUTANTS THAT
MAY HAVE BEEN DISCHARGED TO OR,
ACCUMULATE IN, THE FLOW LINES AND
PUBLIC RIGHTS-OF-WAY OF THE CITY, AS A
RESULT OF CONSTRUCTION ACTIVITIES
ASSOCIATED WITH THIS DEVELOPMENT OR
CONSTRUCTION PROJECT. SAID REMOVAL
SHALL BE CONDUCTED DAILY, AS MAY BE
REQUIRED. SUCH MATERIALS SHALL BE
PREVENTED FROM ENTERING THE STORM
SEWER.
10. THE PROJECT LANDSCAPE PLAN WILL
CONTAIN THE DETAILED INFORMATION
REGARDING REQUIRED SEED TYPESlMIXES.
11. SEE THE GENERAL NOTES SHEETS FOR ALL
OF THE CITY OF FORT COLLINS EROSION
CONTROL NOTES.
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LEGEND
MAPPING / SITE
PROPERTY BOUNDARY
— — — RIGHT-OF-WAY
LOT LINES
— CENTER LINE
CURB AND GUTTER
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EROSION CONTROL
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PERIMETER CONTROL
WATTLES
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VTC CONTROL PAD
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f'� STRUCTURE (SUBJECT TO
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OSILT FENCE TO BE REMOVEC
0 30' 60' 120'
SCALE: 1" = 60'
�IV1���1`�
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Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
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SCALE
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JOB NUMBER
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TOTAL PROJECT 16.50 ACRES
DISTURBED AREA
TOTAL "ONSITE" AREA 15.91 ACRES
OF DISTURBANCE
TOTAL "OFFSITE" AREA 0.59 ACRES
OF DISTURBANCE
TOTAL
STORAGE/STAGING 0.5000 ACRES
AREA
TOTAL HAUL ROADS N/A
AREA
CONSTRUCTION N/A
VEHICLE TRAFFIC AREA
ESTIMATED PERCENT
OF PROJECT AREA 100%
EXPOSED
ESTIMATED PERCENT -75% DENSITY
VEGETATIVE COVER
EXISTING SOIL TYPE TYPE C& D LOAM
GROUNDWATER DEPTH -8.5 - +10 FEET
NUMBER OF PHASES 2
W/PROJECT
TOTAL VOUME OF
IMPORTED (+) / (+) 155,000 CUBIC YARDS
EXPORTED (-)
MATERIALS
TOTAL AREA OF
STOCKPILING OF FILL N/A SQUARE FEET
OR BORROW AREAS OFF
SITE
STEEPEST SLOPE 4 H:V
DISTANCE FROM A
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SENSITIVE AREA
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- PHASE 1: 12.78 ACRES
PHASE 2: 3.72 ACRES
TOTAL: 16.50 ACRES
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NOTES
1. THE CONTRACTOR IS RESPONSIBLE FOR
VERIFYING THE FIELD CONDITIONS ARE AS
SHOWN IN THE DRAWINGS. IF THE
CONTRACTOR FINDS DISCREPANCIES THE
CONTRACTOR SHALL CONTACT THE
ENGINEER.
2. ALL DISTURBED AREAS SHALL BE
REVEGETATED.
3. EROSION CONTROL PRACTICES, SITE
PROTECTION, AND REVEGETATION
METHODS SHALL FOLLOW CITY
REGULATIONS.
4. IN ADDITION TO THE EROSION CONTROL
MEASURES SHOWN ON THIS DRAWING, THE
CONTRACTOR SHALL COMPLETE,
COORDINATE WITH, AND UPDATE AS
REQUIRED, THE STORMWATER POLLUTION
PREVENTION PLAN (SWPP) FOR THIS
PROJECT.
5. CONTRACTOR TO TERRACE SLOPES USING
A "TRACKED" VEHICLE, RUN
PERPENDICULAR TO SLOPE TO INHIBIT
RILL/GULLEY EROSION, CONTRACTOR MAY
USE OTHER WINDROW-TYPE METHODS AS
APPROVED BY ENGINEER. TYPICAL ALL
SLOPES, REPEAT AS NECESSARY UNTIL
LANDSCAPING IS INSTALLED.
6. ANY AREAS USED FOR STOCKPILING
AND/OR STAGING SHOULD ALSO HAVE
SEDIMENT AND EROSION CONTROL
MEASURES AS NECESSARY. THESE AREAS
SHOULD BE LOCATED AT LEAST 100' AWAY
FROM DRAINAGE WAYS. THE SWMP
SHOULD BE UPDATED TO SHOW THESE
AREAS AND SEDIMENT AND EROSION
CONTROL ITEMS. THE ITEMS MAY INCLUDE
BUT ARE NOT LIMITED TO VEHICLE
TRACKING CONTROL, SILT FENCE,
CONSTRUCTION FENCE, CONCRETE
WASHOUT, AND SEDIMENT TRAP.
7. TEMPORARY SEEDING OR TACKIFER
PLACEMENT SHALL BE UTILIZED IN THE
EVENT THAT A GRADED AREA IS EXPOSED
LONGER THAN 14 DAYS WITH NO
CONSTRUCTION ACTIVITY.
8. TURF REINFORCEMENT MAT SHALL BE
PYRAMAT OR APPROVED EQUAL IF
NECESSARY.
9. CONTRACTOR SHALL REMOVE ALL
SEDIMENT, MUD, CONSTRUCTION DEBRIS,
OR OTHER POTENTIAL POLLUTANTS THAT
MAY HAVE BEEN DISCHARGED TO OR,
ACCUMULATE IN, THE FLOW LINES AND
PUBLIC RIGHTS-OF-WAY OF THE CITY, AS A
RESULT OF CONSTRUCTION ACTIVITIES
ASSOCIATED WITH THIS DEVELOPMENT OR
CONSTRUCTION PROJECT. SAID REMOVAL
SHALL BE CONDUCTED DAILY, AS MAY BE
REQUIRED. SUCH MATERIALS SHALL BE
PREVENTED FROM ENTERING THE STORM
SEWER.
10. THE PROJECT LANDSCAPE PLAN WILL
CONTAIN THE DETAILED INFORMATION
REGARDING REQUIRED SEED TYPESlMIXES.
11. SEE THE GENERAL NOTES SHEETS FOR ALL
OF THE CITY OF FORT COLLINS EROSION
CONTROL NOTES.
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Fort Collins, CO 80525
(970) 698-6046
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KEYMAP
NTS
LEGEND
MAPPING / SITE
PROPERTY BOUNDARY
— — — RIGHT-OF-WAY
LOT LINES
— CENTER LINE
CURB AND GUTTER
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EROSION CONTROL
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PERIMETER CONTROL
WATTLES
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VTC CONTROL PAD
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OSILT FENCE TO BE REMOVEC
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SHEET NUMBER
EC03
0 30' 60' 120' 20 OF 60 SHEETS
SCALE: 1" = 60' SCALE
VERTICAL: 1" = 60'
HORIZONTAL: 1" = 60'
JOB NUMBER
C22026
PRELIMINARY
NOT FOR
CONSTRUCTION
MC-3500 STORMTECH CHAMBER SPECIFICATIONS
1. CHAMBERS SHALL BE STORMTECH MC-3500. DESIGN INCLDUES 91 CHAMBERS IN 8 ROWS.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS.
3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION
45x76 DESIGNATION SS.
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.
5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE
DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT
AND MULTIPLE VEHICLE PRESENCES.
6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC
CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM
PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.
7. REQUIREMENTS FOR HANDLING AND INSTALLATION:
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3".
• TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8
OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F( 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR
YELLOW COLORS.
8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A
STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:
• THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.
• THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM
F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.
• THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.
9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.
IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAM�ER SYSTEM
1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.
STORMTECH RECOMMENDS 3 BACKFILL METHODS:
. STONESHOOTER LOCATED OFF THE CHAMBER BED.
• BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
. BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.
4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.
6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.
7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.
8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4.
9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.
10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER.
NOTES FOR CONSTRUCTION EQUIPMENT
1. STORMTECH MG3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:
• NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.
• NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION
GUIDE".
• WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE".
3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING
THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.
ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
5
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CNP
UTI.ET MANIFOLD
FOUNDATION� STONE
BENEATH CHAMBERS
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ADS GEOSYNTHETICS 601
NON-WOVEN GEOTEXTIL
STORMTECH
END CAP
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FOUNDATION STONE
BENEATH CHAMBERS
I
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
.......__......_ ...__ _. ....__.._......._ . _...... _ JESIGN ENGINEER
4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS
6" (150 mm) TYP FOR SC-740, SC-800, DC-780, MC-3500, MG4500 8 MC-7200 SYSTEMS
UNDERDRAIN DETAIL
MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL COMPACTION / DENSITY REQUIREMENT
CLASSIFICATIONS
FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE TOP OF THE'C' PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
p LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS.
LAYER
AASHTO M145'
INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE TOP OF THE GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
C CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
LAYER.
LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS.
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR SSONE AASHTO M43' NO COMPACTION REQUIRED.
FOUNDATION STONE ('A' LAYER) TO THE 'C LAYER ABOVE. OR RECYCLED CONCRETE 3, 357, 4, 467, 5, 56, 57
FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO CLEAN, CRUSHED, ANGULAR STONE AASHTO M43'
A THE FOOT (BOTTOM) OF THE CHAMBER. OR RECYCLED CONCRETES 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROIL TO ACHIEVE A FLAT SURFACE? 3
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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".
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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.
4. 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.
5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A' OR'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL".
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL PAVEMENT LAYER (DESIGNED
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A& B LAYERS �, � BY SITE DESIGN ENGINEER)
PERIMETER STONE
(SEE NOTE 4)
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
6"(150r
��..,-3500
END CAP
SUBGRADE SOILS
(SEE NOTE 3)
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IIV"yTALLATION
6"
(150 mm) MIN
70
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1NPAVED �.1�\\�.
i MAY bCGUR \�f� � $��
. -�� (450 mm) MIN`
12" (300 mm) MW 1
8�
(2.4 m)
MAX
45" `�THIS CROSS SECTION DETAIL REPRESENTS
(1140 mm) MINIMUM REQUIREMENTS FOR INSTALLATION.
PLEASE SEE THE LAYOUT SHEET(S) FOR
I PROJECT SPECIFIC REQUIREMENTS.
�`�I -_ .I!`�'��I� =_I,I � DEPTH OF STONE 12" MIN
�=I-I-II=1�1= I 11
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77" (1950 mm) 12" (300 mm) MIN
NOTES:
1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 45x76
DESIGNATION SS.
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. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDAT�ON STONE WITH CONSIDERATION
FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3".
• TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH ST�FFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF
ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING �NSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F/ 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW
COLORS.
L WALL
FORATEC
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ERDRAIN
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INSPECTION 8� MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INL�NE 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 PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS OPTIONAL
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A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR PLUS ROWS
6.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
6.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS 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 PLUS 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.
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12" (300 mm)
MIN SEPARATION
12" (300 mm) MIN INSERTION
MANIFOLD STUB
MANIFOLD HEADER
12" (300 mm) �
MIN SEPARATION
MANIFOLD HEADER
MANIFOLD STUB
12" (300 mm)
MIN INSERTION
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SEWER
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PROPOSED LOW IMPACT
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SEWER
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ALL ROWS OF THE LOW
IMPACT DEVELOPMENT
CHAMBER SYSTEM ARE
ISOLATOR ROWS
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PROPOSED UNDERDRAIN
0 20' 40' 80'
SCALE: 1" = 40'
i �
PROPOSED ISOLATOR ROW
I I
INSERTION PIPE (TYP.)
I I
STORMTECH END CAP
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.
MG3500 END CAP
. _ VEN GEOTEXTILE BETWEEN
FOUNDATION STONE AND CHAMBERS
8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
MC-3500 TECHNICAL SPECIFICATION
NTS
VALLEY �
STIFFENING RIB CREST
CREST WEB
STIFFENING RIB � LOWER JOINT
- - - � - /! CORRUGATION
` UPPER JOINT CORRUGATION
BUILD ROW IN THIS DIRECTION �
q
(11�
FOOT
(11L
� 77.0" �
(1956 mm) 75.0"
(1905 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* 175.0 CUBIC FEET (4.96 m3)
WEIGHT 134 Ibs. (60.8 kg)
NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)
END CAP STORAGE 14.9 CUBIC FEET (OA2 m3)
MINIMUM INSTALLED STORAGE' 45.1 CUBIC FEET (1.28 m3)
WEIGHT 49 Ibs. (22.2 kg)
'ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN
CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY �
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" B
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" �
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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 HIGHEST POSSIBLE FOR
THE PIPE SIZE.
PART # STUB B C
MC35001EPP06T 33.21" (844 mm) ---
MC35001EPP066 6" (150 mm) ___ 0.66" (17 mm)
MC35001EPP08T 31.16" (791 mm) ---
MC35001EPP08B $�� �200 mm) ___ 0.81" (21 mm)
MC35001EPP10T 29.04" (738 mm) ---
MC35001EPP10B 10" (250 mm) ___ 0.93" (24 mm)
MC35001EPP12T 26.36" (670 mm) ---
MC35001EPP12B 12" (300 mm) ___ 1.35" (34 mm)
MC35001EPP15T 23.39" (594 mm) ---
MC35001EPP156 15" (375 mm) ___ 1.50" (38 mm)
MC35001EPP18TC 20.03" (509 mm) ---
MC35001EPP18TW 18" (450 mm)
MC35001EPP186C
MC35001EPP186W --- 1.77" (45 mm)
MC35001EPP24TC 14.48" (368 mm) ---
MC35001EPP24TW 24" (600 mm)
MC35001EPP246C ___ 2.06" (52 mm)
MC35001EPP246W
MC35001EPP306C 30" (750 mm) --- 2.75" (70 mm)
NOTE: ALL DIMENSIONS ARE NOMINAL
86.0" (2184 mm)
INSTALLED
90.0" (2286 mm)
ACTUALLENGTH
22.2"
(564 mm)
INSTALLED
�
25.7"
(653 mm) �
STORMTECH
MC-SERIES END CAP INSERTION DETAIL
NTS
COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
•
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
- �- �� �
/�. - . �- . -
MANIFOLD (TYP.)
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE
PART #: MCFLAMP
r MC-3500 CHAMBER
�i
24" (600 mm) HDPE ACCESS PIPE REQUIRED USE
FACTORY PRE-CORED END CAP
PART #: MC35001EPP246C OR MC35001EPP246W
MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
�-
MANIFOLD (TYP.)
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4025 Automation Way
SUIt@ BZ
Fort Collins, CO 80525
(970) 698-6046
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SHEET NUMBER
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SCALE
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JOB NUMBER
C22026
SECTION B-B
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l�Ianulaclured by Plaslic Sululiuns Inc
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..�� ��arml�a 23& MaGheeRd.
�,A Wirxhester. YA 22603
r: , _ .�-:�.-. �,,�.��?;o°�_, _ www.StormRax.com
(877j877-5727
CONSTRUCT A
12" x 12" CONCRETE
COLLAR AROUND THE
VALVE BOX AT FINISHED
GRADE.
PROVIDE EXPANSION—
JOINT MATERIAL
WHEN PLACING PAD
IN CONCRETE
PAVEMENTS ,
4-INCH (MIN.)
RISER
CLEANOUT oic�o
FOR ONE-WAY CLEANOUT:
USE ONE (1) CLEANOUT RISE
DIRECTED DOWNSTREAI
WYE CONNECTIONS
TWO-WAY CLEANOUT
w/45° BENDS OR APPRO�
EQ�
PROVIDE HEAVY DUTY
(HS-20) OR HIGHER
RATED CLEANOUT
DRAIN COVER SUBMIT
SHOP DRAWINGS FOR
APPROVAL
6" MIN. THICK
CONC.PAD
� I- I
� I � 4" CLEANOUT
ADAPTER
FITTING WITH
THREADED PLUG.
PLACE UPSTREAM OF
90° BENDS
FLOW DIRECTION —► TO BEND —�
(ADD CAP FOR END OF LINE C.O.) OR FITTING
ONE-WAY & TWO-WAY CLEANOUT (CO) CONFIGURATION
NOT TO SCALE
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11+31 11+0
I� SDMH D 1.4
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INV. IN=4932.65 (W)
INV. IN=4932.65 (E)I.
INV. OUT=4932.33 (N)i
FG=4937.39 �
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4" PERFORATED PIPE�
_ _ _ FOR LAYOUT PURPOSES
FOR LAYOUT PURPOSES N:16356.33
� W "N:16271.76 W E:13551.23 —
E:13551.23
4" SOLID PVC PIPE;
4955
4950
4945
STORM CHAMBERS PROFILE
SCALE: (H) 1" = 10' (V) 1" = 1'
START STA: 9+25.00, E N D STA: 11 +50.00
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(970) 698-6046
CivilWorxeng.com
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i
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SHEET NUMBER
DT19
60 OF 60 SHEETS
SCALE
VERTICAL: N/A
HORIZONTAL: N/A
JOB NUMBER
C22026
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1'.Lt'� ?l l 1U11
l 1►� Final Drainage and Erosion Control Report
�V Bloom Multi Family Development
Clvl��/OI'X Fort Collins, CO
APPENDIX B
• SWMM Calibration Parameters
• Inlet Calibration Parameters
• SWMM Model Overview
• 100-Year SWMM Model Status Report
• 2-Year SWMM Model Status Report
PROIER Bloom Multi-Family
SWMM Catchment Parameter Woksheet
Enter Computed Use
Enter Enter Channel X Z K y W W
Basin Basin Area Flow Path SHAPE SHAPE SHAPE SHAPE FROM Rounded Average Y
ID Acres L FACTOR FACTOR FACTOR FACTOR SHAPE Up By Slope � Impery
(ft) FACTOR 25
1 1.850 377 0.56714 0.70 4.0 0.96354 363.3 375 2.S 85.00
2 1.323 n.06 0.34974 0.60 4.0 0.68801 279.3 300 3.0 86.00
3 1.957 540 0.29232 0.60 4.0 0.57937 312.9 325 3.7 84.00
4 1.397 300 0.67592 0.70 4.0 1.13154 339.5 350 3.2 52.00
5 1.030 300 0.49857 0.70 4.0 0.85485 256.5 275 3.4 75.00
6 0.363 170 0.54760 0.50 4.0 1.16598 198.2 200 3.5 51.00
7 1.685 350 0.59911 0.70 4.0 1.01347 354.7 375 2.7 92.00
8 2.446 350 0.86986 0.60 4.0 1.59486 558.2 575 11.2 23.00
OS-1 0.840 395 0.23449 0.80 4.0 0.36419 143.9 150 4.9 58.00
OS-2 0.449 355 0.15511 0.80 4.0 0.24337 86.4 100 2.8 41.00
OS3 0.956 725 0.07922 0.80 4.0 0.12549 91.0 100 5.7 54.00
OS-4 0.852 350 0.30301 0.80 4.0 0.46646 163.3 175 5.1 68.00
OS-5 0.641 340 0.24170 0.80 4.0 0.37503 127.5 150 6.0 62.00
OS-6 0.709 730 0.05796 0.80 4.0 0.09206 67.2 75 3.1 42.00
OS-7 0.754 350 0.26800 0.80 4.0 0.41444 145.1 150 2.6 32.00
OS-8 0.469 292 0.23971 0.80 4.0 0.37204 108.6 125 1.8 69.00
OS-9 1268 9D0 0.06821 0.80 4.0 0.10821 97.4 100 3.1 79.00
OS-10 0.118 340 0.04439 0.80 4.0 0.07064 24.0 25 2.5 31.00
EX-Site 15.830 1550 0.28702 0.60 4.0 0.56925 582.3 900 1.0 2.00
TOTAL-DEV 13.98
TOTAL-EX 1.85
OS-6-10 331! / ���-���
/ .I......�.�.�i.�lt. /-� I.
A„ - lu�c� uf the tavi ercaa un cac6 n�dc uf Ihe ��Iwni�cl
A mnrc f�Mlamrntal a�nwch �o ea��rtu��ng bHh au6es�chnxn� wi�th u�xl .I,ry+: he. �.�e.ml�� hc:n
derelopeJ by C:w md l'rlw,nu I:W71- Thc iJw �a m uu ".hepc ta.�n�n." i�� um.cn u�u u�sl
xa�mhed m p�c�urcJ �n Fi�ure I-11 mm tLe ideaLeeJ u�nlatwl lla�w plm .�f F�gu`e 3-%. .i .IwEu
Cu.ior is an inJ.a �ha� relia�. huw o�erLuW [lur�s ur colicc� d in a wai Tshed. The shap. fn���r
a f.r ihc naml wwrnlxJ i.. Jcfin W u A/L' w�hcn A �� �hc womralsd ucu und L Is ihr Icngth ol
�he wateniicJ'+ num drvinugr .tunnei I�H�+t ne.c+sonly IAc Icn�,tli uf overWnd Iloa 1. �1�e .hapc
fuc�or Y fw �6c idenliccd w�nlrnhcd u W/L Rcquinng ilu� Wc azn uf ihc ac�ual uHl iJca�i<cJ
w�rnhMr bc �hc same and thm �he �w.�em��l rncrg�� in �rnns uf�hr vemml lull al.mg �h< Jr:um�g.�
c�anncl be �x�erervetl. ( iu�� ami 1: ffxnus 121N1]) Urnve Itle IW bu'Iny cY�Rf.aWn hx If1c shnr: Ina A.r
�' ol �hr �Jrahml xv�ershed�.
Y=2X(1S- Z)f2K-X)/l2K- U 17.1_1
when K ta an upMr lim�l an Ihe Malerahed �ha/w 1'x9.u. ( nlo urd 1 hlkmac I_IN17� rccommend Ihal
K AC hCM'tY� J a11J M1 d�, fHMC IIIii Y\'aIYC OIJ tY 11tLd if)' UCi1VCf +:�flfYfl �hilhdX< al%� ��i�w��l
C.mlrnl IAsma. chn�r V is drtrnnined. 4ir ryun�Hlrn� wiJib W Wr Ibe �Jeulvvd wa�rnhrJ �.
compwcct x YL.
A�lyryny th�n q+prtvch tn Subc+�a�hmrn� MA I: Immg K- a i pn.�hi+., ih. I;�IIa�� m�
7t -11.67 ncrn • d3S6411t'-'scrtl l(36P1' Q.�n
% ��1.19� Ih7 0.71
Y =12•Ilthl•11.5-071�•�O.$6-2•SI/11 :•J�-(i��J
\�' )M1.�.9.y it%n.
Thu width vduc ir rum�dcnbiv krvw Umn �houc dcri��N Gum dhcci art�mmc. of a�6n ihc
lungest IMw puih Irn�nh aK ihe Jroiw�ee ch.nnel Irngth. Ax � re�W�. il H-ouW nio�� I�Aely pr���u.c
u langer i�mc m pe�► f �ho runofihyJmgmph
��d•I,��:ich�ni.�Ln,;, ,:ni�,.,,;du��,u�hi�n,.uer�h„R,n,Er�� �q.b;,.�i_,.�n,i�.�in,di..h
cn�nfii�f�lrhuu_'li:�.����rnnl(rri���i.r..lr��fcl��r �rh�iu:rpll��i��n�
DI RECTION lrydrob{ic Soil Group N Nydrob{ic Soil Group B Nydrolo{ic Shc Groups C/D
OF OVERI Maxq Mlnp MaKd Mmq Maxp MinQ
�� Retum (��s/acre�for (ds/acre�tor (ds/acre�for (ds/acre�lo� (cls/acre)for �ds/acre�for
Period watersheds watershetls watersheds wa[ersheds watershetls watersheds
, < 20 aoes > 2,OOQ acres < 20 acr > 2,000 acres < 2D acres > 2,000 acres
2-Year 0.00072 0.00034 0.013e5 O.Q08 0.017 0.010
5-Year 0.010 0.005 0.360 0.322 0.390 0.742
i in-r.�, i n rwi i n rvF i n F»
TaDle 4 Use of Manniry's -n' insteatl o( these rwq�ness welRoents will resuR �n exa38�atcM
vewes mr o- o� �� o�na�a nov, svms.
T�bl� •
E/1MW� q�slslana PuamH�n br OvulanA Floiv
e...t.�e w..i�. sw.c.
nsc*an;co�c.o+e- n oa . o i s
eare Peuea sm� Free oi s::ne n+u
Fnbw � Na RealCue 0.008 � O.D�2
Cnnvml� T�il�aqe' Na ResA�ie O 13
GonvmcWTinaqe-WiNResu�e O�fi-U22
G�nN Pbry - No Ref�Cue 0.06 - 0.12
Cn�sm I+b�v _ Ylen Reeidiu 9 10 � 0.18 n
Fai�O�sh.np-W�MReswe 030-0.50 0
NUTi11-NOReuOue O.M-016 G
Nv Till l�� - a� 0e��nnl roe.0ue rmr� 00] - 011
NOTin{fi0��00peaeMresuluem�nri p.l)-0�1
sua.ee wanqeiena w.+n oeM�s.
0 Pervnl Gnvn� 0.09 � 0. ]�
Xl Pertant Cvver p OS - 0 25
so+�a vasa�m�o� n os� . o i a
Snort Gas¢ P•a�rw V� l- 6 20
iiw� G�ans Cmer �+� R1oJry�cly Ruu� 0 l0
Bare S��Axe
Lql�� Turi 0 20 .
Averege Graay Cavei D.�
Den.e Turt J 1] Q 6D -
nP�a c��s n� i. o w
ad.m�aa o�ns o 30 � o aa
oe�.e sm,eee.y .�a ro.�� t+ie. o a
0.386 0.677 0 420
_0,595 1.040 0.645
0.759 1 ±17 0 87a
0.918 1 eDL � 0 996
Tn rciic'vc. chonginBche wbcnchmrn� wi.1�h i�+u�Ba ih. rumiag Pramctcr aoFEV����n� �.s. - �. �.�,e,� N.,. ���....��,,.n.rw.�.���
Thus. iAenGcal e(Re�a �o �huse Jiscus.spf �b..re miy he crcaied by oppropn�te .anu��.wi u1 ihc ���n�n.+iwm...+�„s.s�w.�w�. iseei
roughncw� �niLnr.bpc.
PROJECT: Trevenna Subdivision
LOCATION: Windsor, CO �
SWMM DESIGN STORM SEWER INLET CALIBRATION WORKSHEET C I V I I WO CX
Curb Inlet - Type R Opening Opening Reduced Reduced SWMM Parameters
Using Orifice Equations Width Length Nominai Ao Reduction Ao Length H W
(UDFCD) (in) (in) (sqin) Factor (sqin) (in) Co (ft) (ft)
5' Type R Inlet 6 60 360 80 288 48 0.67 0.5 4
10' Type R Inlet 6 120 720 85 612 102 0.67 0.5 8.5
15' Type R Inlet 6 180 1080 90 972 162 0.67 0.5 13.5
20' Type R Inlet 6 240 1440 95 1368 228 0.67 0.5 19.0
Side Flow Orifice used noting SWMM/SSA use weir flow equation until H is exceeded.
Source: UDFCD January 2017 Edition
C� .�! �' I lntiir I�yicinun I)rl�iniuon �.H� frrm�,
\':iliJ ����
(iralcinlct �1(,? ('Ic�r <! �I74�.! /.,i J f)crlhof��:ucro�rr�ratrlftl
uprnmg
arca`
Curb-upcnin� Ilf,? 1411/.1 �! I1h J J I�i?11111
Inlrt Idcprc.�rd J- I)rpth uf �calcr al curh
or undCptYssrd, u�icning 1171
horimntal oriticr h licighl oFcurM o�xmn�; lfll
t hroar' 1
Slotted Inirl II ti0 �/.11 l{l d- 11 dn tl 1. - I.cngth of slut 1 fll
FI' - lb'idlh of slot (fll
J Dcpth of water a� cr slot 1 fl l
Thc urUicc :ura ,huulJ hc rcdurcJ ��hcrc clogcinp u c�pic(cJ.
Th� ratio uPcicar upcning arc� to Intal nrca fs O.R �ix P-I-7 H-J and rc�iculinc grates. O.v fi�r P-
I-7 i+ �nd U.6 fix P-I-I R grates. Cuned vane and tilt har grates are no� rccammcnded at sump
Inca�i�ms unlcs� m rumhinalion with rurb opcnmgs.
Src F� �urr 7-I? �iu ulhcr h'x's ol Ihroals.
Source: Town of Windsor Criteria (July 2020)
Table 5-1 should be used to determine the reduction factor ro apply to lhe theoretical
inlet capacity. The modifica[ion results in a more realislic inlet capacity considering
debris clogging, parked vehicles, pavement overlays, etc.
Table 5-�
INLET CAPACITY REDUCTION FACTORS
Percentage of
Drainaoe Condition Inlet Tvce Theoretical Caoacitv
CDOH Type R-Curb
Sump or Continuous Grade Opening:
5' SO %
10' 85 %
15' 90 %
Parlcing Lots, Medians Area inlet 80 %
BLOOM MULTI-FAMILY DEVELOPMENT - 100-YEAR
Subca[ch
Area
' 4.00
8.00
12.00
' 16.00
ac
Node
Max Depth
' 1.00
2.00
3.00
4.00
' ft
Link
Slope
' 0.50
, ao
5.��
' 10.00
%
� .i
. �,,'.'.'/
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01122/2024 00:05:00
EPA SWMM 5.2.4 Page 1
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4)
------------------------------------------------------------
BLOOM MULTI-FAMILY DEVELOPMENT
EPA SWMM Version 5.2.4 Last Updated 4/28/2024
WARNING 04: minimum elevation drop used for Conduit P-E-1-5
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 18
Number of nodes ........... 57
Number of links ........... 61
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
------------------------------------------------------------------------
Gagel 100year INTENSITY 5 min.
********************
Subcatchment Summary
*+*******+*******++*
Name Area Width oImpery oSlope Rain Gage Outlet
-----------------------------------------------------------------------------------------------------------
C-Ol 2.30 375.00 83.00 2.8000 Gagel RD-A-1-A
C-02 1.77 300.00 83.00 3.7000 Gagel RD-4-C
C-03 2.18 325.00 87.00 3.7000 Gagel RD-SDI-C-3-1
C-04 1.65 350.00 88.00 3.2000 Gagel RD-A-1-B
C-05 1.03 275.00 71.00 3.4000 Gagel RD-S-A
C-06 0.31 200.00 46.00 3.5000 Gagel RD-CHASE
C-07 2.10 375.00 94.00 2.7000 Gagel RD-SOUTHPARKING
C-08 2.39 575.00 23.00 10.0000 Gagel POND-G
EPA SWMM 5.2.4 Page 1
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
C-OS-1
C-OS-2
C-OS-3
C-OS-4
C-OS-5
C-OS-6
C-OS-7
C-OS-8
C-OS-9
EX-SITE
************
Node Summary
************
0.46
0.22
0.58
0.51
0.40
0.28
0.30
0.16
0.46
17.11
100
65
100
175
100
60
75
60
100
550
00
00
00
00
00
00
00
00
00
00
52.00
21.00
22.00
55.00
27.00
40.00
23.00
33.00
24.00
2.00
4.9000
2.0000
5.7000
5.1000
6.0000
2.0000
2.0000
2.0000
1.0000
1.0000
Gage1
Gage1
Gage1
Gagel
Gagel
Gage1
Gage1
Gage1
Gage1
Gage1
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
J-SDI A-1-2 JUNCTION 4933.08 12.00 0.0
J-SDI-A-1-4 JUNCTION 4935.43 12.00 0.0
J-SDI-A-1-5 JUNCTION 4938.42 12.00 0.0
J-SDI B-1 JUNCTION 4933.43 12.00 0.0
J-SDI C-3 JUNCTION 4938.31 12.00 0.0
J-SDI-C-1 JUNCTION 4936.08 12.00 0.0
J-SDI-C-3-1 JUNCTION 4936.00 12.00 0.0
J-SDI-D-1.5.1 JUNCTION 4933.46 12.00 0.0
J-SDMH A1-1 JUNCTION 4932.45 12.00 0.0
J-SDMH A-1-3 JUNCTION 4934.86 12.00 0.0
J-SDMH A-2 JUNCTION 4931.31 12.00 0.0
J-SDMH A-3-IN JUNCTION 4931.80 12.00 0.0
J-SDMH A-3-OUT JUNCTION 4931.80 12.00 0.0
J-SDMH A-4 JUNCTION 4931.92 12.00 0.0
J-SDMH C-1 JUNCTION 4935.83 12.00 0.0
J-SDMH D-1.2 JUNCTION 4933.15 12.00 0.0
J-SDMH D-1.3 JUNCTION 4932.75 12.00 50.0
J-SDMH D1.5 JUNCTION 4932.33 12.00 0.0
J-SDMH D1.6 JUNCTION 4932.82 12.00 50.0
J-SDZ-CHAMB N JUNCTION 4931.95 12.00 50.0
J-SDZ-CHAMB S JUNCTION 4932.33 12.00 50.0
J-STMH-D-l.l JUNCTION 4932.52 12.00 0.0
POC RD-D-2.1 JUNCTION 4935.11 12.00 50.0
RD-AR-1-A
OUT-N
RD-ANT-1-B
RD-AR-1-B
RD-AR-1-C
RD-ANT-1-B
OUT-SE
POND-G
RD-AR-1-B
OUT-EX-SITE
EPA SWMM 5.2.4 Page 2
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
POC RD-D-2.2
RD-4-A
RD-4-B
RD-4-C
RD-4-D
RD-S-A
RD-5-B
RD-A-1-A
RD-A-1-B
RD-A-1-D
RD-ANT-1-B
RD-ANT-1-C
RD-AR-1-A
RD-AR-1-B
RD-AR-1-C
RD-CHASE
RD-SDI-A-1-4
RD-SDI-A-1-5
RD-SDI A1-2
RD-SDI-B-1
RD-SDI-C-1
RD-SDI-C-3-1
RD-SDI-C-3A
RD-SDI-D-1.5.1
SDMH D.2.1
SDMH D.2.2
OUT-EAST
OUT-EX-SITE
OUT-N
OUT-POND
OUT-SE
OUT-SW
POND-G
RD-SOUTHPARKING
*********+**
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
STORAGE
STORAGE
4936.71
4937.50
4941.81
4943.10
4939.96
4938.99
4938.34
4943.02
4940.42
4940.18
4943.00
4941.00
4941.00
4938.00
4936.00
4937.22
4941.14
4942.56
4939.00
4938.14
4939.11
4940.43
4942.08
4937.00
4933.81
4934.83
4940.00
4936.00
4946.00
4928.00
4936.00
4935.90
4928.40
4937.01
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
1
0
0
1
0
1
11
6
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
50
00
00
00
00
50
0
0
0
0
0
0
0
0
0
0
0
0
0
0
50
0
0
0
0
0
0
0
0
50
50
0
0
0
0
0
0
0
0
Link Summary
*+*******+**
Name From Node To Node Type Length oSlope Roughness
---------------------------------------------------------------------------------------------
EPA SWMM 5.2.4 Page 3
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
A-3-WEIR
GT-A-1-A
GT-A-1-B
GT-A-1-C
GT-A-1-C-1
GT-A-1-D
GT-A-1-F
GT-A2-1-A
GT-A-B
GT-AR-A
GT-AR-B
GT-AR-C
GT-B-1-A
GT-B-1-B
GT-C-1-A
GT-C-1-B
GT-C-1-C
GT-C-1-D
GT-C-B
GT-INT-B
GT-INT-C
P-A-1
P-A-2
P-A-3
P-A-4
P-A-5
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-C-C
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
J-SDMH A-3-IN
RD-A-1-A
RD-4-B
RD-SDI-A-1-5
RD-SDI-A-1-4
RD-A-1-B
RD-A-1-D
RD-SOUTHPARKING
RD-SDI Al-2
RD-AR-1-A
RD-AR-1-B
RD-AR-1-C
RD-5-A
RD-S-B
RD-4-C
RD-SDI-C-3A
RD-SDI-C-3-1
RD-4-D
RD-SDI-C-1
RD-ANT-1-B
RD-ANT-1-C
J-SDI-A-1-5
J-SDI-A-1-4
J-SDMH A-1-3
J-SDI A-1-2
J-SDMH A-4
J-SDMH A-4
J-SDMH A-3-OUT
J-SDMH A-2
J-SDI B-1
J-SDI C-3
J-SDI-C-3-1
J-SDI-C-1
J-SDMH C-1
J-STMH-D-1.1
J-STMH-D-1.1
J-SDMH D-1.3
J-SDMH D-1.3
J-SDMH D1.6
J-SDI-D-1.5.1
SDMH D.2.1
J-SDMH A-3-OUT
RD-SDI-A-1-5
RD-SDI-A-1-4
RD-4-B
RD-A-1-B
RD-A-1-D
RD-SDI A1-2
RD-SDI-D-1.5.1
RD-5-A
RD-AR-1-B
RD-AR-1-C
OUT-SW
RD-5-B
RD-SDI-B-1
RD-SDI-C-3A
RD-SDI-C-3-1
RD-4-D
RD-SDI-C-1
RD-5-A
RD-ANT-1-C
OUT-EAST
J-SDI-A-1-4
J-SDMH A-1-3
J-SDI A-1-2
J-SDMH A1-1
J-SDMH A1-1
J-SDMH A-3-IN
J-SDMH A-2
POND-G
J-SDMH Al-1
J-SDI-C-3-1
J-SDMH C-1
J-SDMH C-1
J-SDMH A-1-3
J-SDMH A-4
J-SDMH D-1.2
J-SDMH D-1.2
J-SDMH D1.5
J-SDMH D1.5
J-SDMH D1.5
J-SDMH D-1.2
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
5.0
92.8
117.0
124.9
71.1
49.5
161.4
10.0
174.7
317.9
680.3
47.4
77.3
48.3
115.2
229.4
37.1
69.0
129.8
370.9
64.4
239.4
46.0
236.2
84.5
7.9
39.0
151.8
52.1
192.0
231.0
32.6
98.3
195.6
21.3
69.2
19.8
19.6
34.8
40.6
63.2
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
1
1
0
0
1
1
1
0
0
-6
0
0
0
0
1
0
0
0
2
-0
-2
2
1
2
1
2000
5002
5745
6036
0006
5010
7278
1000
1958
9437
2940
2109
8504
3974
8846
7190
2491
2398
3450
5393
5532
2500
2403
7524
7490
7412
3077
3228
2801
5120
0002
5091
2534
4959
8207
9110
0257
1433
4082
7890
0447
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
EPA SWMM 5.2.4 Page 4
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
P-E-UD
P-F-1
P-Z-POND-OUT
SW-B-P
SW-CHASE
A-3-LF
SDI A1-2
SDI B-1
SDI C-3
SDI-A-1-4
SDI-A-1-5
SDI-C-1
SDI-C-3-1
SDI-D-1.5.1
SDMH D.2.2
POC RD-D-2.2
POC RD-D-2.1
J-SDMH A-4
J-SDMH D1.5
J-SDZ-CHAMB S
J-SDZ-CHAMB N
J-SDI-D-1.5.1
POND-G
RD-SDI-B-1
RD-CHASE
J-SDMH A-3-IN
RD-SDI Al-2
RD-SDI-B-1
RD-SDI-C-3A
RD-SDI-A-1-4
RD-SDI-A-1-5
RD-SDI-C-1
RD-SDI-C-3-1
RD-SDI-D-1.5.1
*********************
Cross Section Summary
*********************
SDMH D.2.1
SDMH D.2.2
SDMH D.2.1
J-SDZ-CHAMB N
J-SDZ-CHAMB S
J-SDZ-CHAMB N
J-SDMH A-3-IN
POND-G
OUT-POND
POND-G
POND-G
J-SDMH A-3-OUT
J-SDI A-1-2
J-SDI B-1
J-SDI C-3
J-SDI-A-1-4
J-SDI-A-1-5
J-SDI-C-1
J-SDI-C-3-1
J-SDI-D-1.5.1
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
101.9
55.4
65.3
13.0
6.0
95.0
80.0
200.0
100.0
20.0
20.0
1
3
1
-0
0
0
0
0
0
24
14
0010
3936
9863
2308
0167
4000
1875
9015
4000
4114
2423
Full Full Hyd. Max. No. of Full
Conduit Shape Depth Area Rad. Width Barrels Flow
---------------------------------------------------------------------------------------
A-3-WEIR RECT OPEN 3.00 18.00 1.50 6.00 1 97.97
GT-A-1-A TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 612.10
GT-A-1-B TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 655.98
GT-A-1-C TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 672.38
GT-A-1-C-1 TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 865.72
GT-A-1-D TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 612.59
GT-A-1-F TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 738.33
GT-A2-1-A TRAPEZOIDAL 1.50 170.25 0.75 226.00 1 413.95
GT-A-B TRAPEZOIDAL 2.00 200.40 1.00 200.20 1 823.94
GT-AR-A TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 144.89
GT-AR-B TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 80.87
GT-AR-C TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 68.50
GT-B-1-A TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 798.10
0
0
0
0
0
0
0
0
0
0
0
0130
0130
0130
0130
0130
0240
0160
0320
0130
0350
0350
EPA SWMM 5.2.4 Page 5
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
GT-B-1-B
GT-C-1-A
GT-C-1-B
GT-C-1-C
GT-C-1-D
GT-C-B
GT-INT-B
GT-INT-C
P-A-1
P-A-2
P-A-3
P-A-4
P-A-5
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-C-C
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
P-E-UD
P-F-1
P-Z-POND-OUT
SW-B-P
SW-CHASE
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
SEMICIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
TRAPEZOIDAL
TRAPEZOIDAL
1.50
1.50
1.50
1.50
1.50
1.00
1.00
1.00
1.50
1.50
1.50
1.50
2.00
2.00
2.00
2.00
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
0.67
0.67
2.00
2.00
3.90
0.50
1.50
1.50
2.00
2.00
57.68
112.80
112.80
112.80
112.80
50.10
25.60
25.60
1.77
1.77
1.77
1.77
3.14
3.14
3.14
3.14
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
0.35
0.35
3.14
3.14
19.31
0.20
1.77
1.77
230.00
201.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
1
1
75
75
75
75
75
50
50
50
38
38
38
38
50
50
50
50
38
38
38
38
38
38
38
38
38
38
38
38
38
17
17
50
50
15
12
38
38
07
00
76
150
150
150
150
100
51
51
1
1
1
1
2
2
2
2
1
1
1
1
1
1
1
1
1
1
1
1
1
0
0
2
2
6
0
1
1
215
200
70
20
20
20
20
10
10
10
50
50
50
50
00
00
00
00
50
50
50
50
50
50
50
50
50
50
50
50
50
67
67
00
00
40
50
50
50
00
50
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
8
1
1
1
1
1
277.68
813.98
733.84
967.25
963.64
172.27
109.53
185.88
11.74
11.70
9.11
9.09
58.74
12.55
12.85
11.97
7.52
10.51
7.49
5.29
7.40
17.64
10.03
14.95
15.38
12.47
17.54
10.74
10.51
2.23
1.71
10.87
2.92
82.96
0.20
4.05
6.64
5046.00
3225.52
EPA SWMM 5.2.4 Page 6
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
****************
Analysis Options
****************
Flow Units ..............
Process Models:
Rainfall/Runoff .......
RDII ..................
Snowmelt ..............
Groundwater ...........
Flow Routing ..........
Ponding Allowed .......
Water Quality .........
Infiltration Method .....
Flow Routing Method .....
Surcharge Method ........
Starting Date ...........
Ending Date .............
Antecedent Dry Days .....
Report Time Step ........
Wet Time Step ...........
Dry Time Step ...........
Routing Time Step .......
Variable Time Step ......
Maximum Trials ..........
Number of Threads .......
Head Tolerance ..........
*+*******************
Control Actions Taken
*+*******+*******++**
**************************
Runoff Quantity Continuity
**************************
Total Precipitation ......
Evaporation Loss .........
Infiltration Loss ........
Surface Runoff ...........
Final Storage ............
CFS
YES
NO
NO
NO
YES
YES
NO
HORTON
DYNVdAVE
SLOT
O1/22/2024 00:00:00
01/24/2024 12:00:00
0.0
00:05:00
00:05:00
01:00:00
2.00 sec
YES
20
1
0.005000 ft
Volume
acre-feet
11.199
0.000
4.001
7.148
0.096
Depth
inches
3.927
0.000
1.403
2.507
0.034
EPA SWMM 5.2.4 Page 7
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
Continuity Error (o) ....
**************************
Flow Routing Continuity
**************************
Dry Weather Inflow .......
Wet Weather Inflow .......
Groundwater Inflow .......
RDII Inflow ..............
External Inflow ..........
External Outflow .........
Flooding Loss ............
Evaporation Loss .........
Exfiltration Loss ........
Initial Stored Volume ....
Final Stored Volume ......
Continuity Error (o) .....
*************************
Highest Continuity Errors
*************************
Node J-SDZ-CHAMB S (-1.860)
Node J-SDMH D1.5 (1.180)
Node J-SDI B-1 (-1.16%)
***************************
Time-Step Critical Elements
*+*******+*******++********
Link A-3-WEIR (5.960)
-0.412
Volume
acre-feet
0.000
7.147
0.000
0.000
0.000
5.989
0.000
0.000
1.164
0.000
0.000
-0.087
********************************
Highest Flow Instability Indexes
*+*******+**********************
Link P-E-1-N (19)
Link P-D-1-A (18)
Link P-A-5 (18)
Link P-A-6 (18)
Volume
10^6 gal
0.000
2.329
0.000
0.000
0.000
1.952
0.000
0.000
0.379
0.000
0.000
EPA SWMM 5.2.4 Page 8
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
Link P-A-4 (8)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Node J-SDI-C-1 (0.090)
Node OUT-EAST (0.09%)
Node OUT-EX-SITE (0.090)
Node OUT-N (0.090)
Node OUT-POND (0.090)
*************************
Routing Time Step Summary
*************************
Minimum Time Step
Average Time Step
Maximum Time Step
0 of Time in Steady State
Average Iterations per Step
0 of Steps Not Converging
Time Step Frequencies
2.000 - 1.516 sec
1.516 - 1.149 sec
1.149 - 0.871 sec
0.871 - 0.660 sec
0.660 - 0.500 sec
*+*******+*****************
Subcatchment Runoff Summary
*+*******+****************+
0.20 sec
1.94 sec
2.00 sec
0.00
2.65
0.09
93. 90 0
2.01 %
2.01 0
2.02 0
0.06 0
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Impery Pery Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
C-Ol 3.93 0.00 0.00 0.24 3.64 0.44 3.64 0.23 15.96 0.926
C-02 3.93 0.00 0.00 0.23 3.64 0.44 3.64 0.17 12.90 0.927
EPA SWMM 5.2.4 Page 9
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
C-03 3.93
C-04 3.93
C-05 3.93
C-06 3.93
C-07 3.93
C-08 3.93
C-OS-1 3.93
C-OS-2 3.93
C-OS-3 3.93
C-OS-4 3.93
C-OS-S 3.93
C-OS-6 3.93
C-OS-7 3.93
C-OS-8 3.93
C-OS-9 3.93
EX-SITE 3.93
0.00 0.00 0
0.00 0.00 0
0.00 0.00 0
0.00 0.00 0
0.00 0.00 0
0.00 0.00 1
0.00 0.00 0
0.00 0.00 1
0.00 0.00 1
0.00 0.00 0
0.00 0.00 1
0.00 0.00 0
0.00 0.00 1
0.00 0.00 0
0.00 0.00 1
0.00 0.00 2
18 3.69
16 3.71
40 3.49
74 3.18
08 3.78
14 0.89
68 3.23
18 2.75
17 2.76
62 3.29
05 2.88
90 3.01
17 2.76
97 2.95
23 2.69
31 0.08
34
31
75
40
16
80
22
93
91
16
84
47
87
68
76
54
******************
Node Depth Summary
******************
-----------------------------------
Ave:
DE
Node Type ]
-----------------------------------
J-SDI A-1-2 JUNCTION (
J-SDI-A-1-4 JUNCTION (
J-SDI-A-1-5 JUNCTION (
J-SDI B-1 JUNCTION (
J-SDI C-3 JUNCTION (
J-SDI-C-1 JUNCTION (
J-SDI-C-3-1 JUNCTION (
J-SDI-D-1.5.1 JUNCTION (
J-SDMH Al-1 JUNCTION (
J-SDMH A-1-3 JUNCTION (
J-SDMH A-2 JUNCTION (
J-SDMH A-3-IN JUNCTION
J-SDMH A-3-OUT JUNCTION (
J-SDMH A-4 JUNCTION
---------------------------
�age Maximum Maximum TimE
�pth Depth HGL Occ
,eet Feet Feet day:
---------------------------
).70 6.59 4939.67 l
).19 5.36 4940.79 c
).06 2.72 4941.15 l
).51 5.38 4938.82 c
).07 2.53 4940.83 l
).16 3.93 4940.00 c
).18 4.60 4940.59 l
).47 4.33 4937.80 (
).92 5.70 4938.15 l
).25 5.57 4940.43 c
).88 3.26 4934.57 l
_.23 4.73 4936.53 c
).72 4.38 4936.18 l
_.19 5.76 4937.68 (
--------------------
� of Max Reported
:urrence Max Depth
> hr:min Feet
--------------------
l 00:44 6.59
l 00:41 5.26
l 00:41 2.62
l 00:45 5.38
l 00:41 2.47
l 00:42 3.90
l 00:41 4.56
l 00:48 4.33
l 00:47 5.70
l 00:41 5.52
l 02:15 3.26
l 00:48 4.72
l 00:48 4.37
l 00:48 5.75
0
0
0
1
0
2
1
1
1
1
1
1
1
1
1
1
3
3
3
3
3
2
3
2
2
3
2
3
2
2
2
1
69
71
49
18
78
80
23
75
76
29
88
01
76
95
69
62
22
17
10
03
22
18
04
02
04
05
03
02
02
01
03
75
15
12
7
2
15
14
2
1
2
3
2
1
1
0
1
17
68
76
61
10
63
94
87
04
72
52
23
31
32
87
60
17
940
944
889
809
963
713
821
699
703
837
733
767
702
752
685
412
EPA SWMM 5.2.4 Page 10
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
J-SDMH C-1
J-SDMH D-1.2
J-SDMH D-1.3
J-SDMH D1.5
J-SDMH D1.6
J-SDZ-CHAMB N
J-SDZ-CHAMB S
J-STMH-D-1.1
POC RD-D-2.1
POC RD-D-2.2
RD-4-A
RD-4-B
RD-4-C
RD-4-D
RD-S-A
RD-S-B
RD-A-1-A
RD-A-1-B
RD-A-1-D
RD-ANT-1-B
RD-ANT-1-C
RD-AR-1-A
RD-AR-1-B
RD-AR-1-C
RD-CHASE
RD-SDI-A-1-4
RD-SDI-A-1-5
RD-SDI Al-2
RD-SDI-B-1
RD-SDI-C-1
RD-SDI-C-3-1
RD-SDI-C-3A
RD-SDI-D-1.5.1
SDMH D.2.1
SDMH D.2.2
OUT-EAST
OUT-EX-SITE
OUT-N
OUT-POND
OUT-SE
OUT-SW
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
0.18
0.58
0.76
0.97
0.73
1.17
0.96
0.87
0.09
0.02
0.00
0.01
0.02
0.01
0.02
0.03
0.02
0.02
0.02
0.01
0.01
0.01
0.02
0.02
0.00
0.01
0.01
0.02
0.02
0.02
0.01
0.01
0.02
0.35
0.13
0.01
0.00
0.00
0.24
0.00
0.02
4.59
4.55
4.95
5.38
4.89
5.74
5.36
5.17
2.59
0.99
0.00
0.34
0.33
0.36
0.51
0.82
0.39
0.44
0.39
0.30
0.24
0.22
0.39
0.48
0.12
0.27
0.33
0.74
0.73
0.84
0.39
0.29
0.95
3.89
2.87
0.23
0.00
0.00
0.39
0.00
0.45
4940
4937
4937
4937
4937
4937
4937
4937
4937
4937
4937
4942
4943
4940
4939
4939
4943
4940
4940
4943
4941
4941
4938
4936
4937
4941
4942
4939
4938
4939
4940
4942
4937
4937
4937
4940
4936
4946
4928
4936
4936
42
70
70
71
71
69
69
69
70
70
50
15
42
33
50
16
42
86
56
30
24
22
39
48
34
40
89
74
88
94
81
36
95
70
70
23
00
00
39
00
35
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
42
48
48
48
48
48
48
48
48
48
00
41
40
41
44
44
40
41
42
45
46
41
46
48
40
42
40
44
44
42
41
41
48
48
48
46
00
00
24
00
48
55
54
95
37
88
73
35
16
58
98
00
33
32
34
50
82
39
43
37
30
23
22
39
48
12
26
32
74
73
82
37
28
95
88
86
23
00
00
39
00
45
EPA SWMM 5.2.4 Page 11
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
POND-G
RD-SOUTHPARKING
*+****************+
Node Inflow Summary
*******************
STORAGE 2.41 6.16 4934.56 0 02:39 6.16
STORAGE 0.03 0.94 4937.95 0 00:48 0.94
-----------------------------------------------------
Maximum Maximum
Lateral Total TimE
Inflow Inflow Occ
Node Type CFS CFS day:
-----------------------------------------------------
J-SDI A-1-2 JUNCTION 0.00 14.75 l
J-SDI-A-1-4 JUNCTION 0.00 6.46 c
J-SDI-A-1-5 JUNCTION 0.00 3.82 l
J-SDI B-1 JUNCTION 0.00 10.53 (
J-SDI C-3 JUNCTION 0.00 3.09 l
J-SDI-C-1 JUNCTION 0.00 5.58 (
J-SDI-C-3-1 JUNCTION 0.00 5.93 l
J-SDI-D-1.5.1 JUNCTION 0.00 11.00 (
J-SDMH A1-1 JUNCTION 0.00 19.77 l
J-SDMH A-1-3 JUNCTION 0.00 8.49 (
J-SDMH A-2 JUNCTION 0.00 20.16 l
J-SDMH A-3-IN JUNCTION 0.00 20.16 (
J-SDMH A-3-OUT JUNCTION 0.00 20.16 (
J-SDMH A-4 JUNCTION 0.00 19.67 l
J-SDMH C-1 JUNCTION 0.00 6.64 (
J-SDMH D-1.2 JUNCTION 0.00 2.98 l
J-SDMH D-1.3 JUNCTION 0.00 2.11 (
J-SDMH D1.5 JUNCTION 0.00 7.92 l
J-SDMH D1.6 JUNCTION 0.00 0.27 (
J-SDZ-CHAMB N JUNCTION 0.00 12.26 l
J-SDZ-CHAMB S JUNCTION 0.00 12.40 (
J-STMH-D-l.l JUNCTION 0.00 3.03 l
POC RD-D-2.1 JUNCTION 0.00 0.24 (
POC RD-D-2.2 JUNCTION 0.00 0.22 l
RD-4-A JUNCTION 0.00 0.00 (
RD-4-B JUNCTION 0.00 11.80 l
RD-4-C JUNCTION 12.90 12.90 (
--------------------------------------------
Lateral Total Flow
� of Max Inflow Inflow Balance
:urrence Volume Volume Error
> hr:min 10^6 gal 10^6 gal Percent
--------------------------------------------
) 00:37 0 0.493 -0.046
l 00:41 0 0.135 -0.023
) 00:40 0 0.0839 0.024
l 00:37 0 0.144 -1.142
) 00:41 0 0.0666 0.038
l 00:42 0 0.127 0.122
) 00:37 0 0.151 -0.018
l 00:38 0 0.232 -0.221
) 00:37 0 0.641 0.000
l 00:29 0 0.305 0.049
l 00:48 0 0.646 0.102
l 00:48 0 0.648 -0.122
) 00:48 0 0.647 0.015
l 00:36 0 0.722 -0.047
l 00:29 0 0.225 0.034
l 00:33 0 0.0353 0.000
l 00:33 0 0.0292 -0.440
l 00:33 0 0.1 1.189
) 00:36 0 0.000923 28.392
l 00:33 0 0.146 0.782
l 00:33 0 0.0951 -1.825
l 00:33 0 0.0351 0.952
l 00:37 0 0.0004 0.009
l 00:39 0 0.000163 0.028
l 00:00 0 0 0.000 gal
l 00:41 0 0.143 0.039
l 00:40 0.175 0.175 -0.044
EPA SWMM 5.2.4 Page 12
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
RD-4-D
RD-S-A
RD-5-B
RD-A-1-A
RD-A-1-B
RD-A-1-D
RD-ANT-1-B
RD-ANT-1-C
RD-AR-1-A
RD-AR-1-B
RD-AR-1-C
RD-CHASE
RD-SDI-A-1-4
RD-SDI-A-1-5
RD-SDI A1-2
RD-SDI-B-1
RD-SDI-C-1
RD-SDI-C-3-1
RD-SDI-C-3A
RD-SDI-D-1.5.1
SDMH D.2.1
SDMH D.2.2
OUT-EAST
OUT-EX-SITE
OUT-N
OUT-POND
OUT-SE
OUT-SW
POND-G
RD-SOUTHPARKING
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
STORAGE
STORAGE
*********+************
Node Surcharge Summary
*********+************
o.00
7.61
0.00
15.96
12.76
0.00
3.97
0.00
2.87
4.98
2.23
2.10
0.00
0.00
0.00
0.00
0.00
15.68
0.00
0.00
0.00
0.00
0.00
17.17
1.04
0.00
1.32
0.00
15.74
15.63
22
44
44
15
20
20
3
3
2
7
9
2
11
15
19
44
27
24
12
11
1
0
3
17
1
1
1
8
80
15
04
83
36
96
12
08
97
89
87
62
00
10
61
83
96
29
57
24
78
91
07
56
85
17
04
00
32
31
55
63
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
41
43
44
40
41
41
45
45
40
40
45
40
42
40
42
44
41
40
40
38
33
34
46
50
45
24
45
48
44
40
0
0.0976
0
0.227
0.166
0
0.0659
0
0.0406
0.0791
0.0313
0.0271
0
0
0
0
0
0.219
0
0
0
0
0
0.751
0.0167
0
0.0227
0
0.195
0.216
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
0.243
0.39
0.39
0.227
0.257
0.257
0.0659
0.066
0.0406
0.12
0.152
0.0271
0.143
0.227
0.258
0.39
0.298
0.327
0.175
0.216
0.00472
0.0013
0.0659
0.751
0.0167
0.944
0.0227
0.151
1.28
0.216
-0
-0
0
-0
-0
-0
-0
0
-0
-0
0
-0
0
-0
0
0
0
-0
0
0
-0
0
0
0
0
0
0
0
-0
-0
115
094
004
019
051
269
194
195
526
509
552
000
104
029
408
029
078
012
059
013
282
017
000
000
000
000
000
000
082
014
EPA SWMM 5.2.4 Page 13
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
---------------------------------------------------------------------
J-SDI A-1-2 JUNCTION 9.72 5.092 5.408
J-SDI-A-1-4 JUNCTION 1.37 3.860 6.640
J-SDI-A-1-5 JUNCTION 0.43 1.225 9.275
J-SDI B-1 JUNCTION 6.63 3.883 6.617
J-SDI C-3 JUNCTION 0.54 1.025 9.475
J-SDI-C-1 JUNCTION 1.16 2.426 8.074
J-SDI-C-3-1 JUNCTION 1.18 3.098 7.402
J-SDI-D-1.5.1 JUNCTION 0.62 1.133 7.667
J-SDMH A1-1 JUNCTION 10.81 3.703 6.297
J-SDMH A-1-3 JUNCTION 1.77 4.073 6.427
J-SDMH A-2 JUNCTION 12.55 1.261 8.739
J-SDMH A-4 JUNCTION 15.51 3.760 6.240
J-SDMH C-1 JUNCTION 1.24 3.087 7.413
J-SDMH D-1.2 JUNCTION 9.01 3.046 7.454
J-SDMH D-1.3 JUNCTION 12.61 3.451 7.049
J-SDMH D1.5 JUNCTION 11.87 3.376 6.624
J-SDMH D1.6 JUNCTION 11.97 3.386 7.114
J-SDZ-CHAMB N JUNCTION 1.41 1.839 6.261
J-SDZ-CHAMB S JUNCTION 0.81 1.459 6.641
J-STMH-D-l.l JUNCTION 14.75 3.666 6.834
POC RD-D-2.1 JUNCTION 1.60 1.926 9.407
POC RD-D-2.2 JUNCTION 0.41 0.326 11.007
RD-4-A JUNCTION 60.00 0.000 12.000
SDMH D.2.1 JUNCTION 2.41 2.388 8.112
SDMH D.2.2 JUNCTION 0.73 1.369 9.131
*********************
Node Flooding Summary
*+*******+********+**
No nodes were flooded.
**********************
Storage Volume Summary
**********************
------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
EPA SWMM 5.2.4 Page 14
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
------------------------------------------------------------------------------------------------
POND-G 43.835 10.2 0.0 26.2 145.710 33.9 0 02:39 1.50
RD-SOUTHPARKING 0.028 0.0 0.0 0.0 2.303 0.7 0 00:48 11.91
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
OUT-EAST 9.61 0.88 3.85 0.066
OUT-EX-SITE 9.65 8.61 17.17 0.751
OUT-N 7.43 0.29 1.04 0.017
OUT-POND 61.32 0.97 1.00 0.944
OUT-SE 7.83 0.37 1.32 0.023
OUT-SW 12.75 1.50 8.31 0.151
-----------------------------------------------------------
System 18.10 12.62 32.20 1.951
*********+**********
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
�Flow� Occurrence �Veloc� Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
A-3-WEIR CONDUIT 20.10 0 00:48 3.41 0.21 0.39
GT-A-1-A CONDUIT 15.83 0 00:40 2.39 0.03 0.24
GT-A-1-B CONDUIT 11.61 0 00:42 2.47 0.02 0.20
GT-A-1-C CONDUIT 11.80 0 00:41 2.06 0.02 0.22
GT-A-1-C-1 CONDUIT 8.79 0 00:42 1.41 0.01 0.23
GT-A-1-D CONDUIT 20.08 0 00:41 2.37 0.03 0.27
EPA SWMM 5.2.4 Page 15
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
GT-A-1-F
GT-A2-1-A
GT-A-B
GT-AR-A
GT-AR-B
GT-AR-C
GT-B-1-A
GT-B-1-B
GT-C-1-A
GT-C-1-B
GT-C-1-C
GT-C-1-D
GT-C-B
GT-INT-B
GT-INT-C
P-A-1
P-A-2
P-A-3
P-A-4
P-A-5
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-C-C
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
19.96
11.91
12.21
2.74
6.82
8.31
44.36
44.29
12.78
9.21
22.04
22.00
27.63
3.89
3.85
3.82
6.46
8.26
13.94
19.67
19.60
20.16
20.16
7.05
3.09
5.92
5.58
6.41
3.03
2.98
2.11
2.04
0.52
5.88
1.07
0.56
0.22
0.24
11.95
7.79
5.27
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00:42
00:38
00:44
00:41
00:46
00:48
00:44
00:44
00:40
00:41
00:41
00:41
00:42
00:45
00:46
00:40
00:41
00:30
00:36
00:36
00:48
00:48
00:48
01:11
00:41
00:37
00:42
00:29
00:33
00:33
00:33
00:33
00:22
00:33
00:33
00:34
00:39
00:37
00:33
00:33
00:30
2
1
1
1
1
1
2
2
2
1
3
2
2
2
2
3
3
4
7
6
6
6
6
3
1
3
3
4
1
3
2
1
0
4
0
0
0
0
4
4
0
10
30
16
23
49
49
00
83
72
60
12
36
23
12
69
87
66
67
89
26
24
42
42
99
82
35
16
10
97
92
55
17
47
00
70
62
63
70
09
72
40
03
03
Ol
02
08
12
06
16
02
01
02
02
16
04
02
32
55
91
53
33
56
57
68
94
29
79
05
87
17
30
14
13
04
34
10
05
10
14
10
67
Ol
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
37
63
23
31
43
47
44
52
20
23
25
40
50
27
24
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
EPA SWMM 5.2.4 Page 16
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
P-E-UD CONDUIT 0.56
P-F-1 CONDUIT 5.72
P-Z-POND-OUT CONDUIT 1.00
SW-B-P CONDUIT 38.59
SW-CHASE CONDUIT 2.10
A-3-LF ORIFICE 0.18
SDI Al-2 ORIFICE 8.45
SDI B-1 ORIFICE 10.53
SDI C-3 ORIFICE 3.09
SDI-A-1-4 ORIFICE 2.74
SDI-A-1-5 ORIFICE 3.82
SDI-C-1 ORIFICE 5.58
SDI-C-3-1 ORIFICE 3.56
SDI-D-1.5.1 ORIFICE 11.00
***************************
Flow Classification Summary
***************************
-------------------------------------�
Adjusted -----
/Actual i
Conduit Length Dry ]
-------------------------------------�
A-3-WEIR 1.00 0.94 (
GT-A-1-A 1.00 0.00 (
GT-A-1-B 1.00 0.00 l
GT-A-1-C 1.00 0.00 (
GT-A-1-C-1 1.00 0.00 l
GT-A-1-D 1.00 0.00 (
GT-A-1-F 1.00 0.00 l
GT-A2-1-A 1.00 0.00 (
GT-A-B 1.00 0.00 l
GT-AR-A 1.00 0.00 (
GT-AR-B 1.00 0.00 l
GT-AR-C 1.00 0.00 (
GT-B-1-A 1.00 0.00 l
GT-B-1-B 1.00 0.00 (
GT-C-1-A 1.00 0.00 l
GT-C-1-B 1.00 0.06 (
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00:48
00:48
00:24
00:44
00:40
00:33
00:37
00:37
00:41
00:42
00:40
00:42
00:37
00:38
2.85
3.24
2.71
6.19
2.56
------------------------
----- Fraction of Time i�
7p Down Sub Sup i
)ry Dry Crit Crit (
------------------------
1.00 0.00 0.01 0.00 c
).00 0.00 0.84 0.16 c
1.00 0.00 0.90 0.09 l
).11 0.00 0.89 0.00 (
1.70 0.00 0.30 0.00 l
).00 0.00 1.00 0.00 c
1.00 0.00 0.70 0.29 l
).00 0.00 1.00 0.00 c
1.99 0.00 0.01 0.00 l
).00 0.00 1.00 0.00 (
1.00 0.00 1.00 0.00 l
).00 0.00 1.00 0.00 c
1.00 0.00 1.00 0.00 l
).00 0.00 0.92 0.08 c
1.00 0.00 0.56 0.44 l
).13 0.00 0.81 0.00 (
2.84
1.41
0.15
0.01
0.00
1.00
1.00
1.00
0.16
0.06
1.00
1.00
1.00
I 1�
1.00
i Flow Class
Jp Down t
;rit Crit ]
1.00 0.06 (
1.00 0.00 (
1.00 0.00 (
1.00 0.00 (
1.00 0.00 :
1.00 0.00 (
1.00 0.00 (
1.00 0.00 (
1.00 0.00 (
1.00 0.00 (
1.00 0.00 (
1.00 0.00 (
1.00 0.00 :
1.00 0.00 (
1.00 0.00 (
1.00 0.00 :
lorm Inlet
�td Ctrl
1.00 0.00
1.00 0.00
1.01 0.00
1.99 0.00
.00 0.00
1.96 0.00
1.02 0.00
1.00 0.00
1.99 0.00
1.98 0.00
1.56 0.00
1.90 0.00
.00 0.00
1.00 0.00
1.00 0.00
.00 0.00
EPA SWMM 5.2.4 Page 17
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
GT-C-1-C
GT-C-1-D
GT-C-B
GT-INT-B
GT-INT-C
P-A-1
P-A-2
P-A-3
P-A-4
P-A-5
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-C-C
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
P-E-UD
P-F-1
P-Z-POND-OUT
SW-B-P
SW-CHASE
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
*+*******+*******+*******
Conduit Surcharge Summary
*+*******+***************
o.00
0.00
0.00
0.00
0.18
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.51
0.55
0.00
0.00
0.00
0.61
0.71
0.86
0.71
0.00
0.00
0.00
0.00
0.80
0.39
0.87
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
00
98
00
00
00
00
00
00
00
00
00
00
00
00
00
01
00
51
10
06
55
56
00
10
15
12
19
00
00
46
00
13
00
12
00
o.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0
0
0
0
0
0
1
1
0
0
1
1
0
1
1
1
0
1
0
0
0
0
0
1
0
0
0
0
1
1
0
1
0
0
0
0
86
77
01
99
78
91
00
00
99
99
00
00
44
00
00
00
99
00
49
39
39
45
44
00
29
14
02
09
00
00
53
00
06
61
00
04
0.04
0.23
0.00
0.01
0.04
0.09
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.56
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.00
0.01
0.96
96
03
99
43
94
65
95
88
10
50
45
62
O1
29
98
78
96
95
51
61
61
55
56
66
72
87
98
91
44
00
30
45
97
41
00
04
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
EPA SWMM 5.2.4 Page 18
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
P-A-1 0.43 0.43 1.37 0.01 0.01
P-A-2 1.37 1.37 1.77 0.01 0.01
P-A-3 1.77 1.77 9.72 0.01 0.01
P-A-4 9.68 9.72 15.35 1.04 1.18
P-A-5 10.81 10.81 15.54 0.01 0.06
P-A-6 15.54 15.54 16.85 0.63 1.26
P-A-7 8.72 8.72 12.55 0.63 0.71
P-A-8 12.13 12.55 13.24 0.65 1.13
P-B-1 6.63 6.63 15.35 0.01 0.08
P-C-A 0.54 0.54 1.18 0.01 0.01
P-C-B 1.18 1.18 1.24 0.01 0.30
P-C-C 1.16 1.16 1.24 0.12 0.01
P-C-D 1.24 1.24 1.77 0.01 0.01
P-D-1-A 14.74 14.74 20.60 0.01 0.01
P-D-1-B 9.01 9.01 14.74 0.01 0.01
P-D-1-C 9.01 9.01 12.61 0.01 0.01
P-D-1-D 12.61 12.61 16.53 0.01 0.01
P-D-1-E 11.97 11.97 16.53 0.01 0.01
P-D-1-F 6.40 6.40 16.53 0.01 0.01
P-D-2-A 2.41 2.41 9.01 0.01 0.01
P-D-2-B 0.73 0.73 2.41 0.01 0.01
P-D-2-C 0.41 0.41 59.37 0.01 0.01
P-D-2-D 1.60 1.60 59.44 0.01 0.01
P-E-1-N 15.31 15.35 15.54 0.08 1.33
P-E-1-5 11.85 11.88 11.86 0.26 8.79
P-E-CHAMB 0.81 0.81 1.41 0.01 0.01
P-E-UD 29.64 29.64 30.85 1.31 1.05
P-F-1 0.01 0.62 0.01 0.63 0.45
P-Z-POND-OUT 0.01 32.86 0.01 0.01 28.01
Analysis begun on: Tue Apr 30 13:17:41 2024
Analysis ended on: Tue Apr 30 13:17:43 2024
Total elapsed time: 00:00:02
EPA SWMM 5.2.4 Page 19
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4)
------------------------------------------------------------
BLOOM MULTI-FAMILY DEVELOPMENT
EPA SWMM Version 5.2.4 Last Updated 4/28/2024
WARNING 04: minimum elevation drop used for Conduit P-E-1-5
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 18
Number of nodes ........... 57
Number of links ........... 61
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
------------------------------------------------------------------------
Gagel 2year INTENSITY 5 min.
********************
Subcatchment Summary
*+*******+*******++*
Name Area Width oImpery oSlope Rain Gage Outlet
-----------------------------------------------------------------------------------------------------------
C-Ol 2.30 375.00 83.00 2.8000 Gagel RD-A-1-A
C-02 1.77 300.00 83.00 3.7000 Gagel RD-4-C
C-03 2.18 325.00 87.00 3.7000 Gagel RD-SDI-C-3-1
C-04 1.65 350.00 88.00 3.2000 Gagel RD-A-1-B
C-05 1.03 275.00 71.00 3.4000 Gagel RD-S-A
C-06 0.31 200.00 46.00 3.5000 Gagel RD-CHASE
C-07 2.10 375.00 94.00 2.7000 Gagel RD-SOUTHPARKING
C-08 2.39 575.00 23.00 10.0000 Gagel POND-G
EPA SWMM 5.2.4 Page 1
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
C-OS-1
C-OS-2
C-OS-3
C-OS-4
C-OS-5
C-OS-6
C-OS-7
C-OS-8
C-OS-9
EX-SITE
************
Node Summary
************
0.46
0.22
0.58
0.51
0.40
0.28
0.30
0.16
0.46
17.11
100
65
100
175
100
60
75
60
100
550
00
00
00
00
00
00
00
00
00
00
52.00
21.00
22.00
55.00
27.00
40.00
23.00
33.00
24.00
2.00
4.9000
2.0000
5.7000
5.1000
6.0000
2.0000
2.0000
2.0000
1.0000
1.0000
Gage1
Gage1
Gage1
Gagel
Gagel
Gage1
Gage1
Gage1
Gage1
Gage1
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
J-SDI A-1-2
J-SDI-A-1-4
J-SDI-A-1-5
J-SDI B-1
J-SDI C-3
J-SDI-C-1
J-SDI-C-3-1
J-SDI-D-1.5.1
J-SDMH A1-1
J-SDMH A-1-3
J-SDMH A-2
J-SDMH A-3-IN
J-SDMH A-3-OUT
J-SDMH A-4
J-SDMH C-1
J-SDMH D-1.2
J-SDMH D-1.3
J-SDMH D1.5
J-SDMH D1.6
J-SDZ-CHAMB N
J-SDZ-CHAMB S
J-STMH-D-l.l
POC RD-D-2.1
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
4933.08
4935.43
4938.42
4933.43
4938.31
4936.08
4936.00
4933.46
4932.45
4934.86
4931.31
4931.80
4931.80
4931.92
4935.83
4933.15
4932.75
4932.33
4932.82
4931.95
4932.33
4932.52
4935.11
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
50
0
50
50
50
0
50
RD-AR-1-A
OUT-N
RD-ANT-1-B
RD-AR-1-B
RD-AR-1-C
RD-ANT-1-B
OUT-SE
POND-G
RD-AR-1-B
OUT-EX-SITE
EPA SWMM 5.2.4 Page 2
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
POC RD-D-2.2
RD-4-A
RD-4-B
RD-4-C
RD-4-D
RD-S-A
RD-5-B
RD-A-1-A
RD-A-1-B
RD-A-1-D
RD-ANT-1-B
RD-ANT-1-C
RD-AR-1-A
RD-AR-1-B
RD-AR-1-C
RD-CHASE
RD-SDI-A-1-4
RD-SDI-A-1-5
RD-SDI A1-2
RD-SDI-B-1
RD-SDI-C-1
RD-SDI-C-3-1
RD-SDI-C-3A
RD-SDI-D-1.5.1
SDMH D.2.1
SDMH D.2.2
OUT-EAST
OUT-EX-SITE
OUT-N
OUT-POND
OUT-SE
OUT-SW
POND-G
RD-SOUTHPARKING
*********+**
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
STORAGE
STORAGE
4936.71
4937.50
4941.81
4943.10
4939.96
4938.99
4938.34
4943.02
4940.42
4940.18
4943.00
4941.00
4941.00
4938.00
4936.00
4937.22
4941.14
4942.56
4939.00
4938.14
4939.11
4940.43
4942.08
4937.00
4933.81
4934.83
4940.00
4936.00
4946.00
4928.00
4936.00
4935.90
4928.40
4937.01
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
12
1
0
0
1
0
1
11
6
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
50
00
00
00
00
50
0
0
0
0
0
0
0
0
0
0
0
0
0
0
50
0
0
0
0
0
0
0
0
50
50
0
0
0
0
0
0
0
0
Link Summary
*+*******+**
Name From Node To Node Type Length oSlope Roughness
---------------------------------------------------------------------------------------------
EPA SWMM 5.2.4 Page 3
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
A-3-WEIR
GT-A-1-A
GT-A-1-B
GT-A-1-C
GT-A-1-C-1
GT-A-1-D
GT-A-1-F
GT-A2-1-A
GT-A-B
GT-AR-A
GT-AR-B
GT-AR-C
GT-B-1-A
GT-B-1-B
GT-C-1-A
GT-C-1-B
GT-C-1-C
GT-C-1-D
GT-C-B
GT-INT-B
GT-INT-C
P-A-1
P-A-2
P-A-3
P-A-4
P-A-5
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-C-C
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
J-SDMH A-3-IN
RD-A-1-A
RD-4-B
RD-SDI-A-1-5
RD-SDI-A-1-4
RD-A-1-B
RD-A-1-D
RD-SOUTHPARKING
RD-SDI Al-2
RD-AR-1-A
RD-AR-1-B
RD-AR-1-C
RD-5-A
RD-S-B
RD-4-C
RD-SDI-C-3A
RD-SDI-C-3-1
RD-4-D
RD-SDI-C-1
RD-ANT-1-B
RD-ANT-1-C
J-SDI-A-1-5
J-SDI-A-1-4
J-SDMH A-1-3
J-SDI A-1-2
J-SDMH A-4
J-SDMH A-4
J-SDMH A-3-OUT
J-SDMH A-2
J-SDI B-1
J-SDI C-3
J-SDI-C-3-1
J-SDI-C-1
J-SDMH C-1
J-STMH-D-1.1
J-STMH-D-1.1
J-SDMH D-1.3
J-SDMH D-1.3
J-SDMH D1.6
J-SDI-D-1.5.1
SDMH D.2.1
J-SDMH A-3-OUT
RD-SDI-A-1-5
RD-SDI-A-1-4
RD-4-B
RD-A-1-B
RD-A-1-D
RD-SDI A1-2
RD-SDI-D-1.5.1
RD-5-A
RD-AR-1-B
RD-AR-1-C
OUT-SW
RD-5-B
RD-SDI-B-1
RD-SDI-C-3A
RD-SDI-C-3-1
RD-4-D
RD-SDI-C-1
RD-5-A
RD-ANT-1-C
OUT-EAST
J-SDI-A-1-4
J-SDMH A-1-3
J-SDI A-1-2
J-SDMH A1-1
J-SDMH A1-1
J-SDMH A-3-IN
J-SDMH A-2
POND-G
J-SDMH Al-1
J-SDI-C-3-1
J-SDMH C-1
J-SDMH C-1
J-SDMH A-1-3
J-SDMH A-4
J-SDMH D-1.2
J-SDMH D-1.2
J-SDMH D1.5
J-SDMH D1.5
J-SDMH D1.5
J-SDMH D-1.2
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
5.0
92.8
117.0
124.9
71.1
49.5
161.4
10.0
174.7
317.9
680.3
47.4
77.3
48.3
115.2
229.4
37.1
69.0
129.8
370.9
64.4
239.4
46.0
236.2
84.5
7.9
39.0
151.8
52.1
192.0
231.0
32.6
98.3
195.6
21.3
69.2
19.8
19.6
34.8
40.6
63.2
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
1
1
0
0
1
1
1
0
0
-6
0
0
0
0
1
0
0
0
2
-0
-2
2
1
2
1
2000
5002
5745
6036
0006
5010
7278
1000
1958
9437
2940
2109
8504
3974
8846
7190
2491
2398
3450
5393
5532
2500
2403
7524
7490
7412
3077
3228
2801
5120
0002
5091
2534
4959
8207
9110
0257
1433
4082
7890
0447
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0160
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
0130
EPA SWMM 5.2.4 Page 4
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
P-E-UD
P-F-1
P-Z-POND-OUT
SW-B-P
SW-CHASE
A-3-LF
SDI A1-2
SDI B-1
SDI C-3
SDI-A-1-4
SDI-A-1-5
SDI-C-1
SDI-C-3-1
SDI-D-1.5.1
SDMH D.2.2
POC RD-D-2.2
POC RD-D-2.1
J-SDMH A-4
J-SDMH D1.5
J-SDZ-CHAMB S
J-SDZ-CHAMB N
J-SDI-D-1.5.1
POND-G
RD-SDI-B-1
RD-CHASE
J-SDMH A-3-IN
RD-SDI Al-2
RD-SDI-B-1
RD-SDI-C-3A
RD-SDI-A-1-4
RD-SDI-A-1-5
RD-SDI-C-1
RD-SDI-C-3-1
RD-SDI-D-1.5.1
*********************
Cross Section Summary
*********************
SDMH D.2.1
SDMH D.2.2
SDMH D.2.1
J-SDZ-CHAMB N
J-SDZ-CHAMB S
J-SDZ-CHAMB N
J-SDMH A-3-IN
POND-G
OUT-POND
POND-G
POND-G
J-SDMH A-3-OUT
J-SDI A-1-2
J-SDI B-1
J-SDI C-3
J-SDI-A-1-4
J-SDI-A-1-5
J-SDI-C-1
J-SDI-C-3-1
J-SDI-D-1.5.1
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
101.9
55.4
65.3
13.0
6.0
95.0
80.0
200.0
100.0
20.0
20.0
1
3
1
-0
0
0
0
0
0
24
14
0010
3936
9863
2308
0167
4000
1875
9015
4000
4114
2423
Full Full Hyd. Max. No. of Full
Conduit Shape Depth Area Rad. Width Barrels Flow
---------------------------------------------------------------------------------------
A-3-WEIR RECT OPEN 3.00 18.00 1.50 6.00 1 97.97
GT-A-1-A TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 612.10
GT-A-1-B TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 655.98
GT-A-1-C TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 672.38
GT-A-1-C-1 TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 865.72
GT-A-1-D TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 612.59
GT-A-1-F TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 738.33
GT-A2-1-A TRAPEZOIDAL 1.50 170.25 0.75 226.00 1 413.95
GT-A-B TRAPEZOIDAL 2.00 200.40 1.00 200.20 1 823.94
GT-AR-A TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 144.89
GT-AR-B TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 80.87
GT-AR-C TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 68.50
GT-B-1-A TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 798.10
0
0
0
0
0
0
0
0
0
0
0
0130
0130
0130
0130
0130
0240
0160
0320
0130
0350
0350
EPA SWMM 5.2.4 Page 5
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
GT-B-1-B
GT-C-1-A
GT-C-1-B
GT-C-1-C
GT-C-1-D
GT-C-B
GT-INT-B
GT-INT-C
P-A-1
P-A-2
P-A-3
P-A-4
P-A-5
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-C-C
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
P-E-UD
P-F-1
P-Z-POND-OUT
SW-B-P
SW-CHASE
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
TRAPEZOIDAL
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
SEMICIRCULAR
CIRCULAR
CIRCULAR
CIRCULAR
TRAPEZOIDAL
TRAPEZOIDAL
1.50
1.50
1.50
1.50
1.50
1.00
1.00
1.00
1.50
1.50
1.50
1.50
2.00
2.00
2.00
2.00
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
0.67
0.67
2.00
2.00
3.90
0.50
1.50
1.50
2.00
2.00
57.68
112.80
112.80
112.80
112.80
50.10
25.60
25.60
1.77
1.77
1.77
1.77
3.14
3.14
3.14
3.14
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
1.77
0.35
0.35
3.14
3.14
19.31
0.20
1.77
1.77
230.00
201.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
1
1
75
75
75
75
75
50
50
50
38
38
38
38
50
50
50
50
38
38
38
38
38
38
38
38
38
38
38
38
38
17
17
50
50
15
12
38
38
07
00
76
150
150
150
150
100
51
51
1
1
1
1
2
2
2
2
1
1
1
1
1
1
1
1
1
1
1
1
1
0
0
2
2
6
0
1
1
215
200
70
20
20
20
20
10
10
10
50
50
50
50
00
00
00
00
50
50
50
50
50
50
50
50
50
50
50
50
50
67
67
00
00
40
50
50
50
00
50
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
8
1
1
1
1
1
277.68
813.98
733.84
967.25
963.64
172.27
109.53
185.88
11.74
11.70
9.11
9.09
58.74
12.55
12.85
11.97
7.52
10.51
7.49
5.29
7.40
17.64
10.03
14.95
15.38
12.47
17.54
10.74
10.51
2.23
1.71
10.87
2.92
82.96
0.20
4.05
6.64
5046.00
3225.52
EPA SWMM 5.2.4 Page 6
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
****************
Analysis Options
****************
Flow Units ..............
Process Models:
Rainfall/Runoff .......
RDII ..................
Snowmelt ..............
Groundwater ...........
Flow Routing ..........
Ponding Allowed .......
Water Quality .........
Infiltration Method .....
Flow Routing Method .....
Surcharge Method ........
Starting Date ...........
Ending Date .............
Antecedent Dry Days .....
Report Time Step ........
Wet Time Step ...........
Dry Time Step ...........
Routing Time Step .......
Variable Time Step ......
Maximum Trials ..........
Number of Threads .......
Head Tolerance ..........
*+*******************
Control Actions Taken
*+*******+*******++**
**************************
Runoff Quantity Continuity
**************************
Total Precipitation ......
Evaporation Loss .........
Infiltration Loss ........
Surface Runoff ...........
Final Storage ............
CFS
YES
NO
NO
NO
YES
YES
NO
HORTON
DYNVdAVE
SLOT
O1/22/2024 00:00:00
01/24/2024 12:00:00
0.0
00:05:00
00:05:00
01:00:00
2.00 sec
YES
20
1
0.005000 ft
Volume
acre-feet
2.787
0.000
1.843
0.856
0.096
Depth
inches
0.977
0.000
0.646
0.300
0.034
EPA SWMM 5.2.4 Page 7
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
Continuity Error (o) ....
**************************
Flow Routing Continuity
**************************
Dry Weather Inflow .......
Wet Weather Inflow .......
Groundwater Inflow .......
RDII Inflow ..............
External Inflow ..........
External Outflow .........
Flooding Loss ............
Evaporation Loss .........
Exfiltration Loss ........
Initial Stored Volume ....
Final Stored Volume ......
Continuity Error (o) .....
*************************
Highest Continuity Errors
*************************
Node RD-AR-1-C (1.620)
Node J-SDZ-CHAMB S (-1.580)
Node RD-AR-1-B (-1.52%)
Node J-SDMH D1.5 (1.390)
***************************
Time-Step Critical Elements
***************************
Link A-3-WEIR (1.770)
-0.279
Volume
acre-feet
0.000
0.856
0.000
0.000
0.000
0.688
0.000
0.000
0.168
0.000
0.000
0.000
********************************
Highest Flow Instability Indexes
********************************
Link P-A-5 (21)
Link P-E-1-N (21)
Link P-A-6 (19)
Volume
10^6 gal
0.000
0.279
0.000
0.000
0.000
0.224
0.000
0.000
0.055
0.000
0.000
EPA SWMM 5.2.4 Page 8
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
Link P-D-1-A (19)
Link P-E-1-5 (8)
*+***********************+*******
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step
Average Time Step
Maximum Time Step
0 of Time in Steady State
Average Iterations per Step
0 of Steps Not Converging
Time Step Frequencies
2.000 - 1.516 sec
1.516 - 1.149 sec
1.149 - 0.871 sec
0.871 - 0.660 sec
0.660 - 0.500 sec
***************************
Subcatchment Runoff Summary
***************************
0.04 sec
1.99 sec
2.00 sec
0.00
2.41
0.00
98.64 %
0.77 0
0.38 %
0.12 0
0.08 %
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Impery Pery Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10"6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
C-Ol 0.98 0.00 0.00 0.16 0.74 0.01 0.74 0.05 2.67 0.757
C-02 0.98 0.00 0.00 0.16 0.74 0.01 0.74 0.04 2.28 0.759
C-03 0.98 0.00 0.00 0.12 0.77 0.01 0.77 0.05 2.66 0.793
C-04 0.98 0.00 0.00 0.11 0.79 0.01 0.79 0.04 2.36 0.803
C-05 0.98 0.00 0.00 0.27 0.64 0.01 0.64 0.02 1.48 0.656
EPA SWMM 5.2.4 Page 9
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
C-06
C-07
C-08
C-OS-1
C-OS-2
C-OS-3
C-OS-4
C-OS-S
C-OS-6
C-OS-7
C-OS-8
C-OS-9
EX-SITE
******************
Node Depth Summary
******************
� •:
� •:
� •:
� •:
� •:
� •:
� •:
� •:
� •:
� •:
� •:
� •:
� •:
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
00
00
00
00
00
00
00
00
00
00
00
00
00
0
0
0
0
0
0
0
0
0
0
0
0
0
50 0.43
05 0.83
83 0.20
46 0.48
76 0.20
75 0.21
42 0.51
69 0.26
58 0.37
74 0.22
64 0.31
73 0.22
96 0.02
-------------------------------------------------------------
Average Maximum Maximum TimE
Depth Depth HGL Occ
Node Type Feet Feet Feet day:
-------------------------------------------------------------
J-SDI A-1-2 JUNCTION 0.38 2.80 4935.89 �
J-SDI-A-1-4 JUNCTION 0.02 0.66 4936.09 c
J-SDI-A-1-5 JUNCTION 0.01 0.32 4938.74 c
J-SDI B-1 JUNCTION 0.27 2.27 4935.71 l
J-SDI C-3 JUNCTION 0.01 0.31 4938.61 (
J-SDI-C-1 JUNCTION 0.02 0.87 4936.95 l
J-SDI-C-3-1 JUNCTION 0.03 0.86 4936.86 c
J-SDI-D-1.5.1 JUNCTION 0.26 2.21 4935.68 l
J-SDMH A1-1 JUNCTION 0.60 3.26 4935.71 (
J-SDMH A-1-3 JUNCTION 0.05 1.23 4936.09 l
J-SDMH A-2 JUNCTION 0.09 1.01 4932.32 (
J-SDMH A-3-IN JUNCTION 0.89 3.82 4935.62 l
J-SDMH A-3-OUT JUNCTION 0.08 0.88 4932.68 c
J-SDMH A-4 JUNCTION 0.83 3.76 4935.68 l
J-SDMH C-1 JUNCTION 0.03 0.95 4936.78 c
J-SDMH D-1.2 JUNCTION 0.35 2.53 4935.68 l
J-SDMH D-1.3 JUNCTION 0.48 2.93 4935.68 (
--------------------
� of Max Reported
:urrence Max Depth
> hr:min Feet
--------------------
l 01:08 2.79
l 01:06 0.65
l 00:42 0.31
l 01:09 2.27
l 00:43 0.31
l 00:45 0.87
l 00:45 0.86
l 01:09 2.21
l 01:09 3.25
l 01:06 1.22
l 01:10 1.01
l 01:10 3.82
l 01:10 0.88
l 01:10 3.75
l 00:45 0.95
l 01:09 2.53
l 01:09 2.93
03
00
13
Ol
Ol
01
02
02
Ol
01
02
01
00
43
83
13
48
20
21
51
26
37
22
31
22
02
00
05
O1
Ol
00
00
01
00
00
00
00
00
01
39
68
84
54
12
33
69
29
23
18
14
25
88
445
854
135
487
206
215
519
265
374
222
317
227
020
EPA SWMM 5.2.4 Page 10
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
J-SDMH D1.5
J-SDMH D1.6
J-SDZ-CHAMB N
J-SDZ-CHAMB S
J-STMH-D-1.1
POC RD-D-2.1
POC RD-D-2.2
RD-4-A
RD-4-B
RD-4-C
RD-4-D
RD-S-A
RD-S-B
RD-A-1-A
RD-A-1-B
RD-A-1-D
RD-ANT-1-B
RD-ANT-1-C
RD-AR-1-A
RD-AR-1-B
RD-AR-1-C
RD-CHASE
RD-SDI-A-1-4
RD-SDI-A-1-5
RD-SDI A1-2
RD-SDI-B-1
RD-SDI-C-1
RD-SDI-C-3-1
RD-SDI-C-3A
RD-SDI-D-1.5.1
SDMH D.2.1
SDMH D.2.2
OUT-EAST
OUT-EX-SITE
OUT-N
OUT-POND
OUT-SE
OUT-SW
POND-G
RD-SOUTHPARKING
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
STORAGE
STORAGE
0.65
0.45
0.82
0.64
0.57
0.01
0.00
0.00
0.01
0.01
0.01
0.00
0.01
0.01
0.01
0.01
0.00
0.00
0.00
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.18
0.03
0.01
0.00
0.00
0.08
0.00
0.01
0.14
0.01
3.35
2.86
3.73
3.35
3.16
0.57
0.00
0.00
0.16
0.17
0.16
0.14
0.21
0.20
0.21
0.19
0.14
0.10
0.12
0.20
0.21
0.06
0.11
0.15
0.20
0.12
0.18
0.16
0.13
0.19
1.87
0.85
0.10
0.00
0.00
0.39
0.00
0.20
1.54
0.22
4935
4935
4935
4935
4935
4935
4936
4937
4941
4943
4940
4939
4938
4943
4940
4940
4943
4941
4941
4938
4936
4937
4941
4942
4939
4938
4939
4940
4942
4937
4935
4935
4940
4936
4946
4928
4936
4936
4929
4937
68
68
68
68
68
68
71
50
97
27
12
13
55
23
63
36
14
10
12
20
21
28
24
71
20
26
28
59
21
19
68
68
10
00
00
39
00
10
94
23
Ol
01
Ol
Ol
Ol
01
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
Ol
Ol
00
00
00
00
00
00
02
00
10
10
09
09
10
09
00
00
44
40
42
41
42
40
43
43
41
44
41
45
51
40
45
41
46
44
45
43
42
42
09
09
44
00
00
53
00
51
21
41
35
85
73
34
16
57
00
00
16
17
16
13
20
20
21
19
13
10
11
20
21
06
11
15
19
12
18
16
13
19
87
85
10
00
00
39
00
20
54
22
EPA SWMM 5.2.4 Page 11
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
J-SDI A-1-2
J-SDI-A-1-4
J-SDI-A-1-5
J-SDI B-1
J-SDI C-3
J-SDI-C-1
J-SDI-C-3-1
J-SDI-D-1.5.1
J-SDMH A1-1
J-SDMH A-1-3
J-SDMH A-2
J-SDMH A-3-IN
J-SDMH A-3-OUT
J-SDMH A-4
J-SDMH C-1
J-SDMH D-1.2
J-SDMH D-1.3
J-SDMH D1.5
J-SDMH D1.6
J-SDZ-CHAMB N
J-SDZ-CHAMB S
J-STMH-D-1.1
POC RD-D-2.1
POC RD-D-2.2
RD-4-A
RD-4-B
RD-4-C
RD-4-D
RD-5-A
RD-5-B
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.28
0.00
1.48
0.00
9
1
1
1
0
2
2
2
10
6
4
4
4
10
4
1
1
3
0
8
7
1
0
0
0
1
2
2
1
1
20
81
15
32
97
42
27
61
31
43
24
26
25
20
64
68
30
61
14
79
47
72
04
00
00
48
28
46
48
36
00
00
00
00
00
00
00
00
00
00
01
Ol
01
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
46
44
41
44
42
45
43
42
45
45
10
09
10
45
45
51
48
46
41
45
45
50
59
00
00
41
40
43
40
41
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.0356
0
0.0179
0
0.164
0.0383
0.0268
0.0194
0.0209
0.0319
0.0496
0.048
0.185
0.12
0.179
0.181
0.179
0.257
0.0815
0.0235
0.018
0.0487
000732
0.115
0.0623
0.0243
000172
0
0
0.0194
0.0356
0.0319
0.0179
0.0179
-0
0
-0
-0
-0
0
-0
0
0
0
0
-0
-0
0
-0
0
-0
1
25
0
-1
0
0
0
0
0
-0
-0
-0
0
048
013
048
246
005
011
000
334
000
183
012
258
013
012
046
000
854
409
639
306
557
198
O11
000 gal
000 gal
138
062
071
092
051
EPA SWMM 5.2.4 Page 12
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
RD-A-1-A
RD-A-1-B
RD-A-1-D
RD-ANT-1-B
RD-ANT-1-C
RD-AR-1-A
RD-AR-1-B
RD-AR-1-C
RD-CHASE
RD-SDI-A-1-4
RD-SDI-A-1-5
RD-SDI A1-2
RD-SDI-B-1
RD-SDI-C-1
RD-SDI-C-3-1
RD-SDI-C-3A
RD-SDI-D-1.5.1
SDMH D.2.1
SDMH D.2.2
OUT-EAST
OUT-EX-SITE
OUT-N
OUT-POND
OUT-SE
OUT-SW
POND-G
RD-SOUTHPARKING
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
OUTFALL
STORAGE
STORAGE
**********************
Node Surcharge Summary
**********************
2.67
2.36
0.00
0.57
0.00
0.54
0.94
0.29
0.39
0.00
0.00
0.00
0.00
0.00
2.66
0.00
0.00
0.00
0.00
0.00
0.88
0.12
0.00
0.18
0.00
0.90
2.68
2
2
2
0
0
0
1
1
0
1
2
2
1
2
3
2
2
0
0
0
0
0
1
0
0
5
2
67
87
86
57
49
54
38
20
39
44
65
90
35
47
78
26
64
46
22
46
88
12
00
18
98
26
68
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
O1
00
00
00
00
00
00
01
00
40
43
43
40
42
40
40
47
40
44
40
44
42
42
42
40
40
57
00
44
40
40
53
40
51
10
40
0.0461
0.0351
0
0.00603
0
0.00599
0.00976
0.00282
0.00371
0
0
0
0
0
0.0459
0
0
0
0
0
0.00922
0.00122
0
0.00179
0
0.00993
0.0477
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
J-SDI A-1-2 JUNCTION 6.70 1.303 9.197
J-SDI B-1 JUNCTION 4.46 0.773 9.727
0.0461
0.0429
0.043
0.00603
0.00608
0.00599
0.0158
0.0189
0.00371
0.0194
0.0462
0.0431
0.0179
0.0319
0.0606
0.0356
0.0477
0.00338
0.000696
0.00603
0.00922
0.00122
0.187
0.00179
0.0186
0.204
0.0477
-0
-0
-0
-0
0
-1
-1
1
-0
0
-0
0
-0
0
-0
0
-0
-0
0
0
0
0
0
0
0
0
-0
026
106
155
717
723
069
494
650
013
248
066
164
021
056
015
076
002
191
126
000
000
000
000
000
000
013
015
EPA SWMM 5.2.4 Page 13
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
J-SDMH A1-1
J-SDMH A-4
J-SDMH D-1.2
J-SDMH D-1.3
J-SDMH D1.5
J-SDMH D1.6
J-STMH-D-l.l
RD-4-A
SDMH D.2.1
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
JUNCTION
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
7
11
6
8
8
8
10
60
1
39
21
12
73
16
25
43
00
54
1.255
1.759
1.026
1.426
1.345
1.357
1.655
0.000
0.368
8
8
9
9
8
9
8
12
10
745
241
474
074
655
143
845
000
132
------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
------------------------------------------------------------------------------------------------
POND-G 0.362 0.1 0.0 8.4 7.865 1.8 0 02:21 1.15
RD-SOUTHPARKING 0.001 0.0 0.0 0.0 0.043 0.0 0 00:41 2.64
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
OUT-EAST 6.37 0.09 0.46 0.006
EPA SWMM 5.2.4 Page 14
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
OUT-EX-SITE 5.89 0.14 0.88 0.009
OUT-N 4.21 0.03 0.12 0.001
OUT-POND 48.26 0.25 1.00 0.187
OUT-SE 4.54 0.03 0.18 0.002
OUT-SW 9.68 0.16 0.98 0.019
-----------------------------------------------------------
System 13.16 0.70 2.79 0.224
********************
Link Flow Summary
********************
-----------------------------------------------------------------�
Maximum Time of Max Maximum P
�Flow� Occurrence �Veloc� ]
Link Type CFS days hr:min ft/sec ]
-----------------------------------------------------------------�
A-3-WEIR CONDUIT 4.07 0 01:10 2.04 1
GT-A-1-A CONDUIT 2.65 0 00:40 1.70 (
GT-A-1-B CONDUIT 1.44 0 00:44 1.63 1
GT-A-1-C CONDUIT 1.48 0 00:41 1.26 (
GT-A-1-C-1 CONDUIT 0.76 0 00:45 0.61 1
GT-A-1-D CONDUIT 2.86 0 00:43 1.44 �
GT-A-1-F CONDUIT 2.90 0 00:44 1.79 1
GT-A2-1-A CONDUIT 2.64 0 00:40 1.12 (
GT-A-B CONDUIT 0.00 0 00:00 0.00 (
GT-AR-A CONDUIT 0.48 0 00:41 0.85 (
GT-AR-B CONDUIT 1.07 0 00:47 1.07 (
GT-AR-C CONDUIT 0.98 0 00:51 0.90 (
GT-B-1-A CONDUIT 1.36 0 00:41 0.91 (
GT-B-1-B CONDUIT 1.35 0 00:42 1.95 (
GT-C-1-A CONDUIT 2.26 0 00:40 1.97 (
GT-C-1-B CONDUIT 1.20 0 00:42 1.07 (
GT-C-1-C CONDUIT 2.46 0 00:43 1.87 (
GT-C-1-D CONDUIT 2.47 0 00:42 1.98 (
GT-C-B CONDUIT 0.00 0 00:00 0.00 (
GT-INT-B CONDUIT 0.49 0 00:42 1.33 (
GT-INT-C CONDUIT 0.46 0 00:44 1.60 (
P-A-1 CONDUIT 1.15 0 00:42 3.72 (
P-A-2 CONDUIT 1.79 0 00:45 2.55 c
Zax/ P
�ull I
� low DE
).04 (
1.00 (
).00 (
1.00 (
).00 (
1.00 (
).00 (
1.01 (
).00 (
1.00 (
).Ol (
1.01 (
).00 (
1.00 (
).00 (
1.00 (
).00 (
).00 (
).00 (
).00 (
).00 (
).10 (
).15 (
1ax/
'ull
�pth
l.11
1.12
1.09
1.10
1.10
1.13
1.13
1.13
1.03
1.15
1.20
1.21
1.12
l.11
1.10
1.10
l.11
l.11
1.07
1.12
1.10
1.30
1.63
EPA SWMM 5.2.4 Page 15
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
P-A-3
P-A-4
P-A-5
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-C-C
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
P-E-UD
P-F-1
P-Z-POND-OUT
SW-B-P
SW-CHASE
A-3-LF
SDI Al-2
SDI B-1
SDI C-3
SDI-A-1-4
SDI-A-1-5
SDI-C-1
SDI-C-3-1
SDI-D-1.5.1
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
CONDUIT
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
*********+****************+
6.41
9.17
10.20
4.14
4.24
4.23
1.31
0.97
2.22
2.42
4.64
1.72
1.68
1.30
1.24
0.33
2.64
0.46
0.22
0.00
0.04
8.50
3.46
4.09
0.35
0.75
1.00
0.00
0.39
0.18
2.79
1.32
0.97
0.68
1.15
2.42
1.30
2.61
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00:46
00:46
00:45
01:09
01:10
01:11
00:44
00:43
00:45
00:45
00:45
00:50
00:51
00:48
00:48
00:38
00:42
00:57
01:00
00:00
00:59
00:45
00:46
00:45
00:42
01:10
00:53
00:00
00:40
00:59
00:46
00:44
00:42
00:45
00:41
00:45
00:43
00:42
4
5
3
1
2
3
1
1
2
2
3
0
2
2
0
0
4
0
0
0
0
3
4
0
1
1
2
0
1
14
19
85
32
90
25
42
72
36
17
99
97
95
08
91
41
12
48
26
00
10
47
17
20
79
88
71
00
68
70
01
17
33
33
35
17
09
30
46
63
10
17
09
08
03
15
04
02
00
02
78
18
01
78
19
15
00
00
1
1
1
1
0
0
1
0
0
0
0
1
1
1
1
1
1
1
0
0
1
1
1
0
1
0
0
0
0
1
0
0
00
00
00
00
47
43
00
39
60
61
63
00
00
00
00
00
00
00
91
64
00
00
00
91
00
28
65
00
03
00
39
24
0.36
0.37
EPA SWMM 5.2.4 Page 16
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
Flow Classification Summary
***************************
Conduit
A-3-WEIR
GT-A-1-A
GT-A-1-B
GT-A-1-C
GT-A-1-C-1
GT-A-1-D
GT-A-1-F
GT-A2-1-A
GT-A-B
GT-AR-A
GT-AR-B
GT-AR-C
GT-B-1-A
GT-B-1-B
GT-C-1-A
GT-C-1-B
GT-C-1-C
GT-C-1-D
GT-C-B
GT-INT-B
GT-INT-C
P-A-1
P-A-2
P-A-3
P-A-4
P-A-5
P-A-6
P-A-7
P-A-8
P-B-1
P-C-A
P-C-B
P-C-C
Adjusted
/Actual
Length
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
Up
Dry Dry
0.96
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.00
0.00
0.00
0.00
0.15
0.00
0.00
0.00
0.00
0.01
0.01
0.01
0.01
0.01
0.00
0.00
0.00
00
00
00
11
71
00
00
00
00
00
00
00
00
00
00
14
11
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
Ol
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Fraction of Time in Flow Class ----------
Down Sub Sup Up Down Norm Inlet
Dry Crit Crit Crit Crit Ltd Ctrl
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0
0
0
0
0
1
0
1
0
1
1
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
0
00
82
91
88
29
00
69
00
00
00
00
00
00
92
56
80
88
76
00
99
82
89
99
99
99
99
99
99
00
99
00
00
99
0.00
0.17
0.08
0.00
0.00
0.00
0.31
0.00
0.00
0.00
0.00
0.00
0.00
0.08
0.43
0.00
0.01
0.24
0.00
0.00
0.03
0.10
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
0.00
0.00
00
00
O1
99
99
97
00
00
00
98
56
91
99
00
00
00
98
01
00
40
95
66
98
91
10
58
53
97
00
37
99
78
98
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
EPA SWMM 5.2.4 Page 17
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
P-C-D
P-D-1-A
P-D-1-B
P-D-1-C
P-D-1-D
P-D-1-E
P-D-1-F
P-D-2-A
P-D-2-B
P-D-2-C
P-D-2-D
P-E-1-N
P-E-1-5
P-E-CHAMB
P-E-UD
P-F-1
P-Z-POND-OUT
SW-B-P
SW-CHASE
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
*************************
Conduit Surcharge Summary
*************************
o.00
0.01
0.60
0.63
0.00
0.00
0.00
0.70
0.79
0.90
0.79
0.01
0.00
0.01
0.01
0.95
0.51
1.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00
59
10
06
63
64
00
10
11
10
14
00
00
54
00
00
00
00
00
o.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00
40
30
30
37
36
99
21
10
00
07
99
99
46
99
00
49
00
00
o.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
o.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.00
0.00
1.00
97
59
69
69
63
64
74
79
90
00
93
53
00
38
53
00
64
00
00
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
P-A-3 0.01 0.01 6.70 0.01 0.01
P-A-4 6.64 6.70 11.00 0.03 0.15
P-A-5 7.40 7.40 11.20 0.01 0.01
P-A-6 11.20 11.20 12.18 0.01 0.01
P-B-1 4.46 4.46 11.00 0.01 0.01
P-D-1-A 10.43 10.43 15.46 0.01 0.01
P-D-1-B 6.12 6.12 10.43 0.01 0.01
P-D-1-C 6.12 6.12 8.73 0.01 0.01
P-D-1-D 8.73 8.73 11.91 0.01 0.01
P-D-1-E 8.25 8.25 11.91 0.01 0.01
P-D-1-F 4.32 4.32 11.91 0.01 0.01
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
00
EPA SWMM 5.2.4 Page 18
P-D-2-A
P-D-2-B
P-D-2-D
P-E-1-N
P-E-1-5
P-E-UD
P-Z-POND-OUT
Analysis begun on:
Analysis ended on:
Total elapsed time
1.54
0.01
0.01
10.95
8.16
24.50
0.01
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
1.54
0.01
0.01
10.95
8.16
24.50
0.81
6.12
1.54
59.02
11.20
8.17
25.75
0.01
0.01
0.01
0.01
0.01
0.18
0.24
0.01
0.01
0.01
0.01
0.14
5.94
0.01
0.01
Tue Apr 30 14:07:31 2024
Tue Apr 30 14:07:33 2024
00:00:02
EPA SWMM 5.2.4 Page 19
�
Clvl��/OI'X
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
APPENDIX C
• WATER QUALITY AND LID CALCULATIONS & MAP
• LID Design Tool Outlet
c
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Prqece: Bloom Filing 1
easin ID: Pond G
W�CV Desiqn Volume Ilnputl:
Catchment Imperviousness, Ia = 90.0 percent
CatchmeM Area, A= 19.50 acres Diameter of holes, D= 1.593 inches
Depth at W�CV outlet above lowest perforation. H= 3.75 feet Number of holes per row, N= 1
Vertical distance between rows, h= 4.00 inches OR
Number of rows, NL = 11.00
Orifice discharge coefficient, C� = 0.65 HeigM of slot, H= inches
Slope of Basin Trickle Channel, S= 0.008 ft 1 ft Width of slot. W= inches
Time to Orein the Pond = 40 hours
0 0 o Perforated
Watershed Desinn Information Ilnputl: ��- p[���
O O O
Percent Soil Type A= 0 % � o � � o O !'2'amples
Percent Soil Type B= 0 % o 0 0 �� c
Percent Soil Type C/D = 100 % -
Outlet Desiqn Information IOutoutl: o o O o � p
4..
Water Quality Capture Volume, WQCV = 0.401 watershed inches
Water Quality Capture Volume (WQCV) __ 0.652 acre-feet
Design Volume (WQCV / 12' Area' 1.2) Vol = 0.782 acre-feet
Outlet area per row, Ao = 1.08 square inches
Total opening area at each row based on user-input above, Ao = 1.99 square inches
Total opening area at each row based on user-input above, Ao = 0.014 square feet
��� ° � �o°� �,��, T
Central Elevations of Rows of Holes in feet
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 ftow 11 ftow 12 Row 13 Row 14 ftow 15 ftow 16 Row 17 Row 18 ftow 19 ftow 20 Row 21 Row 22 ftow 23 ftow 23
4929.00 4929.33 I 4929.67 4930.00 � 4930.33 �, 4930.67 �, 4931.00 4931.33 I 4931.67 �. 4932.00 � 4932.33 I I I I I , I I I , I I
� Collection Capacity for Each Row of Holes in cfs � � � � �
aszs.00 o.0000 o.0000 I o.0000 o.0000 o.0000 I o.0000 o.0000 o.0000 I o_0000 o.0000 o.0000
aszsso o.os�� o.ozsa I o.0000 o.0000 o.0000 I o.0000 o.0000 o.0000 I o.0000 o.0000 o.0000
4930.00 0.0722 0.0591 I 0.0415 0.0000 0.0000 I 0.0000 0.0000 0.0000 I 0.0000 0.0000 0.0000
4930.50 0.0885 0.0781 I 0.0658 0.0511 0.0298 � 0.0000 0.0000 0.0000 I 0.0000 0.0000 0.0000 � I
- :-.- .. . ____ _ __. . .-. __-._ . _- .
4931.00 0.1022 0.0933 I 0.0833 0.0722 0.0591 0.0415 0.0000 0.0000 I 0.0000 0.0000 0.0000
4931.50 0.1142 0.1064 I 0.0977 0.0885 0.0781 0.0658 0.0511 0.0298 I 0.0000 0.0000 0.0000 I
4932.00 0.1251 0.1180 I 0.1103 0.1022 0.0933 � 0.0833 0.0722 0.0591 I 0.0415 0.0000 0.0000 I
4932.50 0.1351 0.1286 I 0.1215 0.1142 0.1064 � 0.0977 0.0885 0.0781 I 0.0658 0.0511 0.0298 I
-:-_____ . -- _ .- __ ..___-.
4933.00 0.1445 0.1384 I 0.1316 0.1251 0.1180 0.1103 0.1022 0.0933 I 0.0633 0.0722 0.0591
4933.50 0.1532 0.1475 I 0.1414 0.1351 0.1286 0.1215 0.1142 0.1064 I� 0.0977 0.0885 0.0781 I
4934.00 0.1615 0.1561 I 0.1503 0.1445 0.1384 � 0.1318 0.1251 0.1180 I 0.1103 0.1022 0.0933
4934.50 0.1694 0.1642 I 0.1588 0.1532 0.1475 � 0.1414 0.1351 0.1286 I 0.1215 0.1142 0.1064 I
_-�. ___.... ..._ -___.. _.-,. - __ __ .
4935.00 � 0.1769 0.1720 I 0.1668 0.1615 01561 0.1503 0.1445 0.1384 0.1318 0.1251 0.1180 �
4935.50 0.1842 0.1794 0.1744 0.1694 0.1642 0.1588 0.1532 0.1475 II 0.1414 0.1351 0.1286 I
4936.00 0.1911 0.1866 i 0.1817 0.1769 0.1720 � 0.1668 0.1615 0.1561 I 0.1503 0.1445 0.1384
4936.50 0.1978 0.1934 I 0.1888 0.1842 0.1794 0.1744 0.1694 0.1642 I 0.1588 0.1532 01475 I
4937.00 0.2043 0.2001 I 0.1956 0.1911 0.1866 I 0_1617 0.1769 0.1720 I 0_1668 0.1615 01561
4937.50 0.2106 0.2065 I 0.2021 0.1978 0.1934 0.1888 0.1842 0.1794 I 0.1744 0.1694 01642 I
4938.00 0.2167 0.2127 I 0.2085 0.2043 0.2001 0.1956 0.1911 0.1866 I 0.1817 0.1769 01720 I
4938.50 0.2226 0.2187 I 0.2147 0.2106 0.2065 0.2021 0.1978 0.1934 I 0.1888 0.1842 0.1794 I
. _-�. __._ . .-.____-. .
4939.00 0.2284 0.2246 0.2206 0.2167 0.2127 0.2085 0.2043 0.2001 I 0.1956 0.1911 0.1866 I
4939.50 0.2341 0.2304 0.2265 0.2226 0.2187 0.2147 0.2106 0.2065 I� 0.2021 � 0.1978 0.1934 �j
4940.00 0.2396 0.2360 i 0.2322 0.2284 0.2246 0.2206 0.2167 0.2127 I 0.2085 0.2043 0.2001 I
4940.50 0.2450 0.2414 I 0.2377 0.2341 0.2304 0.2265 0.2226 0.2187 I 0.2147 0.2106 0.2065 I
4941.00 0.2502 0.2468 I 0.2431 0.2396 0.2360 0.2322 0.2284 0.2246 I 0.2206 0.2167 0.2127
4941.50 0.2554 0.2520 I 0.2485 0.2450 0.2414 0.2377 0.2341 0.2304 I 0.2265 0.2226 0.2187 I
4942.00 0.2604 0.2571 i 0.2536 0.2502 0.2468 0.2431 0.2396 0.2360 I 0.2322 0.2284 0.2246
4942.50 0.2654 0.2621 I 0.2587 0.2554 0.2520 0.2485 0.2450 0.2414 I 0.2377 0.2341 0 2304 I
4943.00 0.2703 0.2671 I 0.2637 0.2604 0.2571 0.2536 0.2502 0.2468 I 0_2431 0.2396 0.2360 �
4943.50 0.2751 0.2719 I 0.2686 0.2654 0.2621 0.2587 0.2554 0.2520 I 0.2485 0.2450 0.2414 I
4944.00 0.2798 0.2767 0.2734 0.2703 0.2671 0.2637 0.2604 0.2571 0.2536 0.2502 0.2468 I
4944.50 0.2844 0.2813 0.2782 0.2751 0.2719 0.2686 0.2654 0.2621 0.2587 0.2554 0.2520 I
4945.00 0.2889 0.2859 0.2828 0.2798 0.2767 0.2734 0.2703 0.2671 0.2637 0.2604 0.2571
4945.50 0.2934 0.2905 0.2874 0.2844 0.2813 0.2782 0.2751 0.2719 0.2686 0.2654 0.2621 I
4946.00 0.2978 0.2949 0.2919 0.2889 0.2859 0.2828 0.2798 0.2767 0.2734 0.2703 0.2671
4946.50 i 0.3022 0.2993 0.2963 0.2934 0.2905 0.2874 0.2844 0.2813 0.2782 0.2751 0.2719 I
4947.00 I 0.3065 0.3036 . 0.3007 0.2978 0.2949 0.2919 0.2889 0.2859 0.2828 0.2798 0.2767 �I
4947.50 � 0.3107 0.3079 I 0.3050 0.3022 0.2993 0.2963 0.2934 0.2905 I� 0.2874 0.2844 0.2813
4948.00 I 0.3149 0.3121 I 0.3093 � 0.3065 0.3036 0.3007 0.2978 0.2949 I 0.2919 0.2889 0.2859 �I
4949.00 0.3230 � 0.3204 II 0.3176 0.3149 0.3�121 � 0.309�3 0.3065 0.3036 II 0.3007 0.2978 0.2949 �I� �I I �I �I
4949.50 0 3271_ 0.3244 0.3217 0.3190 0.3163 0.3135 0.3107 0.3079 I 0.3050 0.3022 0.2993 � I� . I � I I� . I � I� . I � I
4950.00 � 0.3310 0.3284 0.3257 � 0.3230 0.3204 0.3176 0.3149 0.3121 I 0.3093 0.3065 0.3036 � I I I I I I I I I
4950.50 . 0.3349 � 0.3324 0.3297 0.3271 0.3244 � 0.3217 0.3190 0.3163 I 0.3135 , 0.3107 0.3079 I� , I � I , I � I , I � I
Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Override Overtide Override Override Override
Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area Area
£
Flow
0.17 I
0.31
0.45
0.63
0.81
1.02
1.18
1.31
1.43
1.54
1.fi4
1.74
1.83
2.07
2.15
2.22
2.29
2.36
2.42
2.49
2.55
2.61
2.67
2.84
2.90
2.95
3.01
3.06
3.11
3.16
3.21
I 3.26
3.31
3.35
3.40
3 45
3.49
HFH22_Pond G WaCV_F1 Amentlment.xls, WQCV 5/8/2023, 3:44 PM
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Prqect: Bloom F
easin ID: Pond G
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
asso.oc
asas.oc
>
d
d
d
�', asao.oc
d
rn
m
y
4935.0(
4930.0(
noot nr
Discharge (cfs)
HFH22_Pond G WaCV_F1 Amentlment.xls, WQCV 5/8/2023, 3:44 PM
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: Bloom Filing 1
Basin ID: Pond G Restrictor Plate
�
0
0
]� �.� -
— -; �
(\.. / _ \ �—o 0
o / \ o 0
Y�
Sizinq the Restrictor Plate for Circular Vertical Orifices or Pipes (lnput)
Water Surface Elevation at Design Depth
Pipe/Vertical Orifice Entrance Invert Elevation
Required Peak Flow through Orifice at Design Depth
Pipe/Vertical Orifice Diameter (inches)
Orifice Coefficient
Full-flow Capacity (Calculated)
Full-flow area
Half Central Angle in Radians
Full-flow capacity
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416)
Flow area
Top width of Orifice (inches)
Height from Invert of Orifice to Bottom of Plate (feet)
Elevation of Bottom of Plate
Resultant Peak Flow Through Orifice at Design Depth
Width of Equivalent Rectangular Vertical Orifice
Centroid Elevation of Equivalent Rectangular Vertical Orifice
Elev: WS =
Elev: Invert =
Q=
Dia =
Co =
#1 Vertical #2 Vertical
Orifice Orifice
7.98
0.00
13.51
18.0
0.65
Af= 1.77
Theta = � 3.14
Qf = I� 24.8
Percent of Design Flow =� 183%
Theta =
Ao =
To =
Yo =
Elev Plate Bottom Edge =
Qo =
� 1.62
I� 0.94
17.98
0.79
� 0.79
13.5
Equivalent Width = 1.19
Equiv. Centroid EI. _� 0.40
HFH22 Pond G WQCV F1 Amendment.xls, Restrictor Plate 5/8/2023, 3:42 PM
Bloom Multi-Family
LID Summary
CATCHMENTS Area % Acres
Acres Impery Impery
1 2.296 83 % 1.91
2 1.769 83 % 1.47
3 2.181 87% 1.91
4 1.646 88 % 1.44
5 1.030 71 % 0.73
6 0.314 46% 0.14
7 2.105 94% 1.98
8 2.387 23 % 0.55
OS-1 0.464 52% 0.24
OS-2 0.224 21 % 0.05
OS-3 0.579 22 % 0.13
OS-4 0.506 55% 0.28
OS-5 0.400 27 % 0.11
OS-6 0.275 40% 0.11
OS-7 0.303 23 % 0.07
OS-8 0.164 33% 0.05
OS-9 0.464 24 % 0.11
TOTAL 17.109 11.271
TOTAL TO OS-5 15.903 692726.2
PERVIOUS TOTAL 5.838 254,324
PERVIOUS ONSITE 5.132 223,536
GLOBAL % 65.9% 490,952 201,658
ON-SITE 67.7% 469,190 223,420
IMPERVIOUS AREA 11.271 ACRES
REQUIRED TO LID 8.453 368,214 SF
Actual to LID 9.428 410,665 SF
Difference -0.975
Actual % to LID 83.6%
Runoff Coefficients and % Impervious for Chamber System
Areas
Roof�'� Asphalt Walks"� Gravel�l� lawns�l� Com osite
Total Total %I = 90% %I = 100% %I = 90% �I =40% %1=2% Im ery ousness NRCS Soil Composite Runoff Coefficients �Z�
Basin Design Pt. p
(��) TYPe
acres sf sf sf sf sf sj CZ Cs �io �zs �so �ioo
Existin� Basins
0.0 0 - - - - - - -
Onsite Total 0.0 0 0 0 0 0 0 - - - - - - -
Proposed Basins
Proposed5itetoCham6ers WQChambers 8.453 368214 128875 202518 36821 0 0 95.5% C/D 0.950 0.950 0.950 1.000 1.000 1.000
0 - - - - - - -
Onsite Total 8.45 368214 128875 202518 36821 0 0 95.5% 0.950 0.950 0.950 1.000 1.000 1.000
Notes:
(1) Recommended % Imperviousness Values from USDCM Vol 1- Ch 5- Table RO-3. Increased Lawns from 0% to 2% Impervious. 8.45
(2) Runoff C is based on %I, UDFCD Eq RO-7 and mrrection factors in Table RO-4.
(3) Impervious area assumed to be 2500 s.f. of roof and 500 s.f. of driveway per single family and twin home lot.
Calculations by: KWH
Date: 4/28/2024 D:�Civilworx�CivilWorx Dropbox�CivilWorx�Projec[s�2022�C22026- Bloom Multi Fomily�06_Design�Repor[s�Droinoge�C22026 - Bloom WQ Cfiamber5izing.xlsm
Runoff Coefficients and % Impervious for Chamber System
Initial Overland Plow Time (t;) Travel/Channelized Time of Flow (t,) t� Check for Urbanized Basins
t.+t �a)
Initial Total Final t�
Basin DesignPt. Area ii� Length Slope t��� Length Slope Velociry"� t,�a� Checkt�? t��`�
Ground C; C, Length
acres TYpe Jt % min Jt % fps min min Urban? ft min min
0
Existing Basins 0.00 0.0 - - - - - - - -
0.0 - - - - - - - -
Proqosed Basins
Proposed Site to Chambers WQ Chambers 8.5 Paved 0.90 115 2 3.1 1126 0.85 20 1.8 10.2 13.2 Yes 1241 17 13
Notes:
�° C; based initial ground type and Table RO-�
���t, _[I.8( I.1-C;)L�""]/S�", S= slope in %, L=lengh of overland flow (400' maxl
"�V=C„S°��, S=watercourse slope in ft/ft, UDFCD F.quation RO-4
"�t,=L/( V*60 sec/min)
"'t, check ( for urban or developed areas only) = total length/180 + 10
u;�mui t, _? inin
Tabla RO-2—Conveyance Coef(icient, C,
Calculations by: KWH
Date:4/28/2024
Typo of Land Surfaco Cornoyance CoefiicionL <
Heavy moadow 2.5
Tillage+fiold 5
Short pasture and lawns 7
Ncarly bare ground 10
Grassed waterway 15
Paved areas antl s�ailow paved swales 20
D:�Civilworx�CivilWorx Dropbox�CivilWorx�Projec[s�2022�C22026- Bloam Multi Family�06_Design�Repar[s�Drainage�Q2026 - Blaom WQ Cfiamber5izing.xlsm
Runoff Coefficients and % Impervious for Chamber System
Final Runoff Coefficients Rainfall Intensity Peak Discharge
Basin Design Pt. Area
t �6� I Q
� �
acre min in/hr cfs
Proposed Basins
Proposed Site to WQ Chambers 8.5 13 0.950 1.04 8.37
Chambers
Totals 8.37
Calculations by: KWH
Date: 4/28/2024 D:�Civilworx�CivilWorx Dropbox�CivilWorx�Projects�2022�C22026 - Bloom Multi Family�06 Design�Reports�Drainage�C22026 - Bloom WQ Chamber Sizing.xlsm
Runoff Coefficients and % Impervious for Chamber System
Required Onsite Water Quality Capture Volume
Area (acres) Area Watershed WQCV* (cf)
Basin %I
(sf) (acres) (inches) (Extended Detention)
Proposed 368,214 8.453 96°a ,
Site 0.45 16 650
Total 16,650 0.382 SF
* based on 40 hr storage and additional 20% for extended detention
Calculations by: KWH
Date: 4/28/2024 D: �Civilworx�CivilWorx Dropbox�CivilWorx�Projects�2022�C22026 - Bloom Multi Family�06_Design�Reports�Drainage�C22026 - Bloom WQ Chamber Sizing.xlsm
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SCALE: 1" = 60'
VERTIGAL 1" = 60'
HOftIZONTAL: 1"=60'
PROPOSED LAYOUT CONCEPTUAL ELEVATIONS: �INVERT ABOVE BASE OF CHAMBER
91 STORMTECH MC-3500 CHAMBERS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 12.50 PART TYPE TEM O DESCRIPTION INVERT MAX FLOW UNDERDRAIN DETAIL MC-3500 TECHNICAL SPECIFICATION
14 STORMTECH MC-3500 END CAPS MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 6.50 LAYOU
24" BOTTOM CORED END CAP, PART#: MC35001EPP24BC / TYP OF ALL 24" BOTTOM NTS NTS z
12 STONE ABOVE (in) MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 6.00 PREFABRICATED END CAP A 2.06" STORMTECH STORMTECH
CONNECTIONS AND ISOLATOR PLUS ROWS VALLEY 86.0" (2184 mm) C�
g STONE BELOW (in) MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT): 6.00 18" BOTTOM CORED END CAP, PART#: MC35001EPP186C / TYP OF ALL 18" BOTTOM CHAMBERS STORMTECH CHAMBER STIFFENING RIB CREST � INSTALLED cn
40 STONE VOID MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 6.00 PREFABRICATED END CAP B 177" END CAP i' i_ W
CONNECTIONS w
WSTALLED SYSTEM VOLUME (CF) TOP OF STONE: 5.50 �ti � �
(PERIMETER STONE INCLUDED) TOP OF MG3500 CHAMBER: 4.50 FLAMP C INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMP OUTLET MANIFOLD ���J��" �:,�. CREST WEB J W
17548 MANIFOLD D 18" x 18" BOTTOM MANIFOLD, ADS N-12 1 J7" i ��-'� � i STIFFENING RIB Q H
(COVER STONE INCLUDED) 24" ISOLATOR ROW PLUS INVERT: 0.92 >� ��� i LOWER JOINT -
(BASE STONE INCLUDED) 18" x 18" BOTTOM MANIFOLD INVERT: 0.90 MANIFOLD E 18" x 18" BOTTOM MANIFOLD, ADS N-12 1.77" ���� ��` - CORRUGATION U �
5191 SYSTEM AREA (SF) 18" x 18" BOTTOM MANIFOLD INVERT: 0.90 CONCRETE STRUCTURE F OCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 8.0 CFS OUT ' `� -� �' (/� LL1
315.4 SYSTEM PERIMETER (ft) gOT OM OF, MC 3500 CHOAMBERRT: 0�_90 �JVNE1RETE STRUCTURE G (DESIGN BY ENGINEER / PROVIDED BY OTHERS) 20.9 CFS IN I I I II I I�I I � --` �' O ~
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- FOUNDATION STONE
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UNDERDRAIN INVERT: 0.00 UNDERDRAIN H 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAW ` • • • • • • •
BOTTOM OF STONE: 0.00 � BENEATH CHAMBERS - - � � �
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ADS GEOSYNTHETICS 601T �J,J � Z
NON-WOVEN GEOTEXTILE SECTION A-A DUAL WALL UPPER JOINT CORRUGATION �
107.18' I I I I a
PERFORATED ~ O �
HDPE BUILD ROW IN THIS DIRECTION � Q � W
g6.g2' �� STORMTECH �
UNDERDRAIN � � �
- END CAP - 90.0" (2286 mm) � �
- � �� '. � ACTUAL LENGTH Q
_ �; ���' �
- �� �.L ' �
� — — — — — — — — — — — — — — — — — — — — — — — — — - - B B _ ,-- ( 45.0" ) (1143 mm) 22.2�� � �
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= FOUNDATION STONE - INSTALLED � � Z =
� � A - BENEATH CHAMBERS ' � �
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A ADS GEOSYNTHETICS 601T (1956 mm) (1905 mm) � �
I NON-WOVEN GEOTEXTILE Q w W I-
i NOMINAL CHAMBER SPECIFICATIONS � _ �
NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER SIZE (W X H X INSTALLED LENGTH) 77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)
4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS SECTION B-B CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m') � U �
X��X 6" (150 mm) TYP FOR SC-740, SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS MINIMUM INSTALLED STORAGE* 175.0 CUBIC FEET (4.96 m') Z
I k WEIGHT 134 Ibs. (60.8 kg) p
, i � 4 UNDERDRAIN DETAIL �(653mm) � o
NOMINAL END CAP SPECIFICATIONS
F SIZE (W X H X INSTALLED LENGTH) 75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)
I �
E- END CAP STORAGE 14.9 CUBIC FEET (0.42 m') O
MINIMUM INSTALLED STORAGE* 45.1 CUBIC FEET (1.28 m') �
H � - C °' o WEIGHT 49 Ibs. (22.2 kg) a
B� � 'ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" SPACING BETWEEN z
,, - p CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY I -
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� - G STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" �
� h,j STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" B �
END CAPS WITH A WELDED CROWN PLATE END WITH "C' _
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
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� � MC35001EPP06T 6" (150 mm 33.21" (844 mm) --- �/'� � j
--- 0.66" (17 mm) �
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� � � � �/ MC35001EPP08T 31.16" (791 mm) --- � a
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� � � � MC35001EPP10T 29.04" (738 mm) --- � .. �
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_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ O�` MC35001EPP12B --- 1.35" (34 mm)
��
` MC35001EPP15T 23.39" (594 mm) CUSTOM PRECORED INVERTS ARE � � Z
A`� MC35001EPP15B 15" (375 mm) ___ 1.50" (38 mm) AVAILABLE UPON REQUEST. � W
v INVENTORIED MANIFOLDS INCLUDE Z
�G� MC35001EPP18TC 20.03" (509 mm) --- 12-24" (300-600 mm) SIZE ON SIZE � �
� MC35001EPP18TW _ ' � (n
� ISOLATOR ROW PLUS `� MC35001EPP18BC 18" (450 mm) AND 15-48" (375-1200 mm) %
1.77" (45 mm) ECCENTRIC MANIFOLDS. CUSTOM � � o
�, �� (SEE DETAIL) ��/ MC35001EPP18BW INVERT LOCATIONS ON THE MC-3500 � ; W
NOTES P MC35001EPP24TC END CAP CUT IN THE FIELD ARE NOT J �
�,��� PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING ��IRTIIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. Q 14.48" (368 mm) --- cn
� x MC35001EPP24TW RECOMMENDED FOR PIPE SIZES
< STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL ' DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD � 24" (600 mm) GREATER THAN 10" 250 mm THE � W
�Y� X; COMPONENTS IN THE FIELD= MC35001EPP24BC � �' I
�< CHAMBER INLET ROWS • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. --- 2.06" (52 mm) INVERT LOCATION IN COLUMN 'B' � � H
- THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR MC35001EPP24BW ARE THE HIGHEST POSSIBLE FOR
DETERMINING MC35001EPP30BC 30" (750 mm) --- 2.75" (70 mm) THE PIPE SIZE. r, >
-- BED LIMITS THE SUITAB�LITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS v �
PROVIDED. NOTE: ALL DIMENSIONS ARE NOMINAL O Q
• NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. � �
O z
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2 MC-3500 TECHNICAL SPECIFICATION m O W Z
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INSPECTION & MAINTENANCE o �
STEP1) INSPECTISOLATORROWPLUSFORSEDIMENT ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS a�
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN AASHTO MATERIAL W~
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT = w
A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG CLASSI FICATIONS O O
A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS 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. FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' ��
( ) PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
B. ALL ISOLATOR PLUS ROWS LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. Q Q
iNsrauFinnnPONza°�soomm�nccessPiPe D N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PART#:MCFu,MP 6.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D' CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. W Z
coveR PiPe coNNecnoN ro eNo cna wiTr+nos 6.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE LAYER
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT ' W�
i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY z _
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE AASHTO M145' -�
sroRMrecH HicH�v RecoMmeNos � -- _� - .,- ,--. _- : 7:- B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. ,, GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR A-1, A-2-4, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER � Z
F�exsroRnn iNsears iN aNvuasrRennn � ,-, V� �. � ---- -- -�---- - �- .-�.;.. -_� -" .- '�- INITIAL FILL: FILL MATERIAL FOR LAYER C STARTS FROM THE TOP OF THE Z O
sTRucTUReswiTHOPeNCRnTes �.'� � EMBEDMENT STONE 'B' LAYER TO 24" 600 mm ABOVE THE TOP OF THE PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN W�
� / STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS � � � � � OR 12" (300 mm) MAX LIFTS TO A MIN. 95°/a PROCTOR DENSITY FOR Z Q
/ A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR U�
/ % B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN LAYER. LAYER. AASHTO M43' PROCESSED AGGREGATE MATERIALS. �(�
f C. VACUUM STRUCTURE SUMP AS REQUIRED
'� nncasoo eNo cnP 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 � W
`i �c in � STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. � w�
� I I EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' � H fn
�'� I II II II I� ij �� II �� II I��, STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. B FOUNDATION STONE ('A' LAYER) TO THE'C LAYER ABOVE. OR RECYCLED CONCRETES 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. U � Q
� I U = �
I�� I� il I I I I �I�'! FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' z3 � H J
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N O T E S A T H E F O O T ( B O T T O M) O F T H E C H A M B E R. O R R E C Y C L E D C O N C R E T E S 3, 3 5 7, 4, 4 6 7, 5, 5 6, 5 7 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. • � � m
----- �
SUMP DEPTH TBD BY 24" (600 mm) HDPE ACCESS PIPE REQUIR �O�
SITE DESIGN ENGINEER
1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS � U
(24" [600 mm] MIN RECOMMENOED) -- �-� � Z _
� I ED USE OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. PLEASE NOTE: O O � J
FACTORV PRECORED END CAP ONE LAYER OF ADSPLUS�25 WOVEN GEOTEXTILE BETWEEN � �
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". -
PART #: MC35001EPP24BC OR MC35001EPP24BW FOUNDATION STONE AND CHAMBERS � � + r + � � � � � �
825'(2-51 m)MIN WIDECONTINUOUSFABRIC WITHOUTSEAMS p. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 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 V�BRATORY COMPACTOR. U Q
MC3500 ISOLATOR ROW PLUS DETAIL 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 � � � � J
"Ts COMPACTION REQUIREMENTS. � � Q
4. O N C E L A Y E R' C' I S P L A C E D, A N Y S O I L/ M A T E R I A L C A N B E P L A C E D I N L A Y E R' D' U P T O T H E F I N I S H E D G R A D E. M O S T P A V E M E N T S U B B A S E S O I L S C A N B E U S E D T O R E P L A C E T H E M A T E R I A L R E Q U I R E M E N T S O F L A Y E R' C' O R' D' A T T H E S I T E D E S I G N E N G I N E E R' S D I S C R E T I O N. '�"'' � �
5. WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS'A' OR'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". � j� - = w
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� INSTALLATIONS WHERE RUTTWG FROM VEHICLES MAYOCCUR, �$" Q Q O
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Q
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� I' �I i i,, MANIFOLD HEADER m�
`� � '���j ' 1 , �� 3. THE S�TE DESIGN ENGWEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION �
� �,I, ''I �l�!, MANIFOLD STUB FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. Q�
G� ��� I�� I�� i I i �� � z w
P � ' ' _ __ __� � 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. �
` _ _ . . . _ _, O
� 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: z�
12" 300 mm • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. \ Q�
� ) � 12" (300 mm) . TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". � w
M I N S E P A R A T I O N M I N I N S E R T I O N \ p Z
• TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ��
ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F/ 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW = Z
COLORS. ~ w
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.
HEET
rj MC-SERIES END CAP INSERTION DETAIL � MC-3500 CROSS SECTION DETAIL � OF �
l 1►� Final Drainage and Erosion Control Report
�V Bloom Multi Family Development
Clvl��/OI'X Fort Collins, CO
APPENDIX D
• Detention Pond Volume excerpt
• Geotechnical Borings
�� 5265 Rnn�d l�agan Blvd., 9aite 210
G a� j O�� �ohnstown, OJ805 0��
Y 970 800 3300 • Call .can
To: Wes Lamarque, PE
City of Fort Collins
From
Date
Re:
Matthew Pepin, PE
Galloway, Inc.
06/20/2023
Bloom Filing 1 Amendment - Drainage Modifications
To Mr. Lamarque,
Memorandum
Bloom Filing 1 required revisions that would include a modified pond, an added pond, and
modifications to associated storm infrastructure. This memorandum is to help provide
information on the changes from the approved Bloom F1 Final Drainage Report for the stated
Amendment.
Pond Modification / Addition
Pond G was initially approved to provide 9.5 ac-ft of volume and release at a rate of 17.6 cfs.
This pond is being split into two separate ponds to allow for increased development within the
piece of land where Pond G initially was planned. Pond G will now be reduced to a volume of
4.8 ac-ft and releasing at 13.5 cfs. A second pond, Pond G1, will be located on the western
part of the site. Pond G1 will provide 5.1 ac-ft of volume and release at 4.4 cfs. This would
increase the amount of total flow existing both ponds from the original by 0.2 cfs. In order to
maintain a maximum of 22.3 cfs releasing into the southern part of the Cooper Slough outfall,
Pond I's flow will be restricted from 0.35 cfs to 0.15 cfs.
Storm Infrastructure
The associated basin that were tributary to the effected modification storm infrastructure are
labeled as A-G1, A-G2,...A-G6. Inlet calculations were added for these basins as well. An
updated StormCAD output for the effected storm lines has been included a part of this memo.
Tailwater conditions were set based on the 100-year WSEL for the major storm event and a
free outfall condition in the minor event. Note: there is HGL surcharging from SD Inlet L1.5
and SD Inlet L1. The HGL at this location is .27 higher than the RIM at the MH of SD MH
L1.4. This equates to 3.24 inches and would remain within the ROW, not impacting the lots.
Storm Infrastructure incorporating Bloom F2
In order to take into account LID's within Bloom F2, there is another modification to the storm
pipe infrastructure. A concern of too much flow entering the LID in the major storm events
would cause damage needed to be mitigated. To prevent this from happening, a manhole
would split flow from outfalling into the LID and by passing downstream to outFall into the EDB
(Pond E). This flow split would have flow entering into the LID at a maximum of 15.5 cfs in the
major storm event. The flow split is achieved by having the smaller 15" pipe sit lower than the
larger pipe, restricting flow for the minor event to only pass through the 15" pipe. The flow
rate allowing for all flow in the minor storm event to enter the LID at a flow rate of 12.02 cfs.
HFH22 - Memorandum F1 Amendment.docx
Page 1 of 2
Bloom Filing 1
06/20/2023
CONCLUSION
The modifications to the site will not change the overall design intent that was originally
approved with Bloom F1 Drainage Report.
Sincerely, ��p,DO LI�F�
GALLOWAY p�, :�NEW.i p••. s�
C� '� F,o :, O
� � 2':
60198
�';. ;' Q
O,�` ''•• :' �
..• • G�
Matthew Pepin, PE SS�ONALE�
Civil Project Engineer
MatthewPepin@Gallowayus.com 01/02/2024
HFH22 - Memorandum F1 Amendment.docx
Galloway & Company, Inc. Page 2 of 2
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