HomeMy WebLinkAboutBLOOM FILING FOUR - FDP240001 - SUBMITTAL DOCUMENTS - ROUND 2 - Drainage Related Document
4025 Automation Way, Ste B2 | Fort Collins, CO 80525 | 970-698-6046 | www.civilworxeng.com
Final Drainage and Erosion Control Report
Bloom Multi Family
Fort Collins, CO
Prepared for:
Hartford Acquisitions, LLC
4801 Goodman Road
Timnath, CO 80547
April 30, 2024
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
i C22026 - Bloom Multi Family Drainage Report FDP 2nd Round.docx
April 30, 2024
Mr. Wes Lamarque
City of Fort Collins Engineer
4750 Signal Tree Drive
Timnath, CO 80547
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
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
ii C22026 - Bloom Multi Family Drainage Report FDP 2nd Round.docx
TABLE OF CONTENTS
PAGE
I. General Location and Description ........................................................................................................................ 1
A. Location ....................................................................................................................................................... 1
B. Description of Property ............................................................................................................................... 1
II. Drainage Basins and Catchments ......................................................................................................................... 2
A. Major Basin Description............................................................................................................................... 2
B. Pre-Project Drainage Patterns ..................................................................................................................... 3
III. Drainage Design Criteria ...................................................................................................................................... 3
A. Regulations .................................................................................................................................................. 3
B. Development Criteria Reference and Constraints ....................................................................................... 3
C. Hydrological Criteria .................................................................................................................................... 3
D. Hydraulic Criteria and Governing Standards ............................................................................................... 3
IV. Drainage Facility Design ....................................................................................................................................... 4
A. General Developed Project Overview .......................................................................................................... 4
V. Sediment/Erosion Control .................................................................................................................................. 12
VI. Conclusions ........................................................................................................................................................ 13
A. Compliance with Standards ....................................................................................................................... 13
B. Drainage Plan ............................................................................................................................................. 13
VII. References ..................................................................................................................................................... 14
VIII. Certification ................................................................................................................................................... 14
List of Figures
Figure 1. 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
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
1
I. General Location and Description
A. Location
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.
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.
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
2
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 8.5’ on the western edge of the site (Appendix D) and
were not observed in other borings around the site (10’). Note the site has been filled several
feet with the initial overlot grading for the greater subdivision. Groundwater is not anticipated
impact the facilities designed with this project.
II. 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.
Figure 2. Lower Cooper Slough Drainage Basin – As Shown on the City of Fort Collins Website
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
3
B. Pre-Project Drainage Patterns
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 1st 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.
Table 1. Existing Catchment Runoff Summary
Existing Site Area (ac.) %
Imperv.
Q2
cfs
Q100
cfs
Bloom Property 15.83 2 0.92 19.0
III. Drainage Design Criteria
A. Regulations
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
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
4
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 Drainage 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
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
5
the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all
completed using EPA-SWMM.
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
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
6
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 08:
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
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
7
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.
Drainage Catchment Summaries
The following is a summary of the Catchment runoff characteristics:
Table 2. Developed Catchment Runoff Summary
Catchment Area
(ac.)
%
Imperv.
C2 Q2
cfs
C100 Q100
cfs
C-01 2.296 83% 0.757 2.7 0.926 16.0
C-02 1.769 83% 0.759 2.3 0.927 12.9
C-03 2.181 87% 0.793 2.7 0.94 15.7
C-04 1.646 88% 0.803 2.4 0.944 12.8
C-05 1.030 71% 0.656 1.5 0.889 7.6
C-06 0.314 46% 0.445 0.4 0.809 2.1
C-07 2.105 94% 0.854 2.7 0.963 15.6
C-08 2.387 23% 0.135 0.8 0.713 14.9
C-OS-1 0.464 52% 0.487 0.5 0.821 2.9
C-OS-2 0.224 21% 0.206 0.1 0.699 1.0
C-OS-3 0.579 22% 0.215 0.3 0.703 2.7
C-OS-4 0.506 55% 0.519 0.7 0.837 3.5
C-OS-5 0.400 27% 0.265 0.3 0.733 2.2
C-OS-6 0.275 40% 0.374 0.2 0.767 1.3
C-OS-7 0.303 23% 0.222 0.2 0.702 1.3
C-OS-8 0.164 33% 0.317 0.1 0.752 0.9
C-OS-9 0.464 24% 0.227 0.3 0.685 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.
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
8
• 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.
Table 3. Storm Sewer Piping Summary
Link Element Size
(in)
V2
fps
Q2
cfs
V100
fps
Q100
cfs
Upstream
Node
Downstream
Node
P-A-1 18 3.7 1.2 3.9 3.8 J-SDI-A-1-5 J-SDI-A-1-4
P-A-2 18 2.6 1.8 3.7 6.5 J-SDI-A-1-4 J-SDMH A-1-3
P-A-3 18 4.1 6.4 4.7 8.3 J-SDMH A-1-3 J-SDI A-1-2
P-A-4 18 5.2 9.2 7.9 13.9 J-SDI A-1-2 J-SDMH A1-1
P-A-5 24 3.9 10.2 6.3 19.7 J-SDMH A-4 J-SDMH A1-1
P-A-6 24 1.3 4.1 6.2 19.6 J-SDMH A-4 J-SDMH A-3-IN
P-A-7 24 2.9 4.2 6.4 20.2 J-SDMH A-3-OUT J-SDMH A-2
P-A-8 24 3.3 4.2 6.4 20.2 J-SDMH A-2 POND-G
P-B-1 18 1.4 1.3 4.0 7.1 J-SDI B-1 J-SDMH A1-1
P-C-A 18 1.7 1.0 1.8 3.1 J-SDI C-3 J-SDI-C-3-1
P-C-B 18 2.4 2.2 3.4 5.9 J-SDI-C-3-1 J-SDMH C-1
P-C-C 18 2.2 2.4 3.2 5.6 J-SDI-C-1 J-SDMH C-1
P-C-D 18 4.0 4.6 4.1 6.4 J-SDMH C-1 J-SDMH A-1-3
P-D-1-A 18 1.0 1.7 2.0 3.0 J-SDMH_D.1.1 J-SDMH A-4
P-D-1-B 18 3.0 1.7 3.9 3.0 J-SDMH_D.1.1 J-SDMH D-1.2
P-D-1-C 18 2.1 1.3 2.6 2.1 J-SDMH D-1.3 J-SDMH D-1.2
P-D-1-D 18 0.9 1.2 1.2 2.0 J-SDMH D-1.3 J-SDMH D1.5
P-D-1-E 18 0.4 0.3 0.5 0.5 J-SDMH D1.6 J-SDMH D1.5
P-D-1-F 18 4.1 2.6 4.0 5.9 J-SDI-D-1.5.1 J-SDMH D1.5
P-D-2-A 18 0.5 0.5 0.7 1.1 J-SDMH_D.2.1 J-SDMH D-1.2
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
9
Table 3. Storm Sewer Piping Summary
Link Element Size
(in)
V2
fps
Q2
cfs
V100
fps
Q100
cfs
Upstream
Node
Downstream
Node
P-D-2-B 18 0.3 0.2 0.6 0.6 J-SDMH_D.2.2 J-SDMH_D.2.1
P-D-2-C 8 0.0 0.0 0.6 0.2 POC_RD-D-2.2 J-SDMH_D.2.2
P-D-2-D 8 0.1 0.0 0.7 0.2 POC_RD-D-2.1 J-SDMH_D.2.1
P-E-1-N 24 3.5 8.5 4.1 12.0 J-SDMH A-4 J-SDZ-CHAMB_N
P-E-1-S 24 4.2 3.5 4.7 7.8 J-SDMH D1.5 J-SDZ-CHAMB_S
P-E-CHAMB chamber 0.2 4.1 0.4 5.3 J-SDZ-CHAMB_S J-SDZ-CHAMB_N
P-E-UD 6 1.8 0.4 2.9 0.6 J-SDZ-CHAMB_N J-SDMH A-3-IN
P-F-1 18 1.9 0.8 3.2 5.7 J-SDI-D-1.5.1 POND-G
P-Z-POND-OUT 18 2.7 1.0 2.7 1.0 POND-G OUT-POND
Table 4 summarizes the hydraulics for of the proposed drainage plan for the major and minor storm
events.
Table 4. Storm Sewer Hydraulic Grade Line Summary
Node Element D2
ft
HGL2
ft
Q2
cfs
D100
ft
HGL100
ft
Q100
cfs
Storm Sewer Structures
J-SDI A-1-2 2.8 4935.9 9.2 6.6 4939.7 14.8
J-SDI B-1 2.3 4935.7 1.3 5.4 4938.8 10.5
J-SDI C-3 0.3 4938.6 1.0 2.5 4940.8 3.1
J-SDI-A-1-4 0.7 4936.1 1.8 5.4 4940.8 6.5
J-SDI-A-1-5 0.3 4938.7 1.2 2.7 4941.2 3.8
J-SDI-C-1 0.9 4937.0 2.4 3.9 4940.0 5.6
J-SDI-C-3-1 0.9 4936.9 2.3 4.6 4940.6 5.9
J-SDI-D-1.5.1 2.2 4935.7 2.6 4.3 4937.8 11.0
J-SDMH A1-1 3.3 4935.7 10.3 5.7 4938.2 19.8
J-SDMH A-1-3 1.2 4936.1 6.4 5.6 4940.4 8.5
J-SDMH A-2 1.0 4932.3 4.2 3.3 4934.6 20.2
J-SDMH A-3-IN 3.8 4935.6 4.3 4.7 4936.5 20.2
J-SDMH A-3-OUT 0.9 4932.7 4.3 4.4 4936.2 20.2
J-SDMH A-4 3.8 4935.7 10.2 5.8 4937.7 19.7
J-SDMH C-1 1.0 4936.8 4.6 4.6 4940.4 6.6
J-SDMH D-1.2 2.5 4935.7 1.7 4.6 4937.7 3.0
J-SDMH D-1.3 2.9 4935.7 1.3 5.0 4937.7 2.1
J-SDMH D1.5 3.4 4935.7 3.6 5.4 4937.7 7.9
J-SDMH D1.6 2.9 4935.7 0.1 4.9 4937.7 0.3
J-SDZ-CHAMB_N 3.7 4935.7 8.8 5.7 4937.7 12.3
J-SDZ-CHAMB_S 3.4 4935.7 7.5 5.4 4937.7 12.4
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
10
Table 4. Storm Sewer Hydraulic Grade Line Summary
Node Element D2
ft
HGL2
ft
Q2
cfs
D100
ft
HGL100
ft
Q100
cfs
J-STMH-D-1.1 3.2 4935.7 1.7 5.2 4937.7 3.0
Roadway Flowline/Curb at Storm Sewer Inlets
RD-SDI A1-2 0.2 4939.2 2.9 0.74 4939.74 20.0
RD-SDI-A-1-4 0.1 4941.2 1.4 0.27 4941.4 11.6
RD-SDI-A-1-5 0.2 4942.7 2.7 0.3 4942.9 15.8
RD-SDI-B-1 0.1 4938.3 1.4 0.7 4938.9 44.3
RD-SDI-C-1 0.2 4939.3 2.5 0.8 4939.9 27.6
RD-SDI-C-3-1 0.2 4940.6 3.8 0.4 4940.8 24.2
RD-SDI-C-3A 0.1 4942.2 2.3 0.3 4942.4 12.8
RD-SDI-D-1.5.1 0.2 4937.2 2.6 1.0 4938.0 11.9
RD-SOUTHPARKING* 0.2 4937.2 2.7 0.9 4938.0 15.6
* Note this is the parking lot in catchment 7 modeled for ponding potential.
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 Q2
cfs
Q100
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-3-1 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
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
11
pond G also includes off-site flows and therefore, final calculations 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 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-FT with
1 foot of freeboard below spillway. The proposed design exceeds the required volume for the overall
drainage master plan.
Spillway Design
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 LID techniques and 25%
of new paved (vehicle use) areas must be pervious.
2) 75% of all newly 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.
SF Acre % of
Total
Total Site Area 692,610 15.900 100.0%
Measured Impervious 469,190 10.771 67.7%
Measured Landscaped 223,420 5.312 32.3%
New Impervious
Required to LID 368,213 8.453 75%
Actual to LID Feature 410,665 9.428 75.1%
Required LID Volume
Min. Required Volume 16,650 CF
Provided Volume 17,548 CF
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 8.5 and greater than 10’ below
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
12
grade (prior to development). The base of the proposed LID chambers is between 3.5’ to 4’ below the
‘existing’ or predevelopment grade suggesting, a 4.5’ to 6’ differential between this system and the
groundwater.
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 too
large so a 2.0” screened outlet orifice and 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.
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.
LID SYSTEM PERFORMANCE
Elapsed Time (hours)
6050403020100
Depth (ft)
4.0
3.5
3.0
2.5
2.0
1.5
1.0
0.5
0.0
Node J-SDMH A-3-IN Depth (ft)
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
13
VI. Conclusions
A. Compliance with Standards
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.
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
14
VII. References
1. City 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 High Floor District Drainage Criteria Manuals 2 and 3, Urban Drainage and Flood Control
District, Denver, Colorado, November 2010 with some sections revised January 2021.
3. Storm Water Management Model, Reference Manual Volume I, Hydrology, U.S.
Environmental Protection Agency, January 2016.
4. Storm Water Management Model, Reference Manual Volume II, Hydraulics, U.S.
Environmental Protection Agency, May 2017.
5. Mulberry Master Drainage Report, City of Fort Collins – Galloway, revised October 13th, 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>
_____________________________________
Kelly W. Hafner
Registered Professional Engineer
State of Colorado No. 40968
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
A
APPENDIX A
• DRAINAGE AND EROSION CONTROL PLAN MAPS
PH
A
S
E
1
PH
A
S
E
2
PO
T
T
E
R
D
R
I
V
E
(
P
R
I
V
A
T
E
S
T
R
E
E
T
)
BE
L
L
A
M
Y
L
A
N
E
(
P
R
I
V
A
T
E
S
T
R
E
E
T
)
G
G
G
G
G
G
CLUBHOUSE
AAA
B B
EB
24
"
24
"
24"
18"18"
18
"
18
"
18
"
18"
18"
18
"
18"
18"
18"
01
2.296 83%
02
1.769 83%
03
2.181 87%
04
1.646 88%
05
1.030 71%
06
0.314 46%
07
2.105 94%
08
2.387 23%
OS-1
0.464 52%
OS-3
0.579 22%
OS-4
0.55 69%
OS-5
0.400 27%
OS-2
0.224 21%
INLET A-1-5
SDI C-3
SDMH A-1-3
INLET-A-1-4
SDMH A1-1
SDMH C-1
SDI C-1
SDMH A-3
SDMH D-1.2
SDMH D-1.4
SDMH A-2
SDI B-1
SDI D-1.5.1
FES A-1
SDMH D-1.1
SDI C-3 (1)
WQ CHAMBERS
(LID) SYSTEM
STORM LINE B:
STORM LINE A:
STORM LINE C:
STORM LINE A
OS-6
0.275 40%
OS-9
0.464 24%
OS-8
0.164 33%
OS-7
0.303 23%
SDMH D-2.2
SDMH D-2.1
STORM LINE D:
STORM LINE
D-1:
18
"
18"
15"
FES D.1.5.2
SDMH D-1.6
SDMH A-4
SDMH D-1.3
EX. STM
(INTO SITE)
EX. STM
(OUT OF
SITE)
24"24"
PR
E
P
A
R
E
D
F
O
R
:
JOB NUMBER
SHEET NUMBER
SHEETSOF
DA
T
E
S
U
B
M
I
T
T
E
D
:
Th
e
e
n
g
i
n
e
e
r
p
r
e
p
a
r
i
n
g
t
h
e
s
e
p
l
a
n
s
w
i
l
l
n
o
t
b
e
r
e
s
p
o
n
s
i
b
l
e
fo
r
,
o
r
l
i
a
b
l
e
f
o
r
,
u
n
a
u
t
h
o
r
i
z
e
d
c
h
a
n
g
e
s
t
o
o
r
u
s
e
s
o
f
t
h
e
s
e
pl
a
n
s
.
A
l
l
c
h
a
n
g
e
s
t
o
t
h
e
p
l
a
n
s
m
u
s
t
b
e
i
n
w
r
i
t
i
n
g
a
n
d
mu
s
t
b
e
a
p
p
r
o
v
e
d
b
y
t
h
e
p
r
e
p
a
r
e
r
o
f
t
h
e
s
e
p
l
a
n
s
.
NO
.
BY
DA
T
E
CAUTION
RE
V
I
S
I
O
N
S
:
VERTICAL:
HORIZONTAL:
SCALE
4025 Automation Way
Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
D
E
V
E
L
O
P
M
E
N
T
C22026
HA
R
T
F
O
R
D
H
O
M
E
S
05
/
0
1
/
2
0
2
4
60
PRELIMINARY
NOT FOR
CONSTRUCTION
POTTER DRIVE (PRIVATE STREET)
BELLAMY LANE (PRIVATE STREET)
00 60'120'
SCALE: 1" = 60'
30'
PH
A
S
E
2
KEYMAP
NTS
LEGEND
MAPPING / SITE
PROPERTY BOUNDARY
RIGHT-OF-WAY
LOT LINES
EASEMENTS
CENTER LINE
CURB AND GUTTER
EXISTING CONTOURS
PROPOSED CONTOURS
PHASING LINE
PROPOSED UTILITIES
STORM DRAIN PIPE
FLARED END SECTION
STORM DRAIN INLET
STORM DRAIN OUTLET
RIP RAP
NOTES
1.SEE GRADING SHEETS FOR ADDITIONAL
SPOT ELEVATIONS FOR THE PROJECT.
2.SEE EROSION CONTROL PLANS FOR
ADDITIONAL INFORMATION.
EXISTING UTILITIES
STORM DRAIN PIPE
FLARED END SECTION
STORM DRAIN INLET
STORM DRAIN OUTLET
RIP RAP
D-101
GRADING
BASIN BOUNDARY
DESIGN POINT
BASIN LABEL
BASIN IMPERVIOUSNESS
BASIN AREA
FLOW DIRECTION
DR
A
I
N
A
G
E
P
L
A
N
1" = 60'
1" = 60'
17
DN01
PH
A
S
E
1
POND G
IP
SF SF SF
SF
SF
SF
SF
SF VTC
A
SF
VTC
CWA A
PROJECT LIMITS OF DISTURBANCE
PHASE 1: 12.78 ACRES
PHASE 2: 3.72 ACRES
TOTAL: 16.50 ACRES
IP
IP
IP IP IP
IP
IP
IP
IP
ER
O
S
I
O
N
C
O
N
T
R
O
L
P
L
A
N
-
I
N
I
T
I
A
L
1" = 60'
1" = 60'
18
EC01
PR
E
P
A
R
E
D
F
O
R
:
JOB NUMBER
SHEET NUMBER
SHEETSOF
DA
T
E
S
U
B
M
I
T
T
E
D
:
Th
e
e
n
g
i
n
e
e
r
p
r
e
p
a
r
i
n
g
t
h
e
s
e
p
l
a
n
s
w
i
l
l
n
o
t
b
e
r
e
s
p
o
n
s
i
b
l
e
fo
r
,
o
r
l
i
a
b
l
e
f
o
r
,
u
n
a
u
t
h
o
r
i
z
e
d
c
h
a
n
g
e
s
t
o
o
r
u
s
e
s
o
f
t
h
e
s
e
pl
a
n
s
.
A
l
l
c
h
a
n
g
e
s
t
o
t
h
e
p
l
a
n
s
m
u
s
t
b
e
i
n
w
r
i
t
i
n
g
a
n
d
mu
s
t
b
e
a
p
p
r
o
v
e
d
b
y
t
h
e
p
r
e
p
a
r
e
r
o
f
t
h
e
s
e
p
l
a
n
s
.
NO
.
BY
DA
T
E
CAUTION
RE
V
I
S
I
O
N
S
:
VERTICAL:
HORIZONTAL:
SCALE
4025 Automation Way
Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
D
E
V
E
L
O
P
M
E
N
T
C22026
HA
R
T
F
O
R
D
H
O
M
E
S
05
/
0
1
/
2
0
2
4
60
PRELIMINARY
NOT FOR
CONSTRUCTION
POTTER DRIVE (PRIVATE STREET)
BELLAMY LANE (PRIVATE STREET)
00 60'120'
SCALE: 1" = 60'
30'
TOTAL PROJECT
DISTURBED AREA 16.50 ACRES
TOTAL "ONSITE" AREA
OF DISTURBANCE 15.91 ACRES
TOTAL "OFFSITE" AREA
OF DISTURBANCE 0.59 ACRES
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 COVER ~75%DENSITY
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
SENSITIVE AREA
1,200 FEET
KEYMAP
NTS
LEGEND
MAPPING / SITE
PROPERTY BOUNDARY
RIGHT-OF-WAY
LOT LINES
CENTER LINE
CURB AND GUTTER
PHASING LINE
EROSION CONTROL
VEHICLE TRACKING
CONTROL PAD
WATTLE DIKE
ROCK SOCK
TEMPORARY SEDIMENT
INLET PROTECTION
SILT FENCE
STOCKPILE MANAGEMENT
SURFACE ROUGHENING
CONCRETE WASHOUT
STRUCTURE (SUBJECT TO
MOVE IF NECESSARY)
PERMANENT SEEDING
SILT FENCE TO BE REMOVED
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 TYPES/MIXES.
11.SEE THE GENERAL NOTES SHEETS FOR ALL
OF THE CITY OF FORT COLLINS EROSION
CONTROL NOTES.
VTC
WD
TS
IP
SF
LIMITS OF DISTURBANCE
PERIMETER CONTROL
WATTLES
RIP RAP
FLOW DIRECTION
SF
SRSR
CWA
PSPS
A
RS
PHASE 1 STOCKPILE
Implementation Timeline: Initial Overlot Grading Prior to Utility Construction
NOTE: SYMBOLS NOT TO SCALE
PO
T
T
E
R
D
R
I
V
E
(
P
R
I
V
A
T
E
S
T
R
E
E
T
)
BE
L
L
A
M
Y
L
A
N
E
(
P
R
I
V
A
T
E
S
T
R
E
E
T
)
4.8:1
4.1:1
4.
0
:
1
4
.
8
:
1
6.9:1
4
.
1
:
1
5.2:
1
4.5:1
4.5
:
1
3.9:
1
IP
A
VTC
VTCCWA
A
IP
IP
IP
IP
IP
TS
SR
SR
SR
SR
SR
SR
RS
RS RS
RS
RS
RS RS
WDWD
RS
RS
RS
RS
RS
RS
WD
RS
RS
SRSR
SR
SR
SR SR SRSR
SR
IP
RS IP
RS
IP
RS
WD
WD WD WD WD WD
WD
WD WD
WD WD WD WD WD WD WD WD
WD
WD
WD
WD
WD
WD
WD
RS
RS
RS
RS
RS
RS
RS RS
RS
RS
RS
RS
RS
RS
RS
PROJECT LIMITS OF DISTURBANCE
PHASE 1: 12.78 ACRES
PHASE 2: 3.72 ACRES
TOTAL: 16.50 ACRES
EXTENDED
DETENTION
POND
UNDERGROUND
WATER TREATMENT
SURFACE ROUGHING FOR INITIAL
SHAPING DURING OVERLOT
ER
O
S
I
O
N
C
O
N
T
R
O
L
P
L
A
N
-
I
N
T
E
R
I
M
1" = 60'
1" = 60'
19
EC02
PR
E
P
A
R
E
D
F
O
R
:
JOB NUMBER
SHEET NUMBER
SHEETSOF
DA
T
E
S
U
B
M
I
T
T
E
D
:
Th
e
e
n
g
i
n
e
e
r
p
r
e
p
a
r
i
n
g
t
h
e
s
e
p
l
a
n
s
w
i
l
l
n
o
t
b
e
r
e
s
p
o
n
s
i
b
l
e
fo
r
,
o
r
l
i
a
b
l
e
f
o
r
,
u
n
a
u
t
h
o
r
i
z
e
d
c
h
a
n
g
e
s
t
o
o
r
u
s
e
s
o
f
t
h
e
s
e
pl
a
n
s
.
A
l
l
c
h
a
n
g
e
s
t
o
t
h
e
p
l
a
n
s
m
u
s
t
b
e
i
n
w
r
i
t
i
n
g
a
n
d
mu
s
t
b
e
a
p
p
r
o
v
e
d
b
y
t
h
e
p
r
e
p
a
r
e
r
o
f
t
h
e
s
e
p
l
a
n
s
.
NO
.
BY
DA
T
E
CAUTION
RE
V
I
S
I
O
N
S
:
VERTICAL:
HORIZONTAL:
SCALE
4025 Automation Way
Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
D
E
V
E
L
O
P
M
E
N
T
C22026
HA
R
T
F
O
R
D
H
O
M
E
S
05
/
0
1
/
2
0
2
4
60
PRELIMINARY
NOT FOR
CONSTRUCTION
POTTER DRIVE (PRIVATE STREET)
BELLAMY LANE (PRIVATE STREET)
00 60'120'
SCALE: 1" = 60'
30'
PHASE 2
KEYMAP
NTS
LEGEND
MAPPING / SITE
PROPERTY BOUNDARY
RIGHT-OF-WAY
LOT LINES
CENTER LINE
CURB AND GUTTER
PHASING LINE
EROSION CONTROL
VEHICLE TRACKING
CONTROL PAD
WATTLE DIKE
ROCK SOCK
TEMPORARY SEDIMENT
INLET PROTECTION
SILT FENCE
STOCKPILE MANAGEMENT
SURFACE ROUGHENING
CONCRETE WASHOUT
STRUCTURE (SUBJECT TO
MOVE IF NECESSARY)
PERMANENT SEEDING
SILT FENCE TO BE REMOVED
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 TYPES/MIXES.
11.SEE THE GENERAL NOTES SHEETS FOR ALL
OF THE CITY OF FORT COLLINS EROSION
CONTROL NOTES.
VTC
WD
TS
IP
SF
LIMITS OF DISTURBANCE
PERIMETER CONTROL
WATTLES
RIP RAP
FLOW DIRECTION
SF
SRSR
CWA
PSPS
A
RS
PHASE 1
PHASE 1 STOCKPILE
Implementation Timeline: Utility Installation and Building Construction
SWEEPING REQUIRED AT ALL ENTRANCES
SWEEPING REQUIRED AT ALL ENTRANCES
SWEEPING REQUIRED AT ALL ENTRANCES
SWEEPING REQUIRED AT ALL ENTRANCES
TOTAL PROJECT DISTURBED AREA 16.50 ACRES
TOTAL "ONSITE" AREA OF DISTURBANCE 15.91 ACRES
TOTAL "OFFSITE" AREA OF
DISTURBANCE 0.59 ACRES
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
COVER ~75%DENSITY
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
SENSITIVE AREA 1,200 FEET
PO
T
T
E
R
D
R
I
V
E
(
P
R
I
V
A
T
E
S
T
R
E
E
T
)
BE
L
L
A
M
Y
L
A
N
E
(
P
R
I
V
A
T
E
S
T
R
E
E
T
)
4.8:1
4.1:1
4.
0
:
1
4
.
8
:
1
6.9:1
4
.
1
:
1
5.2:
1
4.5:1
4.5
:
1
3.9:
1
IP
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS PS
PS
PS
PS
IP IP
IP
IP
IP
PS
PS
PS
PS PS PS PS PS PS
PS
PS
PS PS
IP
IP
IP
PROJECT LIMITS OF DISTURBANCE
PHASE 1: 12.78 ACRES
PHASE 2: 3.72 ACRES
TOTAL: 16.50 ACRES
EXTENDED
DETENTION
POND
UNDERGROUND
WATER TREATMENT
SURFACE ROUGHING FOR INITIAL
SHAPING DURING OVERLOT
ER
O
S
I
O
N
C
O
N
T
R
O
L
P
L
A
N
-
F
I
N
A
L
1" = 60'
1" = 60'
20
EC03
PR
E
P
A
R
E
D
F
O
R
:
JOB NUMBER
SHEET NUMBER
SHEETSOF
DA
T
E
S
U
B
M
I
T
T
E
D
:
Th
e
e
n
g
i
n
e
e
r
p
r
e
p
a
r
i
n
g
t
h
e
s
e
p
l
a
n
s
w
i
l
l
n
o
t
b
e
r
e
s
p
o
n
s
i
b
l
e
fo
r
,
o
r
l
i
a
b
l
e
f
o
r
,
u
n
a
u
t
h
o
r
i
z
e
d
c
h
a
n
g
e
s
t
o
o
r
u
s
e
s
o
f
t
h
e
s
e
pl
a
n
s
.
A
l
l
c
h
a
n
g
e
s
t
o
t
h
e
p
l
a
n
s
m
u
s
t
b
e
i
n
w
r
i
t
i
n
g
a
n
d
mu
s
t
b
e
a
p
p
r
o
v
e
d
b
y
t
h
e
p
r
e
p
a
r
e
r
o
f
t
h
e
s
e
p
l
a
n
s
.
NO
.
BY
DA
T
E
CAUTION
RE
V
I
S
I
O
N
S
:
VERTICAL:
HORIZONTAL:
SCALE
4025 Automation Way
Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
D
E
V
E
L
O
P
M
E
N
T
C22026
HA
R
T
F
O
R
D
H
O
M
E
S
05
/
0
1
/
2
0
2
4
60
PRELIMINARY
NOT FOR
CONSTRUCTION
POTTER DRIVE (PRIVATE STREET)
BELLAMY LANE (PRIVATE STREET)
00 60'120'
SCALE: 1" = 60'
30'
KEYMAP
NTS
LEGEND
MAPPING / SITE
PROPERTY BOUNDARY
RIGHT-OF-WAY
LOT LINES
CENTER LINE
CURB AND GUTTER
PHASING LINE
EROSION CONTROL
VEHICLE TRACKING
CONTROL PAD
WATTLE DIKE
ROCK SOCK
TEMPORARY SEDIMENT
INLET PROTECTION
SILT FENCE
STOCKPILE MANAGEMENT
SURFACE ROUGHENING
CONCRETE WASHOUT
STRUCTURE (SUBJECT TO
MOVE IF NECESSARY)
PERMANENT SEEDING
SILT FENCE TO BE REMOVED
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 TYPES/MIXES.
11.SEE THE GENERAL NOTES SHEETS FOR ALL
OF THE CITY OF FORT COLLINS EROSION
CONTROL NOTES.
VTC
WD
TS
IP
SF
LIMITS OF DISTURBANCE
PERIMETER CONTROL
WATTLES
RIP RAP
FLOW DIRECTION
SF
SRSR
CWA
PSPS
A
RS
Implementation Timeline: Paving to Final Restoration
TOTAL PROJECT
DISTURBED AREA 16.50 ACRES
TOTAL "ONSITE" AREA
OF DISTURBANCE 15.91 ACRES
TOTAL "OFFSITE" AREA
OF DISTURBANCE 0.59 ACRES
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 COVER ~75%DENSITY
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
SENSITIVE AREA
1,200 FEET
SDMH D-1.4 DETAIL
PLAN
SECTION
LOW IMPACT
DEVELOPMENT
CHAMBER
SYSTEM
(SEE DT18)
60"Ø SDMH-D-1.4
18" Ø
H
D
P
E
18
"
Ø
H
D
P
E
60"Ø SDMH-A-3
7.06'LOW IMPACT
DEVELOPMENT
CHAMBER
SYSTEM
TRASH GRATE
24"Ø HDPE
24" Ø HDPE
18" Ø STM
18
"
Ø
H
D
P
E
18" Ø HDPE
18" Ø HDPE
18" Ø HDPE
18" Ø HDPE
18" Ø HDPE
2' SUMP
48"Ø SDMH-D-1.3
48"Ø SDMH-D-1.2
48"Ø SDMH-D-1.6
SEE DT18 FOR
DETAILS
MANIFOLD
SECTION
(SEE DT18)
MANIFOLD
SECTION
(SEE DT18)
6'' UNDERDRAIN
(SEE DT18)
ONE-WAY
CLEANOUT
(SEE DT19)
SDMH A-4 DETAIL
PLAN
SECTION
LOW IMPACT
DEVELOPMENT
CHAMBER
SYSTEM
(SEE DT18)
1
8
"
Ø
S
T
M
24" Ø HDPE
72"Ø SDMH-A-4
72"Ø SDMH-A-4
LOW IMPACT
DEVELOPMENT
CHAMBER
SYSTEM
TRASH GRATE
9.19'
24"Ø HDPE
18" Ø STM
6'' UNDERDRAIN
(SEE DT18)
48"Ø SDMH-D-1.1
60"Ø SDMH-A-3
CONCRETE
WEIR WALL
24
"
Ø
S
T
M
SEE DT18 FOR
DETAILS
TWO-WAY
CLEANOUT
(SEE DT19)
SDMH A-3 DETAIL
NTS.
SECTION
60"Ø SDMH-A-3
BMP TRASH
SCREEN (DT19)
6'' UNDER DRAIN
3.4'
24" Ø STM
WEIR WALL
#3 12 MAX. O.C. E.W.
DOWEL & EPOXY INTO WALL OF MH
2'' SCH 40 PVC INSERT
AT BASE OF MH
2'' SCH 40 PVC INSERT
AT BASE OF MH
UPSTREAM SIDE
WEIR WALL
6''
PR
E
P
A
R
E
D
F
O
R
:
JOB NUMBER
SHEET NUMBER
SHEETSOF
DA
T
E
S
U
B
M
I
T
T
E
D
:
Th
e
e
n
g
i
n
e
e
r
p
r
e
p
a
r
i
n
g
t
h
e
s
e
p
l
a
n
s
w
i
l
l
n
o
t
b
e
r
e
s
p
o
n
s
i
b
l
e
fo
r
,
o
r
l
i
a
b
l
e
f
o
r
,
u
n
a
u
t
h
o
r
i
z
e
d
c
h
a
n
g
e
s
t
o
o
r
u
s
e
s
o
f
t
h
e
s
e
pl
a
n
s
.
A
l
l
c
h
a
n
g
e
s
t
o
t
h
e
p
l
a
n
s
m
u
s
t
b
e
i
n
w
r
i
t
i
n
g
a
n
d
mu
s
t
b
e
a
p
p
r
o
v
e
d
b
y
t
h
e
p
r
e
p
a
r
e
r
o
f
t
h
e
s
e
p
l
a
n
s
.
NO
.
BY
DA
T
E
CAUTION
RE
V
I
S
I
O
N
S
:
VERTICAL:
HORIZONTAL:
SCALE
4025 Automation Way
Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
D
E
V
E
L
O
P
M
E
N
T
C22026
HA
R
T
F
O
R
D
H
O
M
E
S
05
/
0
1
/
2
0
2
4
60
PRELIMINARY
NOT FOR
CONSTRUCTION
CO
N
S
T
R
U
C
T
I
O
N
D
E
T
A
I
L
S
N/A
N/A
58
DT17
E
CO
N
S
T
R
U
C
T
I
O
N
D
E
T
A
I
L
S
N/A
N/A
59
DT18
0 40'80'
SCALE: 1" = 40'
20'
PR
E
P
A
R
E
D
F
O
R
:
JOB NUMBER
SHEET NUMBER
SHEETSOF
DA
T
E
S
U
B
M
I
T
T
E
D
:
Th
e
e
n
g
i
n
e
e
r
p
r
e
p
a
r
i
n
g
t
h
e
s
e
p
l
a
n
s
w
i
l
l
n
o
t
b
e
r
e
s
p
o
n
s
i
b
l
e
fo
r
,
o
r
l
i
a
b
l
e
f
o
r
,
u
n
a
u
t
h
o
r
i
z
e
d
c
h
a
n
g
e
s
t
o
o
r
u
s
e
s
o
f
t
h
e
s
e
pl
a
n
s
.
A
l
l
c
h
a
n
g
e
s
t
o
t
h
e
p
l
a
n
s
m
u
s
t
b
e
i
n
w
r
i
t
i
n
g
a
n
d
mu
s
t
b
e
a
p
p
r
o
v
e
d
b
y
t
h
e
p
r
e
p
a
r
e
r
o
f
t
h
e
s
e
p
l
a
n
s
.
NO
.
BY
DA
T
E
CAUTION
RE
V
I
S
I
O
N
S
:
VERTICAL:
HORIZONTAL:
SCALE
4025 Automation Way
Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
D
E
V
E
L
O
P
M
E
N
T
C22026
HA
R
T
F
O
R
D
H
O
M
E
S
05
/
0
1
/
2
0
2
4
60
PRELIMINARY
NOT FOR
CONSTRUCTION
POTTER DRIVE (PRIVATE STREET)
BELLAMY LANE (PRIVATE STREET)
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 CHAMBER 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 MC-3500 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.
INSPECTION & MAINTENANCE
STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A.INSPECTION PORTS (IF PRESENT)
A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4.LOWER A CAMERA INTO ISOLATOR ROW 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.
B.ALL ISOLATOR PLUS ROWS
B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
B.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.
MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
24" (600 mm) HDPE ACCESS PIPE REQUIRED USE
FACTORY PRE-CORED END CAP
PART #: MC3500IEPP24BC OR MC3500IEPP24BW
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER INSPECTION PORT REQUIRED
MC-3500 END CAP
ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN
FOUNDATION STONE AND CHAMBERS
8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE
PART #: MCFLAMP
MC-SERIES END CAP INSERTION DETAIL
NTS
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.
MANIFOLD HEADER
MANIFOLD STUB
STORMTECH END CAP
MANIFOLD HEADER
MANIFOLD STUB
12" (300 mm)
MIN SEPARATION
12" (300 mm) MIN INSERTION
12" (300 mm)
MIN SEPARATION
12" (300 mm)
MIN INSERTION
PART #STUB B C
MC3500IEPP06T 6" (150 mm)33.21" (844 mm)---
MC3500IEPP06B ---0.66" (17 mm)
MC3500IEPP08T 8" (200 mm)31.16" (791 mm)---
MC3500IEPP08B ---0.81" (21 mm)
MC3500IEPP10T 10" (250 mm)29.04" (738 mm)---
MC3500IEPP10B ---0.93" (24 mm)
MC3500IEPP12T 12" (300 mm)26.36" (670 mm)---
MC3500IEPP12B ---1.35" (34 mm)
MC3500IEPP15T 15" (375 mm)23.39" (594 mm)---
MC3500IEPP15B ---1.50" (38 mm)
MC3500IEPP18TC
18" (450 mm)
20.03" (509 mm)---MC3500IEPP18TW
MC3500IEPP18BC ---1.77" (45 mm)
MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)
14.48" (368 mm)---MC3500IEPP24TW
MC3500IEPP24BC ---2.06" (52 mm)
MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm)---2.75" (70 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 lbs.(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 (0.42 m³)
MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs.(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
MC-3500 TECHNICAL SPECIFICATION
NTS
90.0" (2286 mm)
ACTUAL LENGTH
86.0" (2184 mm)
INSTALLED
BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL
LOWER JOINT
CORRUGATION
WEB
CREST
CREST
STIFFENING RIB
VALLEY
STIFFENING RIB
B
C
75.0"
(1905 mm)
45.0"
(1143 mm)
25.7"
(653 mm)
FOOT
77.0"
(1956 mm)
45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
UPPER JOINT CORRUGATION
22.2"
(564 mm)
INSTALLED
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
MC3500IEPP06T 6" (150 mm)33.21" (844 mm)---
MC3500IEPP06B ---0.66" (17 mm)
MC3500IEPP08T 8" (200 mm)31.16" (791 mm)---
MC3500IEPP08B ---0.81" (21 mm)
MC3500IEPP10T 10" (250 mm)29.04" (738 mm)---
MC3500IEPP10B ---0.93" (24 mm)
MC3500IEPP12T 12" (300 mm)26.36" (670 mm)---
MC3500IEPP12B ---1.35" (34 mm)
MC3500IEPP15T 15" (375 mm)23.39" (594 mm)---
MC3500IEPP15B ---1.50" (38 mm)
MC3500IEPP18TC
18" (450 mm)
20.03" (509 mm)---MC3500IEPP18TW
MC3500IEPP18BC ---1.77" (45 mm)
MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)
14.48" (368 mm)---MC3500IEPP24TW
MC3500IEPP24BC ---2.06" (52 mm)
MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm)---2.75" (70 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 lbs.(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 (0.42 m³)
MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs.(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
MC-3500 TECHNICAL SPECIFICATION
NTS
90.0" (2286 mm)
ACTUAL LENGTH
86.0" (2184 mm)
INSTALLED
BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL
LOWER JOINT
CORRUGATION
WEB
CREST
CREST
STIFFENING RIB
VALLEY
STIFFENING RIB
B
C
75.0"
(1905 mm)
45.0"
(1143 mm)
25.7"
(653 mm)
FOOT
77.0"
(1956 mm)
45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
UPPER JOINT CORRUGATION
22.2"
(564 mm)
INSTALLED
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.
ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
PLEASE NOTE:
1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".
2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.
3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS.
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".
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 FOUNDATION 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 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.
MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL
CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'
LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED
GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'
LAYER
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.
CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.
C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE
EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE
CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'
LAYER.
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR
PROCESSED AGGREGATE.
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS
LAYER.
AASHTO M145¹
A-1, A-2-4, A-3
OR
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS.
B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE
FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.
CLEAN, CRUSHED, ANGULAR STONE
OR RECYCLED CONCRETE5
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57
A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO
THE FOOT (BOTTOM) OF THE CHAMBER.
CLEAN, CRUSHED, ANGULAR STONE
OR RECYCLED CONCRETE5
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3
45"
(1140 mm)
18"
(450 mm) MIN*
8'
(2.4 m)
MAX
12" (300 mm) MIN77" (1950 mm)
12" (300 mm) MIN
6"
(150 mm) MIN
DEPTH OF STONE 12" MIN
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED
INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24" (600 mm).
6" (150 mm) MIN
PERIMETER STONE
(SEE NOTE 4)
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
MC-3500
END CAP SUBGRADE SOILS
(SEE NOTE 3)
PAVEMENT LAYER (DESIGNED
BY SITE DESIGN ENGINEER)
**THIS CROSS SECTION DETAIL REPRESENTS
MINIMUM REQUIREMENTS FOR INSTALLATION.
PLEASE SEE THE LAYOUT SHEET(S) FOR
PROJECT SPECIFIC REQUIREMENTS.
NO COMPACTION REQUIRED.
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
PROPOSED UNDERDRAIN
PROPOSED ISOLATOR ROW
INSPECTION
PORTALS
PROPOSED STORM SEWER
PROPOSED STORM SEWER
PROPOSED LOW IMPACT
DEVELOPMENT CHAMBER SYSTEM (LID)
T
9+7510+0011+0011+31
FOR LAYOUT PURPOSES
N:16271.76
E:13551.23
FOR LAYOUT PURPOSES
N:16271.57
E:13493.82
FOR LAYOUT PURPOSES
N:16356.33
E:13493.82
FOR LAYOUT PURPOSES
N:16356.33
E:13551.23
SDMH D-1.4
INV. IN=4933.26 (SE)
INV. IN=4932.65 (W)
INV. IN=4932.65 (E)
INV. OUT=4932.33 (N)
FG=4937.39
MC-3500 STORMTECH CHAMBER
13.03 LF 24" HDPE @ 1.21%
SDMH A-4
INV. IN=4932.40 (N)
INV. IN=4932.40 (W)
INV. OUT=4931.92 (E)
INV. OUT=4931.92 (S)
FG=4939.11
7.97 LF 24" HDPE @ 2.75%
PVC Pipe
STORM CHAMBERS PROFILE
SCALE: (H) 1" = 10' (V) 1" = 1'
START STA: 9+25.00, END STA: 11+50.00
4925
4930
4935
4940
4945
4950
4955
4925
4930
4935
4940
4945
4950
4955
FG
=
FG
=
FG
=
4
9
3
9
.
1
2
FG
=
4
9
3
8
.
2
8
FG
=
4
9
3
7
.
8
9
FG
=
9+259+5010+0010+5011+0011+50
PROPOSED GROUND
@ PIPE CENTERLINE
SD
M
H
D
-
1
.
4
ST
A
1
0
+
9
5
.
0
8
RI
M
4
9
3
7
.
4
±
IN
V
.
I
N
4
9
3
3
.
2
6
(
S
E
)
IN
V
.
I
N
4
9
3
2
.
6
5
(
W
)
IN
V
.
I
N
4
9
3
2
.
6
5
(
E
)
IN
V
.
O
U
T
4
9
3
2
.
3
3
(
N
)
D
=
7
.
0
6
'
SD
M
H
A
-
4
ST
A
9
+
9
8
.
6
1
RI
M
4
9
3
9
.
1
±
IN
V
.
I
N
4
9
3
2
.
4
0
(
N
)
IN
V
.
I
N
4
9
3
2
.
4
0
(
W
)
IN
V
.
O
U
T
4
9
3
1
.
9
2
(
E
)
IN
V
.
O
U
T
4
9
3
1
.
9
2
(
S
)
D
=
9
.
1
9
'
MC-3500 STORMTECH CHAMBER
13.03 LF 24" HDPE @ 1.21%
7.97 LF 24" HDPE @ 2.75%
BA
S
E
O
F
C
H
A
M
B
E
R
ST
A
:
1
0
+
0
2
.
9
3
EL
E
V
.
=
4
9
3
1
.
8
9
'
BA
S
E
O
F
C
H
A
M
B
E
R
ST
A
:
1
0
+
8
8
.
9
1
EL
E
V
.
=
4
9
3
2
.
0
9
'
CO
N
S
T
R
U
C
T
I
O
N
D
E
T
A
I
L
S
N/A
N/A
60
DT19
0 40'80'
SCALE: 1" = 40'
20'
PR
E
P
A
R
E
D
F
O
R
:
JOB NUMBER
SHEET NUMBER
SHEETSOF
DA
T
E
S
U
B
M
I
T
T
E
D
:
Th
e
e
n
g
i
n
e
e
r
p
r
e
p
a
r
i
n
g
t
h
e
s
e
p
l
a
n
s
w
i
l
l
n
o
t
b
e
r
e
s
p
o
n
s
i
b
l
e
fo
r
,
o
r
l
i
a
b
l
e
f
o
r
,
u
n
a
u
t
h
o
r
i
z
e
d
c
h
a
n
g
e
s
t
o
o
r
u
s
e
s
o
f
t
h
e
s
e
pl
a
n
s
.
A
l
l
c
h
a
n
g
e
s
t
o
t
h
e
p
l
a
n
s
m
u
s
t
b
e
i
n
w
r
i
t
i
n
g
a
n
d
mu
s
t
b
e
a
p
p
r
o
v
e
d
b
y
t
h
e
p
r
e
p
a
r
e
r
o
f
t
h
e
s
e
p
l
a
n
s
.
NO
.
BY
DA
T
E
CAUTION
RE
V
I
S
I
O
N
S
:
VERTICAL:
HORIZONTAL:
SCALE
4025 Automation Way
Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
D
E
V
E
L
O
P
M
E
N
T
C22026
HA
R
T
F
O
R
D
H
O
M
E
S
05
/
0
1
/
2
0
2
4
60
PRELIMINARY
NOT FOR
CONSTRUCTION
POTTER DRIVE (PRIVATE STREET)
BELLAMY LANE (PRIVATE STREET)
ONE-WAY & TWO-WAY CLEANOUT (CO) CONFIGURATION
CLEANOUT RISER
(TYP.)
WYE CONNECTIONS OR
TW0-WAY CLEANOUT TEE
w/45° BENDS OR APPROVED
EQUAL
4" CLEANOUT
ADAPTER
FITTING WITH
THREADED PLUG.
6" MIN. THICK
CONC. PAD
PROVIDE HEAVY DUTY
(HS-20) OR HIGHER
RATED CLEANOUT
DRAIN COVER SUBMIT
SHOP DRAWINGS FOR
APPROVAL
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
12" MIN.
6"
MI
N
.
FLOW DIRECTION
(ADD CAP FOR END OF LINE C.O.)
FOR ONE-WAY CLEANOUTS,
USE ONE (1) CLEANOUT RISER
DIRECTED DOWNSTREAM
TO BEND
OR FITTING
SEWER
PLACE UPSTREAM OF
90° BENDS
12" MIN.
12" MIN.
TYPICAL UNDERSLAB DRAIN & TRENCH DETAIL
FREE DRAINING GRANULAR MATERIAL
UNDERSLAB (TYP.) SEE WPWSS SECTION
02190 UNDER SECT. 2.11 AGGREGATE
FOR DRAINS - GRADING 'A' OR 'B' OR
APPROVED EQUAL (TYP.)
GEOTEXTILE FILTER
FABRIC ALL SIDES
WITH 1' OVERLAP
(TYP.)
4-INCH PERFORATED PERIMETER DRAIN
4" EDGE TO EDGE CLEARANCE FROM BASE
GEOTEXTILE SOCK WRAP OR APPROVED EQUAL (TYP.)
STAINLESS STEEL
TO BE USED
SEE DT17
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
B
APPENDIX B
• SWMM Calibration Parameters
• Inlet Calibration Parameters
• SWMM Model Overview
• 100-Year SWMM Model Status Report
• 2-Year SWMM Model Status Report
PROJECT 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 %
ID Acres L FACTOR FACTOR FACTOR FACTOR SHAPE Up By Slope %Imperv
(ft)FACTOR 25
1 1.850 377 0.56714 0.70 4.0 0.96354 363.3 375 2.8 85.00
2 1.323 406 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 82.00
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
OS-3 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 1.268 900 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 882.3 900 1.0 2.00
TOTAL - DEV 13.98
TOTAL - EX 1.85
OS-6-10 3.318
For Existing Conditions used Poor Grass Cover on Rough
For Developed Conditions used Average Grass Cover
PROJECT: Trevenna Subdivision
LOCATION: Windsor, CO
SWMM DESIGN STORM SEWER INLET CALIBRATION WORKSHEET
Curb Inlet - Type R Opening Opening Reduced Reduced SWMM Parameters
Using Orifice Equations Width Length Nominal 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
Source: Town of Windsor Criteria (July 2020)
1
C-01
2.296
C-02
1.769
C-03
2.181
C-04
1.646
C-05
1.030 C-06
0.314
C-07
2.105
C-08
2.387
C-OS-1
0.464
C-OS-2
0.224
C-OS-3
0.579
C-OS-4
0.506
C-OS-5
0.400
C-OS-6
0.275
C-OS-7
0.303
C-OS-8
0.164
C-OS-9
0.464 EX-SITE
17.109
A-3-WEIR
0.00
GT-A-1-A
0.50
GT-A-1-B
0.57
GT-A-1-C
0.60
GT-A-1-C-1
1.00GT-A-1-D
0.50
GT-A-1-F
0.73
GT-A2-1-A
0.42
GT-A-B
0.20
GT-AR-A
0.94
GT-AR-B
0.29
GT-AR-C
0.21
GT-B-1-A
0.85GT-B-1-B
0.40
GT-C-1-A
0.88
GT-C-1-B
0.72
GT-C-1-C
1.25GT-C-1-D
1.24
GT-C-B
0.35
GT-INT-B
0.54
GT-INT-C
1.55
P-A-1
1.25
P-A-2
1.24
P-A-3
0.75
P-A-4
0.75P-A-5
-0.65
P-A-6
0.51
P-A-7
0.50 P-A-8
0.54
P-B-1
0.51
P-C-A
1.00
P-C-B
0.51P-C-C
0.25
P-C-D
0.50
P-D-1-A
0.57P-D-1-B
-0.91P-D-1-C
-2.03
P-D-1-D
0.52
P-D-1-E
0.49
P-D-1-F
2.01
P-D-2-A
1.04P-D-2-B
1.00P-D-2-C
3.39
P-D-2-D
1.99
P-E-1-N
0.45P-E-1-S
4.14
P-E-CHAMB
0.07
P-E-UD
0.18
P-Z-POND-OUT
0.30SW-B-P
24.41SW-CHASE
14.24
SDI A1-2
#N/A
SDI B-1
#N/A
SDI C-3
#N/A
SDI-A-1-4
#N/A
SDI-A-1-5
#N/A
SDI-D-1.5.1
#N/A
SDI-C-1
#N/A
SDI-C-3-1
#N/A
A-3-LF
#N/A
J-SDI A-1-2
6.63
J-SDI B-1
5.42
J-SDI C-3
2.53
J-SDI-A-1-4
5.37
J-SDI-A-1-5
2.74
J-SDI-C-1
3.93
J-SDI-C-3-1
4.60
J-SDI-D-1.5.1
5.03
J-SDMH A1-1
6.06
J-SDMH A-1-3
5.59
J-SDMH A-2
3.18
J-SDMH A-3-IN
4.98
J-SDMH A-3-OUT
3.67
J-SDMH A-4
5.79
J-SDMH C-1
4.60
J-SDMH D-1.2
5.09
J-SDMH D-1.3
5.50
J-SDMH D1.5
5.61
J-SDMH D1.6
5.44
J-SDMH_D.1.1
5.69
J-SDMH_D.2.1
4.43
J-SDMH_D.2.2
3.41
J-SDZ-CHAMB_N
5.88J-SDZ-CHAMB_S
5.82
POC_RD-D-2.1
3.14
POC_RD-D-2.2
1.53
RD-4-A
0.76
RD-4-B
0.34
RD-4-C
0.33
RD-4-D
0.36
RD-5-A
0.51RD-5-B
0.83
RD-A-1-A
0.39
RD-A-1-B
0.44
RD-A-1-D
0.39
RD-ANT-1-B
0.30
RD-ANT-1-C
0.24
RD-AR-1-A
0.22
RD-AR-1-B
0.39
RD-AR-1-C
0.48
RD-CHASE
0.12
RD-SDI A1-2
0.76
RD-SDI-A-1-4
0.27
RD-SDI-A-1-5
0.33
RD-SDI-B-1
0.74
RD-SDI-C-1
0.84
RD-SDI-C-3-1
0.39
RD-SDI-C-3A
0.29
RD-SDI-D-1.5.1
1.27
OUT-EAST
0.23 OUT-EX-SITE
0.00
OUT-N
0.00
OUT-POND
0.33
OUT-SE
0.00
OUT-SW
0.45
POND-G
6.05
Gage1
Subcatch
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
1.00
5.00
10.00
%
01/22/2024 00:05:00
BLOOM MULTI-FAMILY DEVELOPMENT - 100-YEAR
EPA SWMM 5.2.4 Page 1
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-S
*************
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
------------------------------------------------------------------------
Gage1 100year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage Outlet
-----------------------------------------------------------------------------------------------------------
C-01 2.30 375.00 83.00 2.8000 Gage1 RD-A-1-A
C-02 1.77 300.00 83.00 3.7000 Gage1 RD-4-C
C-03 2.18 325.00 87.00 3.7000 Gage1 RD-SDI-C-3-1
C-04 1.65 350.00 88.00 3.2000 Gage1 RD-A-1-B
C-05 1.03 275.00 71.00 3.4000 Gage1 RD-5-A
C-06 0.31 200.00 46.00 3.5000 Gage1 RD-CHASE
C-07 2.10 375.00 94.00 2.7000 Gage1 RD-SOUTHPARKING
C-08 2.39 575.00 23.00 10.0000 Gage1 POND-G
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 1
C-OS-1 0.46 100.00 52.00 4.9000 Gage1 RD-AR-1-A
C-OS-2 0.22 65.00 21.00 2.0000 Gage1 OUT-N
C-OS-3 0.58 100.00 22.00 5.7000 Gage1 RD-ANT-1-B
C-OS-4 0.51 175.00 55.00 5.1000 Gage1 RD-AR-1-B
C-OS-5 0.40 100.00 27.00 6.0000 Gage1 RD-AR-1-C
C-OS-6 0.28 60.00 40.00 2.0000 Gage1 RD-ANT-1-B
C-OS-7 0.30 75.00 23.00 2.0000 Gage1 OUT-SE
C-OS-8 0.16 60.00 33.00 2.0000 Gage1 POND-G
C-OS-9 0.46 100.00 24.00 1.0000 Gage1 RD-AR-1-B
EX-SITE 17.11 550.00 2.00 1.0000 Gage1 OUT-EX-SITE
************
Node Summary
************
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-1.1 JUNCTION 4932.52 12.00 0.0
POC_RD-D-2.1 JUNCTION 4935.11 12.00 50.0
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 2
POC_RD-D-2.2 JUNCTION 4936.71 12.00 50.0
RD-4-A JUNCTION 4937.50 12.00 0.0
RD-4-B JUNCTION 4941.81 12.00 0.0
RD-4-C JUNCTION 4943.10 12.00 0.0
RD-4-D JUNCTION 4939.96 12.00 0.0
RD-5-A JUNCTION 4938.99 12.00 0.0
RD-5-B JUNCTION 4938.34 12.00 0.0
RD-A-1-A JUNCTION 4943.02 12.00 0.0
RD-A-1-B JUNCTION 4940.42 12.00 0.0
RD-A-1-D JUNCTION 4940.18 12.00 0.0
RD-ANT-1-B JUNCTION 4943.00 12.00 0.0
RD-ANT-1-C JUNCTION 4941.00 12.00 0.0
RD-AR-1-A JUNCTION 4941.00 12.00 0.0
RD-AR-1-B JUNCTION 4938.00 12.00 0.0
RD-AR-1-C JUNCTION 4936.00 12.00 0.0
RD-CHASE JUNCTION 4937.22 12.00 50.0
RD-SDI-A-1-4 JUNCTION 4941.14 12.00 0.0
RD-SDI-A-1-5 JUNCTION 4942.56 12.00 0.0
RD-SDI A1-2 JUNCTION 4939.00 12.00 0.0
RD-SDI-B-1 JUNCTION 4938.14 12.00 0.0
RD-SDI-C-1 JUNCTION 4939.11 12.00 0.0
RD-SDI-C-3-1 JUNCTION 4940.43 12.00 0.0
RD-SDI-C-3A JUNCTION 4942.08 12.00 0.0
RD-SDI-D-1.5.1 JUNCTION 4937.00 12.00 0.0
SDMH_D.2.1 JUNCTION 4933.81 12.00 50.0
SDMH_D.2.2 JUNCTION 4934.83 12.00 50.0
OUT-EAST OUTFALL 4940.00 1.00 0.0
OUT-EX-SITE OUTFALL 4936.00 0.00 0.0
OUT-N OUTFALL 4946.00 0.00 0.0
OUT-POND OUTFALL 4928.00 1.50 0.0
OUT-SE OUTFALL 4936.00 0.00 0.0
OUT-SW OUTFALL 4935.90 1.00 0.0
POND-G STORAGE 4928.40 11.00 0.0
RD-SOUTHPARKING STORAGE 4937.01 6.00 0.0
************
Link Summary
************
Name From Node To Node Type Length %Slope Roughness
---------------------------------------------------------------------------------------------
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 3
A-3-WEIR J-SDMH A-3-IN J-SDMH A-3-OUT CONDUIT 5.0 0.2000 0.0160
GT-A-1-A RD-A-1-A RD-SDI-A-1-5 CONDUIT 92.8 0.5002 0.0160
GT-A-1-B RD-4-B RD-SDI-A-1-4 CONDUIT 117.0 0.5745 0.0160
GT-A-1-C RD-SDI-A-1-5 RD-4-B CONDUIT 124.9 0.6036 0.0160
GT-A-1-C-1 RD-SDI-A-1-4 RD-A-1-B CONDUIT 71.1 1.0006 0.0160
GT-A-1-D RD-A-1-B RD-A-1-D CONDUIT 49.5 0.5010 0.0160
GT-A-1-F RD-A-1-D RD-SDI A1-2 CONDUIT 161.4 0.7278 0.0160
GT-A2-1-A RD-SOUTHPARKING RD-SDI-D-1.5.1 CONDUIT 10.0 0.1000 0.0160
GT-A-B RD-SDI A1-2 RD-5-A CONDUIT 174.7 0.1958 0.0160
GT-AR-A RD-AR-1-A RD-AR-1-B CONDUIT 317.9 0.9437 0.0160
GT-AR-B RD-AR-1-B RD-AR-1-C CONDUIT 680.3 0.2940 0.0160
GT-AR-C RD-AR-1-C OUT-SW CONDUIT 47.4 0.2109 0.0160
GT-B-1-A RD-5-A RD-5-B CONDUIT 77.3 0.8504 0.0160
GT-B-1-B RD-5-B RD-SDI-B-1 CONDUIT 48.3 0.3974 0.0160
GT-C-1-A RD-4-C RD-SDI-C-3A CONDUIT 115.2 0.8846 0.0160
GT-C-1-B RD-SDI-C-3A RD-SDI-C-3-1 CONDUIT 229.4 0.7190 0.0160
GT-C-1-C RD-SDI-C-3-1 RD-4-D CONDUIT 37.1 1.2491 0.0160
GT-C-1-D RD-4-D RD-SDI-C-1 CONDUIT 69.0 1.2398 0.0160
GT-C-B RD-SDI-C-1 RD-5-A CONDUIT 129.8 0.3450 0.0160
GT-INT-B RD-ANT-1-B RD-ANT-1-C CONDUIT 370.9 0.5393 0.0160
GT-INT-C RD-ANT-1-C OUT-EAST CONDUIT 64.4 1.5532 0.0160
P-A-1 J-SDI-A-1-5 J-SDI-A-1-4 CONDUIT 239.4 1.2500 0.0130
P-A-2 J-SDI-A-1-4 J-SDMH A-1-3 CONDUIT 46.0 1.2403 0.0130
P-A-3 J-SDMH A-1-3 J-SDI A-1-2 CONDUIT 236.2 0.7524 0.0130
P-A-4 J-SDI A-1-2 J-SDMH A1-1 CONDUIT 84.5 0.7490 0.0130
P-A-5 J-SDMH A-4 J-SDMH A1-1 CONDUIT 7.9 -6.7412 0.0130
P-A-6 J-SDMH A-4 J-SDMH A-3-IN CONDUIT 39.0 0.3077 0.0130
P-A-7 J-SDMH A-3-OUT J-SDMH A-2 CONDUIT 151.8 0.3228 0.0130
P-A-8 J-SDMH A-2 POND-G CONDUIT 52.1 0.2801 0.0130
P-B-1 J-SDI B-1 J-SDMH A1-1 CONDUIT 192.0 0.5120 0.0130
P-C-A J-SDI C-3 J-SDI-C-3-1 CONDUIT 231.0 1.0002 0.0130
P-C-B J-SDI-C-3-1 J-SDMH C-1 CONDUIT 32.6 0.5091 0.0130
P-C-C J-SDI-C-1 J-SDMH C-1 CONDUIT 98.3 0.2534 0.0130
P-C-D J-SDMH C-1 J-SDMH A-1-3 CONDUIT 195.6 0.4959 0.0130
P-D-1-A J-STMH-D-1.1 J-SDMH A-4 CONDUIT 21.3 2.8207 0.0130
P-D-1-B J-STMH-D-1.1 J-SDMH D-1.2 CONDUIT 69.2 -0.9110 0.0130
P-D-1-C J-SDMH D-1.3 J-SDMH D-1.2 CONDUIT 19.8 -2.0257 0.0130
P-D-1-D J-SDMH D-1.3 J-SDMH D1.5 CONDUIT 19.6 2.1433 0.0130
P-D-1-E J-SDMH D1.6 J-SDMH D1.5 CONDUIT 34.8 1.4082 0.0130
P-D-1-F J-SDI-D-1.5.1 J-SDMH D1.5 CONDUIT 40.6 2.7890 0.0130
P-D-2-A SDMH_D.2.1 J-SDMH D-1.2 CONDUIT 63.2 1.0447 0.0130
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 4
P-D-2-B SDMH_D.2.2 SDMH_D.2.1 CONDUIT 101.9 1.0010 0.0130
P-D-2-C POC_RD-D-2.2 SDMH_D.2.2 CONDUIT 55.4 3.3936 0.0130
P-D-2-D POC_RD-D-2.1 SDMH_D.2.1 CONDUIT 65.3 1.9863 0.0130
P-E-1-N J-SDMH A-4 J-SDZ-CHAMB_N CONDUIT 13.0 -0.2308 0.0130
P-E-1-S J-SDMH D1.5 J-SDZ-CHAMB_S CONDUIT 6.0 0.0167 0.0130
P-E-CHAMB J-SDZ-CHAMB_S J-SDZ-CHAMB_N CONDUIT 95.0 0.4000 0.0240
P-E-UD J-SDZ-CHAMB_N J-SDMH A-3-IN CONDUIT 80.0 0.1875 0.0160
P-F-1 J-SDI-D-1.5.1 POND-G CONDUIT 200.0 0.9015 0.0320
P-Z-POND-OUT POND-G OUT-POND CONDUIT 100.0 0.4000 0.0130
SW-B-P RD-SDI-B-1 POND-G CONDUIT 20.0 24.4114 0.0350
SW-CHASE RD-CHASE POND-G CONDUIT 20.0 14.2423 0.0350
A-3-LF J-SDMH A-3-IN J-SDMH A-3-OUT ORIFICE
SDI A1-2 RD-SDI A1-2 J-SDI A-1-2 ORIFICE
SDI B-1 RD-SDI-B-1 J-SDI B-1 ORIFICE
SDI C-3 RD-SDI-C-3A J-SDI C-3 ORIFICE
SDI-A-1-4 RD-SDI-A-1-4 J-SDI-A-1-4 ORIFICE
SDI-A-1-5 RD-SDI-A-1-5 J-SDI-A-1-5 ORIFICE
SDI-C-1 RD-SDI-C-1 J-SDI-C-1 ORIFICE
SDI-C-3-1 RD-SDI-C-3-1 J-SDI-C-3-1 ORIFICE
SDI-D-1.5.1 RD-SDI-D-1.5.1 J-SDI-D-1.5.1 ORIFICE
*********************
Cross Section Summary
*********************
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
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 5
GT-B-1-B TRAPEZOIDAL 1.50 57.68 0.75 76.70 1 277.68
GT-C-1-A TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 813.98
GT-C-1-B TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 733.84
GT-C-1-C TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 967.25
GT-C-1-D TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 963.64
GT-C-B TRAPEZOIDAL 1.00 50.10 0.50 100.10 1 172.27
GT-INT-B TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 109.53
GT-INT-C TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 185.88
P-A-1 CIRCULAR 1.50 1.77 0.38 1.50 1 11.74
P-A-2 CIRCULAR 1.50 1.77 0.38 1.50 1 11.70
P-A-3 CIRCULAR 1.50 1.77 0.38 1.50 1 9.11
P-A-4 CIRCULAR 1.50 1.77 0.38 1.50 1 9.09
P-A-5 CIRCULAR 2.00 3.14 0.50 2.00 1 58.74
P-A-6 CIRCULAR 2.00 3.14 0.50 2.00 1 12.55
P-A-7 CIRCULAR 2.00 3.14 0.50 2.00 1 12.85
P-A-8 CIRCULAR 2.00 3.14 0.50 2.00 1 11.97
P-B-1 CIRCULAR 1.50 1.77 0.38 1.50 1 7.52
P-C-A CIRCULAR 1.50 1.77 0.38 1.50 1 10.51
P-C-B CIRCULAR 1.50 1.77 0.38 1.50 1 7.49
P-C-C CIRCULAR 1.50 1.77 0.38 1.50 1 5.29
P-C-D CIRCULAR 1.50 1.77 0.38 1.50 1 7.40
P-D-1-A CIRCULAR 1.50 1.77 0.38 1.50 1 17.64
P-D-1-B CIRCULAR 1.50 1.77 0.38 1.50 1 10.03
P-D-1-C CIRCULAR 1.50 1.77 0.38 1.50 1 14.95
P-D-1-D CIRCULAR 1.50 1.77 0.38 1.50 1 15.38
P-D-1-E CIRCULAR 1.50 1.77 0.38 1.50 1 12.47
P-D-1-F CIRCULAR 1.50 1.77 0.38 1.50 1 17.54
P-D-2-A CIRCULAR 1.50 1.77 0.38 1.50 1 10.74
P-D-2-B CIRCULAR 1.50 1.77 0.38 1.50 1 10.51
P-D-2-C CIRCULAR 0.67 0.35 0.17 0.67 1 2.23
P-D-2-D CIRCULAR 0.67 0.35 0.17 0.67 1 1.71
P-E-1-N CIRCULAR 2.00 3.14 0.50 2.00 1 10.87
P-E-1-S CIRCULAR 2.00 3.14 0.50 2.00 1 2.92
P-E-CHAMB SEMICIRCULAR 3.90 19.31 1.15 6.40 8 82.96
P-E-UD CIRCULAR 0.50 0.20 0.12 0.50 1 0.20
P-F-1 CIRCULAR 1.50 1.77 0.38 1.50 1 4.05
P-Z-POND-OUT CIRCULAR 1.50 1.77 0.38 1.50 1 6.64
SW-B-P TRAPEZOIDAL 2.00 230.00 1.07 215.00 1 5046.00
SW-CHASE TRAPEZOIDAL 2.00 201.00 1.00 200.50 1 3225.52
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 6
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ YES
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... SLOT
Starting Date ............ 01/22/2024 00:00:00
Ending Date .............. 01/24/2024 12:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 2.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 20
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
*********************
Control Actions Taken
*********************
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 11.199 3.927
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 4.001 1.403
Surface Runoff ........... 7.148 2.507
Final Storage ............ 0.096 0.034
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 7
Continuity Error (%) ..... -0.412
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 7.147 2.329
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 5.989 1.952
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 1.164 0.379
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.000 0.000
Continuity Error (%) ..... -0.087
*************************
Highest Continuity Errors
*************************
Node J-SDZ-CHAMB_S (-1.86%)
Node J-SDMH D1.5 (1.18%)
Node J-SDI B-1 (-1.16%)
***************************
Time-Step Critical Elements
***************************
Link A-3-WEIR (5.96%)
********************************
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)
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 8
Link P-A-4 (8)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Node J-SDI-C-1 (0.09%)
Node OUT-EAST (0.09%)
Node OUT-EX-SITE (0.09%)
Node OUT-N (0.09%)
Node OUT-POND (0.09%)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.20 sec
Average Time Step : 1.94 sec
Maximum Time Step : 2.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.65
% of Steps Not Converging : 0.09
Time Step Frequencies :
2.000 - 1.516 sec : 93.90 %
1.516 - 1.149 sec : 2.01 %
1.149 - 0.871 sec : 2.01 %
0.871 - 0.660 sec : 2.02 %
0.660 - 0.500 sec : 0.06 %
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv 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-01 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
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 9
C-03 3.93 0.00 0.00 0.18 3.69 0.34 3.69 0.22 15.68 0.940
C-04 3.93 0.00 0.00 0.16 3.71 0.31 3.71 0.17 12.76 0.944
C-05 3.93 0.00 0.00 0.40 3.49 0.75 3.49 0.10 7.61 0.889
C-06 3.93 0.00 0.00 0.74 3.18 1.40 3.18 0.03 2.10 0.809
C-07 3.93 0.00 0.00 0.08 3.78 0.16 3.78 0.22 15.63 0.963
C-08 3.93 0.00 0.00 1.14 0.89 2.80 2.80 0.18 14.94 0.713
C-OS-1 3.93 0.00 0.00 0.68 3.23 1.22 3.23 0.04 2.87 0.821
C-OS-2 3.93 0.00 0.00 1.18 2.75 1.93 2.75 0.02 1.04 0.699
C-OS-3 3.93 0.00 0.00 1.17 2.76 1.91 2.76 0.04 2.72 0.703
C-OS-4 3.93 0.00 0.00 0.62 3.29 1.16 3.29 0.05 3.52 0.837
C-OS-5 3.93 0.00 0.00 1.05 2.88 1.84 2.88 0.03 2.23 0.733
C-OS-6 3.93 0.00 0.00 0.90 3.01 1.47 3.01 0.02 1.31 0.767
C-OS-7 3.93 0.00 0.00 1.17 2.76 1.87 2.76 0.02 1.32 0.702
C-OS-8 3.93 0.00 0.00 0.97 2.95 1.68 2.95 0.01 0.87 0.752
C-OS-9 3.93 0.00 0.00 1.23 2.69 1.76 2.69 0.03 1.60 0.685
EX-SITE 3.93 0.00 0.00 2.31 0.08 1.54 1.62 0.75 17.17 0.412
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
J-SDI A-1-2 JUNCTION 0.70 6.59 4939.67 0 00:44 6.59
J-SDI-A-1-4 JUNCTION 0.19 5.36 4940.79 0 00:41 5.26
J-SDI-A-1-5 JUNCTION 0.06 2.72 4941.15 0 00:41 2.62
J-SDI B-1 JUNCTION 0.51 5.38 4938.82 0 00:45 5.38
J-SDI C-3 JUNCTION 0.07 2.53 4940.83 0 00:41 2.47
J-SDI-C-1 JUNCTION 0.16 3.93 4940.00 0 00:42 3.90
J-SDI-C-3-1 JUNCTION 0.18 4.60 4940.59 0 00:41 4.56
J-SDI-D-1.5.1 JUNCTION 0.47 4.33 4937.80 0 00:48 4.33
J-SDMH A1-1 JUNCTION 0.92 5.70 4938.15 0 00:47 5.70
J-SDMH A-1-3 JUNCTION 0.25 5.57 4940.43 0 00:41 5.52
J-SDMH A-2 JUNCTION 0.88 3.26 4934.57 0 02:15 3.26
J-SDMH A-3-IN JUNCTION 1.23 4.73 4936.53 0 00:48 4.72
J-SDMH A-3-OUT JUNCTION 0.72 4.38 4936.18 0 00:48 4.37
J-SDMH A-4 JUNCTION 1.19 5.76 4937.68 0 00:48 5.75
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 10
J-SDMH C-1 JUNCTION 0.18 4.59 4940.42 0 00:42 4.55
J-SDMH D-1.2 JUNCTION 0.58 4.55 4937.70 0 00:48 4.54
J-SDMH D-1.3 JUNCTION 0.76 4.95 4937.70 0 00:48 4.95
J-SDMH D1.5 JUNCTION 0.97 5.38 4937.71 0 00:48 5.37
J-SDMH D1.6 JUNCTION 0.73 4.89 4937.71 0 00:48 4.88
J-SDZ-CHAMB_N JUNCTION 1.17 5.74 4937.69 0 00:48 5.73
J-SDZ-CHAMB_S JUNCTION 0.96 5.36 4937.69 0 00:48 5.35
J-STMH-D-1.1 JUNCTION 0.87 5.17 4937.69 0 00:48 5.16
POC_RD-D-2.1 JUNCTION 0.09 2.59 4937.70 0 00:48 2.58
POC_RD-D-2.2 JUNCTION 0.02 0.99 4937.70 0 00:48 0.98
RD-4-A JUNCTION 0.00 0.00 4937.50 0 00:00 0.00
RD-4-B JUNCTION 0.01 0.34 4942.15 0 00:41 0.33
RD-4-C JUNCTION 0.02 0.33 4943.42 0 00:40 0.32
RD-4-D JUNCTION 0.01 0.36 4940.33 0 00:41 0.34
RD-5-A JUNCTION 0.02 0.51 4939.50 0 00:44 0.50
RD-5-B JUNCTION 0.03 0.82 4939.16 0 00:44 0.82
RD-A-1-A JUNCTION 0.02 0.39 4943.42 0 00:40 0.39
RD-A-1-B JUNCTION 0.02 0.44 4940.86 0 00:41 0.43
RD-A-1-D JUNCTION 0.02 0.39 4940.56 0 00:42 0.37
RD-ANT-1-B JUNCTION 0.01 0.30 4943.30 0 00:45 0.30
RD-ANT-1-C JUNCTION 0.01 0.24 4941.24 0 00:46 0.23
RD-AR-1-A JUNCTION 0.01 0.22 4941.22 0 00:41 0.22
RD-AR-1-B JUNCTION 0.02 0.39 4938.39 0 00:46 0.39
RD-AR-1-C JUNCTION 0.02 0.48 4936.48 0 00:48 0.48
RD-CHASE JUNCTION 0.00 0.12 4937.34 0 00:40 0.12
RD-SDI-A-1-4 JUNCTION 0.01 0.27 4941.40 0 00:42 0.26
RD-SDI-A-1-5 JUNCTION 0.01 0.33 4942.89 0 00:40 0.32
RD-SDI A1-2 JUNCTION 0.02 0.74 4939.74 0 00:44 0.74
RD-SDI-B-1 JUNCTION 0.02 0.73 4938.88 0 00:44 0.73
RD-SDI-C-1 JUNCTION 0.02 0.84 4939.94 0 00:42 0.82
RD-SDI-C-3-1 JUNCTION 0.01 0.39 4940.81 0 00:41 0.37
RD-SDI-C-3A JUNCTION 0.01 0.29 4942.36 0 00:41 0.28
RD-SDI-D-1.5.1 JUNCTION 0.02 0.95 4937.95 0 00:48 0.95
SDMH_D.2.1 JUNCTION 0.35 3.89 4937.70 0 00:48 3.88
SDMH_D.2.2 JUNCTION 0.13 2.87 4937.70 0 00:48 2.86
OUT-EAST OUTFALL 0.01 0.23 4940.23 0 00:46 0.23
OUT-EX-SITE OUTFALL 0.00 0.00 4936.00 0 00:00 0.00
OUT-N OUTFALL 0.00 0.00 4946.00 0 00:00 0.00
OUT-POND OUTFALL 0.24 0.39 4928.39 0 00:24 0.39
OUT-SE OUTFALL 0.00 0.00 4936.00 0 00:00 0.00
OUT-SW OUTFALL 0.02 0.45 4936.35 0 00:48 0.45
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 11
POND-G STORAGE 2.41 6.16 4934.56 0 02:39 6.16
RD-SOUTHPARKING STORAGE 0.03 0.94 4937.95 0 00:48 0.94
*******************
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 JUNCTION 0.00 14.75 0 00:37 0 0.493 -0.046
J-SDI-A-1-4 JUNCTION 0.00 6.46 0 00:41 0 0.135 -0.023
J-SDI-A-1-5 JUNCTION 0.00 3.82 0 00:40 0 0.0839 0.024
J-SDI B-1 JUNCTION 0.00 10.53 0 00:37 0 0.144 -1.142
J-SDI C-3 JUNCTION 0.00 3.09 0 00:41 0 0.0666 0.038
J-SDI-C-1 JUNCTION 0.00 5.58 0 00:42 0 0.127 0.122
J-SDI-C-3-1 JUNCTION 0.00 5.93 0 00:37 0 0.151 -0.018
J-SDI-D-1.5.1 JUNCTION 0.00 11.00 0 00:38 0 0.232 -0.221
J-SDMH A1-1 JUNCTION 0.00 19.77 0 00:37 0 0.641 0.000
J-SDMH A-1-3 JUNCTION 0.00 8.49 0 00:29 0 0.305 0.049
J-SDMH A-2 JUNCTION 0.00 20.16 0 00:48 0 0.646 0.102
J-SDMH A-3-IN JUNCTION 0.00 20.16 0 00:48 0 0.648 -0.122
J-SDMH A-3-OUT JUNCTION 0.00 20.16 0 00:48 0 0.647 0.015
J-SDMH A-4 JUNCTION 0.00 19.67 0 00:36 0 0.722 -0.047
J-SDMH C-1 JUNCTION 0.00 6.64 0 00:29 0 0.225 0.034
J-SDMH D-1.2 JUNCTION 0.00 2.98 0 00:33 0 0.0353 0.000
J-SDMH D-1.3 JUNCTION 0.00 2.11 0 00:33 0 0.0292 -0.440
J-SDMH D1.5 JUNCTION 0.00 7.92 0 00:33 0 0.1 1.189
J-SDMH D1.6 JUNCTION 0.00 0.27 0 00:36 0 0.000923 28.392
J-SDZ-CHAMB_N JUNCTION 0.00 12.26 0 00:33 0 0.146 0.782
J-SDZ-CHAMB_S JUNCTION 0.00 12.40 0 00:33 0 0.0951 -1.825
J-STMH-D-1.1 JUNCTION 0.00 3.03 0 00:33 0 0.0351 0.952
POC_RD-D-2.1 JUNCTION 0.00 0.24 0 00:37 0 0.0004 0.009
POC_RD-D-2.2 JUNCTION 0.00 0.22 0 00:39 0 0.000163 0.028
RD-4-A JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
RD-4-B JUNCTION 0.00 11.80 0 00:41 0 0.143 0.039
RD-4-C JUNCTION 12.90 12.90 0 00:40 0.175 0.175 -0.044
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 12
RD-4-D JUNCTION 0.00 22.04 0 00:41 0 0.243 -0.115
RD-5-A JUNCTION 7.61 44.83 0 00:43 0.0976 0.39 -0.094
RD-5-B JUNCTION 0.00 44.36 0 00:44 0 0.39 0.004
RD-A-1-A JUNCTION 15.96 15.96 0 00:40 0.227 0.227 -0.019
RD-A-1-B JUNCTION 12.76 20.12 0 00:41 0.166 0.257 -0.051
RD-A-1-D JUNCTION 0.00 20.08 0 00:41 0 0.257 -0.269
RD-ANT-1-B JUNCTION 3.97 3.97 0 00:45 0.0659 0.0659 -0.194
RD-ANT-1-C JUNCTION 0.00 3.89 0 00:45 0 0.066 0.195
RD-AR-1-A JUNCTION 2.87 2.87 0 00:40 0.0406 0.0406 -0.526
RD-AR-1-B JUNCTION 4.98 7.62 0 00:40 0.0791 0.12 -0.509
RD-AR-1-C JUNCTION 2.23 9.00 0 00:45 0.0313 0.152 0.552
RD-CHASE JUNCTION 2.10 2.10 0 00:40 0.0271 0.0271 -0.000
RD-SDI-A-1-4 JUNCTION 0.00 11.61 0 00:42 0 0.143 0.104
RD-SDI-A-1-5 JUNCTION 0.00 15.83 0 00:40 0 0.227 -0.029
RD-SDI A1-2 JUNCTION 0.00 19.96 0 00:42 0 0.258 0.408
RD-SDI-B-1 JUNCTION 0.00 44.29 0 00:44 0 0.39 0.029
RD-SDI-C-1 JUNCTION 0.00 27.57 0 00:41 0 0.298 0.078
RD-SDI-C-3-1 JUNCTION 15.68 24.24 0 00:40 0.219 0.327 -0.012
RD-SDI-C-3A JUNCTION 0.00 12.78 0 00:40 0 0.175 0.059
RD-SDI-D-1.5.1 JUNCTION 0.00 11.91 0 00:38 0 0.216 0.013
SDMH_D.2.1 JUNCTION 0.00 1.07 0 00:33 0 0.00472 -0.282
SDMH_D.2.2 JUNCTION 0.00 0.56 0 00:34 0 0.0013 0.017
OUT-EAST OUTFALL 0.00 3.85 0 00:46 0 0.0659 0.000
OUT-EX-SITE OUTFALL 17.17 17.17 0 00:50 0.751 0.751 0.000
OUT-N OUTFALL 1.04 1.04 0 00:45 0.0167 0.0167 0.000
OUT-POND OUTFALL 0.00 1.00 0 00:24 0 0.944 0.000
OUT-SE OUTFALL 1.32 1.32 0 00:45 0.0227 0.0227 0.000
OUT-SW OUTFALL 0.00 8.31 0 00:48 0 0.151 0.000
POND-G STORAGE 15.74 80.55 0 00:44 0.195 1.28 -0.082
RD-SOUTHPARKING STORAGE 15.63 15.63 0 00:40 0.216 0.216 -0.014
**********************
Node Surcharge Summary
**********************
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
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 13
---------------------------------------------------------------------
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-1.1 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
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 14
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
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 15
GT-A-1-F CONDUIT 19.96 0 00:42 2.10 0.03 0.37
GT-A2-1-A CONDUIT 11.91 0 00:38 1.30 0.03 0.63
GT-A-B CONDUIT 12.21 0 00:44 1.16 0.01 0.23
GT-AR-A CONDUIT 2.74 0 00:41 1.23 0.02 0.31
GT-AR-B CONDUIT 6.82 0 00:46 1.49 0.08 0.43
GT-AR-C CONDUIT 8.31 0 00:48 1.49 0.12 0.47
GT-B-1-A CONDUIT 44.36 0 00:44 2.00 0.06 0.44
GT-B-1-B CONDUIT 44.29 0 00:44 2.83 0.16 0.52
GT-C-1-A CONDUIT 12.78 0 00:40 2.72 0.02 0.20
GT-C-1-B CONDUIT 9.21 0 00:41 1.60 0.01 0.23
GT-C-1-C CONDUIT 22.04 0 00:41 3.12 0.02 0.25
GT-C-1-D CONDUIT 22.00 0 00:41 2.36 0.02 0.40
GT-C-B CONDUIT 27.63 0 00:42 2.23 0.16 0.50
GT-INT-B CONDUIT 3.89 0 00:45 2.12 0.04 0.27
GT-INT-C CONDUIT 3.85 0 00:46 2.69 0.02 0.24
P-A-1 CONDUIT 3.82 0 00:40 3.87 0.32 1.00
P-A-2 CONDUIT 6.46 0 00:41 3.66 0.55 1.00
P-A-3 CONDUIT 8.26 0 00:30 4.67 0.91 1.00
P-A-4 CONDUIT 13.94 0 00:36 7.89 1.53 1.00
P-A-5 CONDUIT 19.67 0 00:36 6.26 0.33 1.00
P-A-6 CONDUIT 19.60 0 00:48 6.24 1.56 1.00
P-A-7 CONDUIT 20.16 0 00:48 6.42 1.57 1.00
P-A-8 CONDUIT 20.16 0 00:48 6.42 1.68 1.00
P-B-1 CONDUIT 7.05 0 01:11 3.99 0.94 1.00
P-C-A CONDUIT 3.09 0 00:41 1.82 0.29 1.00
P-C-B CONDUIT 5.92 0 00:37 3.35 0.79 1.00
P-C-C CONDUIT 5.58 0 00:42 3.16 1.05 1.00
P-C-D CONDUIT 6.41 0 00:29 4.10 0.87 1.00
P-D-1-A CONDUIT 3.03 0 00:33 1.97 0.17 1.00
P-D-1-B CONDUIT 2.98 0 00:33 3.92 0.30 1.00
P-D-1-C CONDUIT 2.11 0 00:33 2.55 0.14 1.00
P-D-1-D CONDUIT 2.04 0 00:33 1.17 0.13 1.00
P-D-1-E CONDUIT 0.52 0 00:22 0.47 0.04 1.00
P-D-1-F CONDUIT 5.88 0 00:33 4.00 0.34 1.00
P-D-2-A CONDUIT 1.07 0 00:33 0.70 0.10 1.00
P-D-2-B CONDUIT 0.56 0 00:34 0.62 0.05 1.00
P-D-2-C CONDUIT 0.22 0 00:39 0.63 0.10 1.00
P-D-2-D CONDUIT 0.24 0 00:37 0.70 0.14 1.00
P-E-1-N CONDUIT 11.95 0 00:33 4.09 1.10 1.00
P-E-1-S CONDUIT 7.79 0 00:33 4.72 2.67 1.00
P-E-CHAMB CONDUIT 5.27 0 00:30 0.40 0.01 1.00
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 16
P-E-UD CONDUIT 0.56 0 00:48 2.85 2.84 1.00
P-F-1 CONDUIT 5.72 0 00:48 3.24 1.41 1.00
P-Z-POND-OUT CONDUIT 1.00 0 00:24 2.71 0.15 1.00
SW-B-P CONDUIT 38.59 0 00:44 6.19 0.01 0.16
SW-CHASE CONDUIT 2.10 0 00:40 2.56 0.00 0.06
A-3-LF ORIFICE 0.18 0 00:33 1.00
SDI A1-2 ORIFICE 8.45 0 00:37 1.00
SDI B-1 ORIFICE 10.53 0 00:37 1.00
SDI C-3 ORIFICE 3.09 0 00:41
SDI-A-1-4 ORIFICE 2.74 0 00:42
SDI-A-1-5 ORIFICE 3.82 0 00:40
SDI-C-1 ORIFICE 5.58 0 00:42 1.00
SDI-C-3-1 ORIFICE 3.56 0 00:37
SDI-D-1.5.1 ORIFICE 11.00 0 00:38 1.00
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
A-3-WEIR 1.00 0.94 0.00 0.00 0.01 0.00 0.00 0.06 0.00 0.00
GT-A-1-A 1.00 0.00 0.00 0.00 0.84 0.16 0.00 0.00 0.00 0.00
GT-A-1-B 1.00 0.00 0.00 0.00 0.90 0.09 0.00 0.00 0.01 0.00
GT-A-1-C 1.00 0.00 0.11 0.00 0.89 0.00 0.00 0.00 0.99 0.00
GT-A-1-C-1 1.00 0.00 0.70 0.00 0.30 0.00 0.00 0.00 1.00 0.00
GT-A-1-D 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.96 0.00
GT-A-1-F 1.00 0.00 0.00 0.00 0.70 0.29 0.00 0.00 0.02 0.00
GT-A2-1-A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00
GT-A-B 1.00 0.00 0.99 0.00 0.01 0.00 0.00 0.00 0.99 0.00
GT-AR-A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.98 0.00
GT-AR-B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.56 0.00
GT-AR-C 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.90 0.00
GT-B-1-A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00
GT-B-1-B 1.00 0.00 0.00 0.00 0.92 0.08 0.00 0.00 0.00 0.00
GT-C-1-A 1.00 0.00 0.00 0.00 0.56 0.44 0.00 0.00 0.00 0.00
GT-C-1-B 1.00 0.06 0.13 0.00 0.81 0.00 0.00 0.00 1.00 0.00
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 17
GT-C-1-C 1.00 0.00 0.11 0.00 0.86 0.04 0.00 0.00 0.96 0.00
GT-C-1-D 1.00 0.00 0.00 0.00 0.77 0.23 0.00 0.00 0.03 0.00
GT-C-B 1.00 0.00 0.98 0.00 0.01 0.00 0.00 0.00 0.99 0.00
GT-INT-B 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.43 0.00
GT-INT-C 1.00 0.18 0.00 0.00 0.78 0.04 0.00 0.00 0.94 0.00
P-A-1 1.00 0.00 0.00 0.00 0.91 0.09 0.00 0.00 0.65 0.00
P-A-2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.95 0.00
P-A-3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.88 0.00
P-A-4 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.10 0.00
P-A-5 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.50 0.00
P-A-6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.45 0.00
P-A-7 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.62 0.00
P-A-8 1.00 0.00 0.00 0.00 0.44 0.00 0.00 0.56 0.01 0.00
P-B-1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.29 0.00
P-C-A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.98 0.00
P-C-B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.78 0.00
P-C-C 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.96 0.00
P-C-D 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.95 0.00
P-D-1-A 1.00 0.00 0.51 0.00 0.49 0.00 0.00 0.00 0.51 0.00
P-D-1-B 1.00 0.51 0.10 0.00 0.39 0.00 0.00 0.00 0.61 0.00
P-D-1-C 1.00 0.55 0.06 0.00 0.39 0.00 0.00 0.00 0.61 0.00
P-D-1-D 1.00 0.00 0.55 0.00 0.45 0.00 0.00 0.00 0.55 0.00
P-D-1-E 1.00 0.00 0.56 0.00 0.44 0.00 0.00 0.00 0.56 0.00
P-D-1-F 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.66 0.00
P-D-2-A 1.00 0.61 0.10 0.00 0.29 0.00 0.00 0.00 0.72 0.00
P-D-2-B 1.00 0.71 0.15 0.00 0.14 0.00 0.00 0.00 0.87 0.00
P-D-2-C 1.00 0.86 0.12 0.00 0.02 0.00 0.00 0.00 0.98 0.00
P-D-2-D 1.00 0.71 0.19 0.00 0.09 0.00 0.00 0.00 0.91 0.00
P-E-1-N 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.44 0.00
P-E-1-S 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00
P-E-CHAMB 1.00 0.00 0.46 0.00 0.53 0.00 0.00 0.00 0.30 0.00
P-E-UD 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.45 0.00
P-F-1 1.00 0.80 0.13 0.00 0.06 0.00 0.00 0.02 0.97 0.00
P-Z-POND-OUT 1.00 0.39 0.00 0.00 0.61 0.00 0.00 0.00 0.41 0.00
SW-B-P 1.00 0.87 0.12 0.00 0.00 0.00 0.00 0.01 0.00 0.00
SW-CHASE 1.00 0.00 0.00 0.00 0.04 0.00 0.00 0.96 0.04 0.00
*************************
Conduit Surcharge Summary
*************************
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 18
----------------------------------------------------------------------------
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-S 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
BLOOM MULTI-FAMILY DEVELOPMENT - 100-Year
EPA SWMM 5.2.4 Page 19
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-S
*************
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
------------------------------------------------------------------------
Gage1 2year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage Outlet
-----------------------------------------------------------------------------------------------------------
C-01 2.30 375.00 83.00 2.8000 Gage1 RD-A-1-A
C-02 1.77 300.00 83.00 3.7000 Gage1 RD-4-C
C-03 2.18 325.00 87.00 3.7000 Gage1 RD-SDI-C-3-1
C-04 1.65 350.00 88.00 3.2000 Gage1 RD-A-1-B
C-05 1.03 275.00 71.00 3.4000 Gage1 RD-5-A
C-06 0.31 200.00 46.00 3.5000 Gage1 RD-CHASE
C-07 2.10 375.00 94.00 2.7000 Gage1 RD-SOUTHPARKING
C-08 2.39 575.00 23.00 10.0000 Gage1 POND-G
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 1
C-OS-1 0.46 100.00 52.00 4.9000 Gage1 RD-AR-1-A
C-OS-2 0.22 65.00 21.00 2.0000 Gage1 OUT-N
C-OS-3 0.58 100.00 22.00 5.7000 Gage1 RD-ANT-1-B
C-OS-4 0.51 175.00 55.00 5.1000 Gage1 RD-AR-1-B
C-OS-5 0.40 100.00 27.00 6.0000 Gage1 RD-AR-1-C
C-OS-6 0.28 60.00 40.00 2.0000 Gage1 RD-ANT-1-B
C-OS-7 0.30 75.00 23.00 2.0000 Gage1 OUT-SE
C-OS-8 0.16 60.00 33.00 2.0000 Gage1 POND-G
C-OS-9 0.46 100.00 24.00 1.0000 Gage1 RD-AR-1-B
EX-SITE 17.11 550.00 2.00 1.0000 Gage1 OUT-EX-SITE
************
Node Summary
************
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-1.1 JUNCTION 4932.52 12.00 0.0
POC_RD-D-2.1 JUNCTION 4935.11 12.00 50.0
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 2
POC_RD-D-2.2 JUNCTION 4936.71 12.00 50.0
RD-4-A JUNCTION 4937.50 12.00 0.0
RD-4-B JUNCTION 4941.81 12.00 0.0
RD-4-C JUNCTION 4943.10 12.00 0.0
RD-4-D JUNCTION 4939.96 12.00 0.0
RD-5-A JUNCTION 4938.99 12.00 0.0
RD-5-B JUNCTION 4938.34 12.00 0.0
RD-A-1-A JUNCTION 4943.02 12.00 0.0
RD-A-1-B JUNCTION 4940.42 12.00 0.0
RD-A-1-D JUNCTION 4940.18 12.00 0.0
RD-ANT-1-B JUNCTION 4943.00 12.00 0.0
RD-ANT-1-C JUNCTION 4941.00 12.00 0.0
RD-AR-1-A JUNCTION 4941.00 12.00 0.0
RD-AR-1-B JUNCTION 4938.00 12.00 0.0
RD-AR-1-C JUNCTION 4936.00 12.00 0.0
RD-CHASE JUNCTION 4937.22 12.00 50.0
RD-SDI-A-1-4 JUNCTION 4941.14 12.00 0.0
RD-SDI-A-1-5 JUNCTION 4942.56 12.00 0.0
RD-SDI A1-2 JUNCTION 4939.00 12.00 0.0
RD-SDI-B-1 JUNCTION 4938.14 12.00 0.0
RD-SDI-C-1 JUNCTION 4939.11 12.00 0.0
RD-SDI-C-3-1 JUNCTION 4940.43 12.00 0.0
RD-SDI-C-3A JUNCTION 4942.08 12.00 0.0
RD-SDI-D-1.5.1 JUNCTION 4937.00 12.00 0.0
SDMH_D.2.1 JUNCTION 4933.81 12.00 50.0
SDMH_D.2.2 JUNCTION 4934.83 12.00 50.0
OUT-EAST OUTFALL 4940.00 1.00 0.0
OUT-EX-SITE OUTFALL 4936.00 0.00 0.0
OUT-N OUTFALL 4946.00 0.00 0.0
OUT-POND OUTFALL 4928.00 1.50 0.0
OUT-SE OUTFALL 4936.00 0.00 0.0
OUT-SW OUTFALL 4935.90 1.00 0.0
POND-G STORAGE 4928.40 11.00 0.0
RD-SOUTHPARKING STORAGE 4937.01 6.00 0.0
************
Link Summary
************
Name From Node To Node Type Length %Slope Roughness
---------------------------------------------------------------------------------------------
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 3
A-3-WEIR J-SDMH A-3-IN J-SDMH A-3-OUT CONDUIT 5.0 0.2000 0.0160
GT-A-1-A RD-A-1-A RD-SDI-A-1-5 CONDUIT 92.8 0.5002 0.0160
GT-A-1-B RD-4-B RD-SDI-A-1-4 CONDUIT 117.0 0.5745 0.0160
GT-A-1-C RD-SDI-A-1-5 RD-4-B CONDUIT 124.9 0.6036 0.0160
GT-A-1-C-1 RD-SDI-A-1-4 RD-A-1-B CONDUIT 71.1 1.0006 0.0160
GT-A-1-D RD-A-1-B RD-A-1-D CONDUIT 49.5 0.5010 0.0160
GT-A-1-F RD-A-1-D RD-SDI A1-2 CONDUIT 161.4 0.7278 0.0160
GT-A2-1-A RD-SOUTHPARKING RD-SDI-D-1.5.1 CONDUIT 10.0 0.1000 0.0160
GT-A-B RD-SDI A1-2 RD-5-A CONDUIT 174.7 0.1958 0.0160
GT-AR-A RD-AR-1-A RD-AR-1-B CONDUIT 317.9 0.9437 0.0160
GT-AR-B RD-AR-1-B RD-AR-1-C CONDUIT 680.3 0.2940 0.0160
GT-AR-C RD-AR-1-C OUT-SW CONDUIT 47.4 0.2109 0.0160
GT-B-1-A RD-5-A RD-5-B CONDUIT 77.3 0.8504 0.0160
GT-B-1-B RD-5-B RD-SDI-B-1 CONDUIT 48.3 0.3974 0.0160
GT-C-1-A RD-4-C RD-SDI-C-3A CONDUIT 115.2 0.8846 0.0160
GT-C-1-B RD-SDI-C-3A RD-SDI-C-3-1 CONDUIT 229.4 0.7190 0.0160
GT-C-1-C RD-SDI-C-3-1 RD-4-D CONDUIT 37.1 1.2491 0.0160
GT-C-1-D RD-4-D RD-SDI-C-1 CONDUIT 69.0 1.2398 0.0160
GT-C-B RD-SDI-C-1 RD-5-A CONDUIT 129.8 0.3450 0.0160
GT-INT-B RD-ANT-1-B RD-ANT-1-C CONDUIT 370.9 0.5393 0.0160
GT-INT-C RD-ANT-1-C OUT-EAST CONDUIT 64.4 1.5532 0.0160
P-A-1 J-SDI-A-1-5 J-SDI-A-1-4 CONDUIT 239.4 1.2500 0.0130
P-A-2 J-SDI-A-1-4 J-SDMH A-1-3 CONDUIT 46.0 1.2403 0.0130
P-A-3 J-SDMH A-1-3 J-SDI A-1-2 CONDUIT 236.2 0.7524 0.0130
P-A-4 J-SDI A-1-2 J-SDMH A1-1 CONDUIT 84.5 0.7490 0.0130
P-A-5 J-SDMH A-4 J-SDMH A1-1 CONDUIT 7.9 -6.7412 0.0130
P-A-6 J-SDMH A-4 J-SDMH A-3-IN CONDUIT 39.0 0.3077 0.0130
P-A-7 J-SDMH A-3-OUT J-SDMH A-2 CONDUIT 151.8 0.3228 0.0130
P-A-8 J-SDMH A-2 POND-G CONDUIT 52.1 0.2801 0.0130
P-B-1 J-SDI B-1 J-SDMH A1-1 CONDUIT 192.0 0.5120 0.0130
P-C-A J-SDI C-3 J-SDI-C-3-1 CONDUIT 231.0 1.0002 0.0130
P-C-B J-SDI-C-3-1 J-SDMH C-1 CONDUIT 32.6 0.5091 0.0130
P-C-C J-SDI-C-1 J-SDMH C-1 CONDUIT 98.3 0.2534 0.0130
P-C-D J-SDMH C-1 J-SDMH A-1-3 CONDUIT 195.6 0.4959 0.0130
P-D-1-A J-STMH-D-1.1 J-SDMH A-4 CONDUIT 21.3 2.8207 0.0130
P-D-1-B J-STMH-D-1.1 J-SDMH D-1.2 CONDUIT 69.2 -0.9110 0.0130
P-D-1-C J-SDMH D-1.3 J-SDMH D-1.2 CONDUIT 19.8 -2.0257 0.0130
P-D-1-D J-SDMH D-1.3 J-SDMH D1.5 CONDUIT 19.6 2.1433 0.0130
P-D-1-E J-SDMH D1.6 J-SDMH D1.5 CONDUIT 34.8 1.4082 0.0130
P-D-1-F J-SDI-D-1.5.1 J-SDMH D1.5 CONDUIT 40.6 2.7890 0.0130
P-D-2-A SDMH_D.2.1 J-SDMH D-1.2 CONDUIT 63.2 1.0447 0.0130
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 4
P-D-2-B SDMH_D.2.2 SDMH_D.2.1 CONDUIT 101.9 1.0010 0.0130
P-D-2-C POC_RD-D-2.2 SDMH_D.2.2 CONDUIT 55.4 3.3936 0.0130
P-D-2-D POC_RD-D-2.1 SDMH_D.2.1 CONDUIT 65.3 1.9863 0.0130
P-E-1-N J-SDMH A-4 J-SDZ-CHAMB_N CONDUIT 13.0 -0.2308 0.0130
P-E-1-S J-SDMH D1.5 J-SDZ-CHAMB_S CONDUIT 6.0 0.0167 0.0130
P-E-CHAMB J-SDZ-CHAMB_S J-SDZ-CHAMB_N CONDUIT 95.0 0.4000 0.0240
P-E-UD J-SDZ-CHAMB_N J-SDMH A-3-IN CONDUIT 80.0 0.1875 0.0160
P-F-1 J-SDI-D-1.5.1 POND-G CONDUIT 200.0 0.9015 0.0320
P-Z-POND-OUT POND-G OUT-POND CONDUIT 100.0 0.4000 0.0130
SW-B-P RD-SDI-B-1 POND-G CONDUIT 20.0 24.4114 0.0350
SW-CHASE RD-CHASE POND-G CONDUIT 20.0 14.2423 0.0350
A-3-LF J-SDMH A-3-IN J-SDMH A-3-OUT ORIFICE
SDI A1-2 RD-SDI A1-2 J-SDI A-1-2 ORIFICE
SDI B-1 RD-SDI-B-1 J-SDI B-1 ORIFICE
SDI C-3 RD-SDI-C-3A J-SDI C-3 ORIFICE
SDI-A-1-4 RD-SDI-A-1-4 J-SDI-A-1-4 ORIFICE
SDI-A-1-5 RD-SDI-A-1-5 J-SDI-A-1-5 ORIFICE
SDI-C-1 RD-SDI-C-1 J-SDI-C-1 ORIFICE
SDI-C-3-1 RD-SDI-C-3-1 J-SDI-C-3-1 ORIFICE
SDI-D-1.5.1 RD-SDI-D-1.5.1 J-SDI-D-1.5.1 ORIFICE
*********************
Cross Section Summary
*********************
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
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 5
GT-B-1-B TRAPEZOIDAL 1.50 57.68 0.75 76.70 1 277.68
GT-C-1-A TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 813.98
GT-C-1-B TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 733.84
GT-C-1-C TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 967.25
GT-C-1-D TRAPEZOIDAL 1.50 112.80 0.75 150.20 1 963.64
GT-C-B TRAPEZOIDAL 1.00 50.10 0.50 100.10 1 172.27
GT-INT-B TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 109.53
GT-INT-C TRAPEZOIDAL 1.00 25.60 0.50 51.10 1 185.88
P-A-1 CIRCULAR 1.50 1.77 0.38 1.50 1 11.74
P-A-2 CIRCULAR 1.50 1.77 0.38 1.50 1 11.70
P-A-3 CIRCULAR 1.50 1.77 0.38 1.50 1 9.11
P-A-4 CIRCULAR 1.50 1.77 0.38 1.50 1 9.09
P-A-5 CIRCULAR 2.00 3.14 0.50 2.00 1 58.74
P-A-6 CIRCULAR 2.00 3.14 0.50 2.00 1 12.55
P-A-7 CIRCULAR 2.00 3.14 0.50 2.00 1 12.85
P-A-8 CIRCULAR 2.00 3.14 0.50 2.00 1 11.97
P-B-1 CIRCULAR 1.50 1.77 0.38 1.50 1 7.52
P-C-A CIRCULAR 1.50 1.77 0.38 1.50 1 10.51
P-C-B CIRCULAR 1.50 1.77 0.38 1.50 1 7.49
P-C-C CIRCULAR 1.50 1.77 0.38 1.50 1 5.29
P-C-D CIRCULAR 1.50 1.77 0.38 1.50 1 7.40
P-D-1-A CIRCULAR 1.50 1.77 0.38 1.50 1 17.64
P-D-1-B CIRCULAR 1.50 1.77 0.38 1.50 1 10.03
P-D-1-C CIRCULAR 1.50 1.77 0.38 1.50 1 14.95
P-D-1-D CIRCULAR 1.50 1.77 0.38 1.50 1 15.38
P-D-1-E CIRCULAR 1.50 1.77 0.38 1.50 1 12.47
P-D-1-F CIRCULAR 1.50 1.77 0.38 1.50 1 17.54
P-D-2-A CIRCULAR 1.50 1.77 0.38 1.50 1 10.74
P-D-2-B CIRCULAR 1.50 1.77 0.38 1.50 1 10.51
P-D-2-C CIRCULAR 0.67 0.35 0.17 0.67 1 2.23
P-D-2-D CIRCULAR 0.67 0.35 0.17 0.67 1 1.71
P-E-1-N CIRCULAR 2.00 3.14 0.50 2.00 1 10.87
P-E-1-S CIRCULAR 2.00 3.14 0.50 2.00 1 2.92
P-E-CHAMB SEMICIRCULAR 3.90 19.31 1.15 6.40 8 82.96
P-E-UD CIRCULAR 0.50 0.20 0.12 0.50 1 0.20
P-F-1 CIRCULAR 1.50 1.77 0.38 1.50 1 4.05
P-Z-POND-OUT CIRCULAR 1.50 1.77 0.38 1.50 1 6.64
SW-B-P TRAPEZOIDAL 2.00 230.00 1.07 215.00 1 5046.00
SW-CHASE TRAPEZOIDAL 2.00 201.00 1.00 200.50 1 3225.52
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 6
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ YES
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... SLOT
Starting Date ............ 01/22/2024 00:00:00
Ending Date .............. 01/24/2024 12:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 2.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 20
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
*********************
Control Actions Taken
*********************
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 2.787 0.977
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.843 0.646
Surface Runoff ........... 0.856 0.300
Final Storage ............ 0.096 0.034
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 7
Continuity Error (%) ..... -0.279
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 0.856 0.279
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 0.688 0.224
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.168 0.055
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.000 0.000
Continuity Error (%) ..... 0.000
*************************
Highest Continuity Errors
*************************
Node RD-AR-1-C (1.62%)
Node J-SDZ-CHAMB_S (-1.58%)
Node RD-AR-1-B (-1.52%)
Node J-SDMH D1.5 (1.39%)
***************************
Time-Step Critical Elements
***************************
Link A-3-WEIR (1.77%)
********************************
Highest Flow Instability Indexes
********************************
Link P-A-5 (21)
Link P-E-1-N (21)
Link P-A-6 (19)
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 8
Link P-D-1-A (19)
Link P-E-1-S (8)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.04 sec
Average Time Step : 1.99 sec
Maximum Time Step : 2.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.41
% of Steps Not Converging : 0.00
Time Step Frequencies :
2.000 - 1.516 sec : 98.64 %
1.516 - 1.149 sec : 0.77 %
1.149 - 0.871 sec : 0.38 %
0.871 - 0.660 sec : 0.12 %
0.660 - 0.500 sec : 0.08 %
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv 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-01 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
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 9
C-06 0.98 0.00 0.00 0.50 0.43 0.03 0.43 0.00 0.39 0.445
C-07 0.98 0.00 0.00 0.05 0.83 0.00 0.83 0.05 2.68 0.854
C-08 0.98 0.00 0.00 0.83 0.20 0.13 0.13 0.01 0.84 0.135
C-OS-1 0.98 0.00 0.00 0.46 0.48 0.01 0.48 0.01 0.54 0.487
C-OS-2 0.98 0.00 0.00 0.76 0.20 0.01 0.20 0.00 0.12 0.206
C-OS-3 0.98 0.00 0.00 0.75 0.21 0.01 0.21 0.00 0.33 0.215
C-OS-4 0.98 0.00 0.00 0.42 0.51 0.02 0.51 0.01 0.69 0.519
C-OS-5 0.98 0.00 0.00 0.69 0.26 0.02 0.26 0.00 0.29 0.265
C-OS-6 0.98 0.00 0.00 0.58 0.37 0.01 0.37 0.00 0.23 0.374
C-OS-7 0.98 0.00 0.00 0.74 0.22 0.01 0.22 0.00 0.18 0.222
C-OS-8 0.98 0.00 0.00 0.64 0.31 0.02 0.31 0.00 0.14 0.317
C-OS-9 0.98 0.00 0.00 0.73 0.22 0.01 0.22 0.00 0.25 0.227
EX-SITE 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.01 0.88 0.020
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
J-SDI A-1-2 JUNCTION 0.38 2.80 4935.89 0 01:08 2.79
J-SDI-A-1-4 JUNCTION 0.02 0.66 4936.09 0 01:06 0.65
J-SDI-A-1-5 JUNCTION 0.01 0.32 4938.74 0 00:42 0.31
J-SDI B-1 JUNCTION 0.27 2.27 4935.71 0 01:09 2.27
J-SDI C-3 JUNCTION 0.01 0.31 4938.61 0 00:43 0.31
J-SDI-C-1 JUNCTION 0.02 0.87 4936.95 0 00:45 0.87
J-SDI-C-3-1 JUNCTION 0.03 0.86 4936.86 0 00:45 0.86
J-SDI-D-1.5.1 JUNCTION 0.26 2.21 4935.68 0 01:09 2.21
J-SDMH A1-1 JUNCTION 0.60 3.26 4935.71 0 01:09 3.25
J-SDMH A-1-3 JUNCTION 0.05 1.23 4936.09 0 01:06 1.22
J-SDMH A-2 JUNCTION 0.09 1.01 4932.32 0 01:10 1.01
J-SDMH A-3-IN JUNCTION 0.89 3.82 4935.62 0 01:10 3.82
J-SDMH A-3-OUT JUNCTION 0.08 0.88 4932.68 0 01:10 0.88
J-SDMH A-4 JUNCTION 0.83 3.76 4935.68 0 01:10 3.75
J-SDMH C-1 JUNCTION 0.03 0.95 4936.78 0 00:45 0.95
J-SDMH D-1.2 JUNCTION 0.35 2.53 4935.68 0 01:09 2.53
J-SDMH D-1.3 JUNCTION 0.48 2.93 4935.68 0 01:09 2.93
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 10
J-SDMH D1.5 JUNCTION 0.65 3.35 4935.68 0 01:10 3.35
J-SDMH D1.6 JUNCTION 0.45 2.86 4935.68 0 01:10 2.85
J-SDZ-CHAMB_N JUNCTION 0.82 3.73 4935.68 0 01:09 3.73
J-SDZ-CHAMB_S JUNCTION 0.64 3.35 4935.68 0 01:09 3.34
J-STMH-D-1.1 JUNCTION 0.57 3.16 4935.68 0 01:10 3.16
POC_RD-D-2.1 JUNCTION 0.01 0.57 4935.68 0 01:09 0.57
POC_RD-D-2.2 JUNCTION 0.00 0.00 4936.71 0 00:00 0.00
RD-4-A JUNCTION 0.00 0.00 4937.50 0 00:00 0.00
RD-4-B JUNCTION 0.01 0.16 4941.97 0 00:44 0.16
RD-4-C JUNCTION 0.01 0.17 4943.27 0 00:40 0.17
RD-4-D JUNCTION 0.01 0.16 4940.12 0 00:42 0.16
RD-5-A JUNCTION 0.00 0.14 4939.13 0 00:41 0.13
RD-5-B JUNCTION 0.01 0.21 4938.55 0 00:42 0.20
RD-A-1-A JUNCTION 0.01 0.20 4943.23 0 00:40 0.20
RD-A-1-B JUNCTION 0.01 0.21 4940.63 0 00:43 0.21
RD-A-1-D JUNCTION 0.01 0.19 4940.36 0 00:43 0.19
RD-ANT-1-B JUNCTION 0.00 0.14 4943.14 0 00:41 0.13
RD-ANT-1-C JUNCTION 0.00 0.10 4941.10 0 00:44 0.10
RD-AR-1-A JUNCTION 0.00 0.12 4941.12 0 00:41 0.11
RD-AR-1-B JUNCTION 0.01 0.20 4938.20 0 00:45 0.20
RD-AR-1-C JUNCTION 0.01 0.21 4936.21 0 00:51 0.21
RD-CHASE JUNCTION 0.00 0.06 4937.28 0 00:40 0.06
RD-SDI-A-1-4 JUNCTION 0.00 0.11 4941.24 0 00:45 0.11
RD-SDI-A-1-5 JUNCTION 0.00 0.15 4942.71 0 00:41 0.15
RD-SDI A1-2 JUNCTION 0.00 0.20 4939.20 0 00:46 0.19
RD-SDI-B-1 JUNCTION 0.00 0.12 4938.26 0 00:44 0.12
RD-SDI-C-1 JUNCTION 0.00 0.18 4939.28 0 00:45 0.18
RD-SDI-C-3-1 JUNCTION 0.00 0.16 4940.59 0 00:43 0.16
RD-SDI-C-3A JUNCTION 0.00 0.13 4942.21 0 00:42 0.13
RD-SDI-D-1.5.1 JUNCTION 0.00 0.19 4937.19 0 00:42 0.19
SDMH_D.2.1 JUNCTION 0.18 1.87 4935.68 0 01:09 1.87
SDMH_D.2.2 JUNCTION 0.03 0.85 4935.68 0 01:09 0.85
OUT-EAST OUTFALL 0.01 0.10 4940.10 0 00:44 0.10
OUT-EX-SITE OUTFALL 0.00 0.00 4936.00 0 00:00 0.00
OUT-N OUTFALL 0.00 0.00 4946.00 0 00:00 0.00
OUT-POND OUTFALL 0.08 0.39 4928.39 0 00:53 0.39
OUT-SE OUTFALL 0.00 0.00 4936.00 0 00:00 0.00
OUT-SW OUTFALL 0.01 0.20 4936.10 0 00:51 0.20
POND-G STORAGE 0.14 1.54 4929.94 0 02:21 1.54
RD-SOUTHPARKING STORAGE 0.01 0.22 4937.23 0 00:41 0.22
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 11
*******************
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 JUNCTION 0.00 9.20 0 00:46 0 0.164 -0.048
J-SDI-A-1-4 JUNCTION 0.00 1.81 0 00:44 0 0.0383 0.013
J-SDI-A-1-5 JUNCTION 0.00 1.15 0 00:41 0 0.0268 -0.048
J-SDI B-1 JUNCTION 0.00 1.32 0 00:44 0 0.0194 -0.246
J-SDI C-3 JUNCTION 0.00 0.97 0 00:42 0 0.0209 -0.005
J-SDI-C-1 JUNCTION 0.00 2.42 0 00:45 0 0.0319 0.011
J-SDI-C-3-1 JUNCTION 0.00 2.27 0 00:43 0 0.0496 -0.000
J-SDI-D-1.5.1 JUNCTION 0.00 2.61 0 00:42 0 0.048 0.334
J-SDMH A1-1 JUNCTION 0.00 10.31 0 00:45 0 0.185 0.000
J-SDMH A-1-3 JUNCTION 0.00 6.43 0 00:45 0 0.12 0.183
J-SDMH A-2 JUNCTION 0.00 4.24 0 01:10 0 0.179 0.012
J-SDMH A-3-IN JUNCTION 0.00 4.26 0 01:09 0 0.181 -0.258
J-SDMH A-3-OUT JUNCTION 0.00 4.25 0 01:10 0 0.179 -0.013
J-SDMH A-4 JUNCTION 0.00 10.20 0 00:45 0 0.257 0.012
J-SDMH C-1 JUNCTION 0.00 4.64 0 00:45 0 0.0815 -0.046
J-SDMH D-1.2 JUNCTION 0.00 1.68 0 00:51 0 0.0235 0.000
J-SDMH D-1.3 JUNCTION 0.00 1.30 0 00:48 0 0.018 -0.854
J-SDMH D1.5 JUNCTION 0.00 3.61 0 00:46 0 0.0487 1.409
J-SDMH D1.6 JUNCTION 0.00 0.14 0 00:41 0 0.000732 25.639
J-SDZ-CHAMB_N JUNCTION 0.00 8.79 0 00:45 0 0.115 0.306
J-SDZ-CHAMB_S JUNCTION 0.00 7.47 0 00:45 0 0.0623 -1.557
J-STMH-D-1.1 JUNCTION 0.00 1.72 0 00:50 0 0.0243 0.198
POC_RD-D-2.1 JUNCTION 0.00 0.04 0 00:59 0 0.000172 0.011
POC_RD-D-2.2 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
RD-4-A JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
RD-4-B JUNCTION 0.00 1.48 0 00:41 0 0.0194 0.138
RD-4-C JUNCTION 2.28 2.28 0 00:40 0.0356 0.0356 -0.062
RD-4-D JUNCTION 0.00 2.46 0 00:43 0 0.0319 -0.071
RD-5-A JUNCTION 1.48 1.48 0 00:40 0.0179 0.0179 -0.092
RD-5-B JUNCTION 0.00 1.36 0 00:41 0 0.0179 0.051
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 12
RD-A-1-A JUNCTION 2.67 2.67 0 00:40 0.0461 0.0461 -0.026
RD-A-1-B JUNCTION 2.36 2.87 0 00:43 0.0351 0.0429 -0.106
RD-A-1-D JUNCTION 0.00 2.86 0 00:43 0 0.043 -0.155
RD-ANT-1-B JUNCTION 0.57 0.57 0 00:40 0.00603 0.00603 -0.717
RD-ANT-1-C JUNCTION 0.00 0.49 0 00:42 0 0.00608 0.723
RD-AR-1-A JUNCTION 0.54 0.54 0 00:40 0.00599 0.00599 -1.069
RD-AR-1-B JUNCTION 0.94 1.38 0 00:40 0.00976 0.0158 -1.494
RD-AR-1-C JUNCTION 0.29 1.20 0 00:47 0.00282 0.0189 1.650
RD-CHASE JUNCTION 0.39 0.39 0 00:40 0.00371 0.00371 -0.013
RD-SDI-A-1-4 JUNCTION 0.00 1.44 0 00:44 0 0.0194 0.248
RD-SDI-A-1-5 JUNCTION 0.00 2.65 0 00:40 0 0.0462 -0.066
RD-SDI A1-2 JUNCTION 0.00 2.90 0 00:44 0 0.0431 0.164
RD-SDI-B-1 JUNCTION 0.00 1.35 0 00:42 0 0.0179 -0.021
RD-SDI-C-1 JUNCTION 0.00 2.47 0 00:42 0 0.0319 0.056
RD-SDI-C-3-1 JUNCTION 2.66 3.78 0 00:42 0.0459 0.0606 -0.015
RD-SDI-C-3A JUNCTION 0.00 2.26 0 00:40 0 0.0356 0.076
RD-SDI-D-1.5.1 JUNCTION 0.00 2.64 0 00:40 0 0.0477 -0.002
SDMH_D.2.1 JUNCTION 0.00 0.46 0 00:57 0 0.00338 -0.191
SDMH_D.2.2 JUNCTION 0.00 0.22 0 01:00 0 0.000696 0.126
OUT-EAST OUTFALL 0.00 0.46 0 00:44 0 0.00603 0.000
OUT-EX-SITE OUTFALL 0.88 0.88 0 00:40 0.00922 0.00922 0.000
OUT-N OUTFALL 0.12 0.12 0 00:40 0.00122 0.00122 0.000
OUT-POND OUTFALL 0.00 1.00 0 00:53 0 0.187 0.000
OUT-SE OUTFALL 0.18 0.18 0 00:40 0.00179 0.00179 0.000
OUT-SW OUTFALL 0.00 0.98 0 00:51 0 0.0186 0.000
POND-G STORAGE 0.90 5.26 0 01:10 0.00993 0.204 0.013
RD-SOUTHPARKING STORAGE 2.68 2.68 0 00:40 0.0477 0.0477 -0.015
**********************
Node Surcharge Summary
**********************
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
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 13
J-SDMH A1-1 JUNCTION 7.39 1.255 8.745
J-SDMH A-4 JUNCTION 11.21 1.759 8.241
J-SDMH D-1.2 JUNCTION 6.12 1.026 9.474
J-SDMH D-1.3 JUNCTION 8.73 1.426 9.074
J-SDMH D1.5 JUNCTION 8.16 1.345 8.655
J-SDMH D1.6 JUNCTION 8.25 1.357 9.143
J-STMH-D-1.1 JUNCTION 10.43 1.655 8.845
RD-4-A JUNCTION 60.00 0.000 12.000
SDMH_D.2.1 JUNCTION 1.54 0.368 10.132
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
------------------------------------------------------------------------------------------------
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
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 14
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 Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
A-3-WEIR CONDUIT 4.07 0 01:10 2.04 0.04 0.11
GT-A-1-A CONDUIT 2.65 0 00:40 1.70 0.00 0.12
GT-A-1-B CONDUIT 1.44 0 00:44 1.63 0.00 0.09
GT-A-1-C CONDUIT 1.48 0 00:41 1.26 0.00 0.10
GT-A-1-C-1 CONDUIT 0.76 0 00:45 0.61 0.00 0.10
GT-A-1-D CONDUIT 2.86 0 00:43 1.44 0.00 0.13
GT-A-1-F CONDUIT 2.90 0 00:44 1.79 0.00 0.13
GT-A2-1-A CONDUIT 2.64 0 00:40 1.12 0.01 0.13
GT-A-B CONDUIT 0.00 0 00:00 0.00 0.00 0.03
GT-AR-A CONDUIT 0.48 0 00:41 0.85 0.00 0.15
GT-AR-B CONDUIT 1.07 0 00:47 1.07 0.01 0.20
GT-AR-C CONDUIT 0.98 0 00:51 0.90 0.01 0.21
GT-B-1-A CONDUIT 1.36 0 00:41 0.91 0.00 0.12
GT-B-1-B CONDUIT 1.35 0 00:42 1.95 0.00 0.11
GT-C-1-A CONDUIT 2.26 0 00:40 1.97 0.00 0.10
GT-C-1-B CONDUIT 1.20 0 00:42 1.07 0.00 0.10
GT-C-1-C CONDUIT 2.46 0 00:43 1.87 0.00 0.11
GT-C-1-D CONDUIT 2.47 0 00:42 1.98 0.00 0.11
GT-C-B CONDUIT 0.00 0 00:00 0.00 0.00 0.07
GT-INT-B CONDUIT 0.49 0 00:42 1.33 0.00 0.12
GT-INT-C CONDUIT 0.46 0 00:44 1.60 0.00 0.10
P-A-1 CONDUIT 1.15 0 00:42 3.72 0.10 0.30
P-A-2 CONDUIT 1.79 0 00:45 2.55 0.15 0.63
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 15
P-A-3 CONDUIT 6.41 0 00:46 4.14 0.70 1.00
P-A-4 CONDUIT 9.17 0 00:46 5.19 1.01 1.00
P-A-5 CONDUIT 10.20 0 00:45 3.85 0.17 1.00
P-A-6 CONDUIT 4.14 0 01:09 1.32 0.33 1.00
P-A-7 CONDUIT 4.24 0 01:10 2.90 0.33 0.47
P-A-8 CONDUIT 4.23 0 01:11 3.25 0.35 0.43
P-B-1 CONDUIT 1.31 0 00:44 1.42 0.17 1.00
P-C-A CONDUIT 0.97 0 00:43 1.72 0.09 0.39
P-C-B CONDUIT 2.22 0 00:45 2.36 0.30 0.60
P-C-C CONDUIT 2.42 0 00:45 2.17 0.46 0.61
P-C-D CONDUIT 4.64 0 00:45 3.99 0.63 0.63
P-D-1-A CONDUIT 1.72 0 00:50 0.97 0.10 1.00
P-D-1-B CONDUIT 1.68 0 00:51 2.95 0.17 1.00
P-D-1-C CONDUIT 1.30 0 00:48 2.08 0.09 1.00
P-D-1-D CONDUIT 1.24 0 00:48 0.91 0.08 1.00
P-D-1-E CONDUIT 0.33 0 00:38 0.41 0.03 1.00
P-D-1-F CONDUIT 2.64 0 00:42 4.12 0.15 1.00
P-D-2-A CONDUIT 0.46 0 00:57 0.48 0.04 1.00
P-D-2-B CONDUIT 0.22 0 01:00 0.26 0.02 0.91
P-D-2-C CONDUIT 0.00 0 00:00 0.00 0.00 0.64
P-D-2-D CONDUIT 0.04 0 00:59 0.10 0.02 1.00
P-E-1-N CONDUIT 8.50 0 00:45 3.47 0.78 1.00
P-E-1-S CONDUIT 3.46 0 00:46 4.17 1.18 1.00
P-E-CHAMB CONDUIT 4.09 0 00:45 0.20 0.01 0.91
P-E-UD CONDUIT 0.35 0 00:42 1.79 1.78 1.00
P-F-1 CONDUIT 0.75 0 01:10 1.88 0.19 0.28
P-Z-POND-OUT CONDUIT 1.00 0 00:53 2.71 0.15 0.65
SW-B-P CONDUIT 0.00 0 00:00 0.00 0.00 0.00
SW-CHASE CONDUIT 0.39 0 00:40 1.68 0.00 0.03
A-3-LF ORIFICE 0.18 0 00:59 1.00
SDI A1-2 ORIFICE 2.79 0 00:46 0.39
SDI B-1 ORIFICE 1.32 0 00:44 0.24
SDI C-3 ORIFICE 0.97 0 00:42
SDI-A-1-4 ORIFICE 0.68 0 00:45
SDI-A-1-5 ORIFICE 1.15 0 00:41
SDI-C-1 ORIFICE 2.42 0 00:45 0.36
SDI-C-3-1 ORIFICE 1.30 0 00:43
SDI-D-1.5.1 ORIFICE 2.61 0 00:42 0.37
***************************
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 16
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
A-3-WEIR 1.00 0.96 0.00 0.00 0.00 0.00 0.00 0.04 0.00 0.00
GT-A-1-A 1.00 0.00 0.00 0.00 0.82 0.17 0.00 0.00 0.00 0.00
GT-A-1-B 1.00 0.01 0.00 0.00 0.91 0.08 0.00 0.00 0.01 0.00
GT-A-1-C 1.00 0.00 0.11 0.00 0.88 0.00 0.00 0.00 0.99 0.00
GT-A-1-C-1 1.00 0.00 0.71 0.00 0.29 0.00 0.00 0.00 0.99 0.00
GT-A-1-D 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.97 0.00
GT-A-1-F 1.00 0.00 0.00 0.00 0.69 0.31 0.00 0.00 0.00 0.00
GT-A2-1-A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00
GT-A-B 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
GT-AR-A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.98 0.00
GT-AR-B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.56 0.00
GT-AR-C 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.91 0.00
GT-B-1-A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.99 0.00
GT-B-1-B 1.00 0.00 0.00 0.00 0.92 0.08 0.00 0.00 0.00 0.00
GT-C-1-A 1.00 0.00 0.00 0.00 0.56 0.43 0.00 0.00 0.00 0.00
GT-C-1-B 1.00 0.06 0.14 0.00 0.80 0.00 0.00 0.00 1.00 0.00
GT-C-1-C 1.00 0.00 0.11 0.00 0.88 0.01 0.00 0.00 0.98 0.00
GT-C-1-D 1.00 0.00 0.00 0.00 0.76 0.24 0.00 0.00 0.01 0.00
GT-C-B 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
GT-INT-B 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.40 0.00
GT-INT-C 1.00 0.15 0.00 0.00 0.82 0.03 0.00 0.00 0.95 0.00
P-A-1 1.00 0.00 0.00 0.00 0.89 0.10 0.00 0.00 0.66 0.00
P-A-2 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.98 0.00
P-A-3 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.91 0.00
P-A-4 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.10 0.00
P-A-5 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.58 0.00
P-A-6 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.53 0.00
P-A-7 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.97 0.00
P-A-8 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.00 0.00
P-B-1 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.37 0.00
P-C-A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.99 0.00
P-C-B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.78 0.00
P-C-C 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.98 0.00
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 17
P-C-D 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.97 0.00
P-D-1-A 1.00 0.01 0.59 0.00 0.40 0.00 0.00 0.00 0.59 0.00
P-D-1-B 1.00 0.60 0.10 0.00 0.30 0.00 0.00 0.00 0.69 0.00
P-D-1-C 1.00 0.63 0.06 0.00 0.30 0.00 0.00 0.00 0.69 0.00
P-D-1-D 1.00 0.00 0.63 0.00 0.37 0.00 0.00 0.00 0.63 0.00
P-D-1-E 1.00 0.00 0.64 0.00 0.36 0.00 0.00 0.00 0.64 0.00
P-D-1-F 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.74 0.00
P-D-2-A 1.00 0.70 0.10 0.00 0.21 0.00 0.00 0.00 0.79 0.00
P-D-2-B 1.00 0.79 0.11 0.00 0.10 0.00 0.00 0.00 0.90 0.00
P-D-2-C 1.00 0.90 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00
P-D-2-D 1.00 0.79 0.14 0.00 0.07 0.00 0.00 0.00 0.93 0.00
P-E-1-N 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.53 0.00
P-E-1-S 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.00
P-E-CHAMB 1.00 0.01 0.54 0.00 0.46 0.00 0.00 0.00 0.38 0.00
P-E-UD 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.53 0.00
P-F-1 1.00 0.95 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00
P-Z-POND-OUT 1.00 0.51 0.00 0.00 0.49 0.00 0.00 0.00 0.64 0.00
SW-B-P 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
SW-CHASE 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
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
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 18
P-D-2-A 1.54 1.54 6.12 0.01 0.01
P-D-2-B 0.01 0.01 1.54 0.01 0.01
P-D-2-D 0.01 0.01 59.02 0.01 0.01
P-E-1-N 10.95 10.95 11.20 0.01 0.14
P-E-1-S 8.16 8.16 8.17 0.18 5.94
P-E-UD 24.50 24.50 25.75 0.24 0.01
P-Z-POND-OUT 0.01 0.81 0.01 0.01 0.01
Analysis begun on: Tue Apr 30 14:07:31 2024
Analysis ended on: Tue Apr 30 14:07:33 2024
Total elapsed time: 00:00:02
BLOOM MULTI-FAMILY DEVELOPMENT - 2-Year
EPA SWMM 5.2.4 Page 19
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
C
APPENDIX C
• WATER QUALITY AND LID CALCULATIONS & MAP
• LID Design Tool Outlet
Bloom Multi-Family
LID Summary
CATCHMENTS Area % Acres
Acres Imperv Imperv
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
Roof (1)Asphalt Walks(1)Gravel(1)Lawns(1)
%I = 90% %I = 100% %I = 90% %I =40% %I=2%
acres sf sf sf sf sf sf
C2 C5 C10 C25 C50 C100
0.0 0 - - - - - - -
0.0 0 0 0 0 0 0 -- - - - - -
Proposed Site to Chambers WQ Chambers
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 correction 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.
Proposed Basins
Existing Basins
Onsite Total
Basin
Areas
Composite
Imperviousness
(%I)
Total TotalDesign Pt.Composite Runoff Coefficients (2)NRCS Soil
Type
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
Area Length Slope ti
(2)Length Slope Velocity (3)tt
(4)Check tc?Total
Length tc
(5)
acres ft % min ft % fps min min Urban? ft min min
Existing Basins 0.00 0.0 - - - - - - - -
0.0 - - - - - - - -
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:
(1) C5 based initial ground type and Table RO-5 (4)tt=L/(V*60 sec/min)
(2)ti = [1.8(1.1-C5)L1/2]/S1/3, S= slope in %, L=length of overland flow (400' max)(5)tc check (for urban or developed areas only) = total length/180 + 10
(3)V=CvS0.5, S=watercourse slope in ft/ft, UDFCD Equation RO-4 (6)min tc = 5 min
Proposed Basins
Basin Design Pt.
Initial Overland Flow Time (ti)Travel/Channelized Time of Flow (tt)
ti+tt
tc Check for Urbanized Basins
Final tc
(6)Initial
Ground
Type
C5
(1)Cv
0
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
Final Runoff Coefficients Rainfall Intensity Peak Discharge
tc
(6)I Q
acre min in/hr cfs
Proposed Site to
Chambers WQ Chambers 8.5 13 0.950 1.04 8.37
8.37Totals
Proposed Basins
Design Pt.AreaBasin
C
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
Area (acres)Area Watershed WQCV* (cf)
(sf) (acres) (inches) (Extended Detention)
Proposed
Site 368,214 8.453 96%0.45 16,650
---
16,650 0.382 SFTotal
* based on 40 hr storage and additional 20% for extended detention
Basin %I
Required Onsite Water Quality Capture Volume
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
01
0203
04
05
06
07
08
OS-1
OS-2
OS-3
OS-4
OS-5
OS-6
OS-7
OS-8
OS-9
OS-10
IM
P
E
R
V
I
O
U
S
A
R
E
A
-
L
I
D
M
A
P
1" = 60'
1" = 60'
16
DN01
PR
E
P
A
R
E
D
F
O
R
:
JOB NUMBER
SHEET NUMBER
SHEETSOF
DA
T
E
S
U
B
M
I
T
T
E
D
:
Th
e
e
n
g
i
n
e
e
r
p
r
e
p
a
r
i
n
g
t
h
e
s
e
p
l
a
n
s
w
i
l
l
n
o
t
b
e
r
e
s
p
o
n
s
i
b
l
e
fo
r
,
o
r
l
i
a
b
l
e
f
o
r
,
u
n
a
u
t
h
o
r
i
z
e
d
c
h
a
n
g
e
s
t
o
o
r
u
s
e
s
o
f
t
h
e
s
e
pl
a
n
s
.
A
l
l
c
h
a
n
g
e
s
t
o
t
h
e
p
l
a
n
s
m
u
s
t
b
e
i
n
w
r
i
t
i
n
g
a
n
d
mu
s
t
b
e
a
p
p
r
o
v
e
d
b
y
t
h
e
p
r
e
p
a
r
e
r
o
f
t
h
e
s
e
p
l
a
n
s
.
NO
.
BY
DA
T
E
CAUTION
RE
V
I
S
I
O
N
S
:
VERTICAL:
HORIZONTAL:
SCALE
4025 Automation Way
Suite B2
Fort Collins, CO 80525
(970) 698-6046
CivilWorxeng.com
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
D
E
V
E
L
O
P
M
E
N
T
C22026
HA
R
T
F
O
R
D
H
O
M
E
S
04
/
2
6
/
2
0
2
4
56
PRELIMINARY
NOT FOR
CONSTRUCTION
00 60'120'
SCALE: 1" = 60'
30'
KEYMAP
NTS
LEGEND
MAPPING / SITE
PROPERTY BOUNDARY
RIGHT-OF-WAY
LOT LINES
EASEMENTS
CENTER LINE
CURB AND GUTTER
EXISTING CONTOURS
PROPOSED CONTOURS
PHASING LINE
PROPOSED UTILITIES
STORM DRAIN PIPE
FLARED END SECTION
STORM DRAIN INLET
STORM DRAIN OUTLET
RIP RAP
NOTES
1.SEE GRADING SHEETS FOR ADDITIONAL
SPOT ELEVATIONS FOR THE PROJECT.
2.SEE EROSION CONTROL PLANS FOR
ADDITIONAL INFORMATION.
EXISTING UTILITIES
STORM DRAIN PIPE
FLARED END SECTION
STORM DRAIN INLET
STORM DRAIN OUTLET
RIP RAP
D-101
GRADING
BASIN BOUNDARY
DESIGN POINT
BASIN LABEL
BASIN IMPERVIOUSNESS
BASIN AREA
FLOW DIRECTION
IMPERVIOUS TO LID IMPERVIOUS NOT TO LID PERVIOUS
ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
PLEASE NOTE:
1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".
2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.
3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS.
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".
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 FOUNDATION 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 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.
MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL
CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C'
LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED
GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D'
LAYER
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.
CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.
C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE
EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE
CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C'
LAYER.
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR
PROCESSED AGGREGATE.
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS
LAYER.
AASHTO M145¹
A-1, A-2-4, A-3
OR
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS.
B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE
FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.
CLEAN, CRUSHED, ANGULAR STONE
OR RECYCLED CONCRETE5
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57
A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO
THE FOOT (BOTTOM) OF THE CHAMBER.
CLEAN, CRUSHED, ANGULAR STONE
OR RECYCLED CONCRETE5
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3
NO COMPACTION REQUIRED.
45"
(1140 mm)
18"
(450 mm) MIN*
8'
(2.4 m)
MAX
12" (300 mm) MIN77" (1950 mm)
12" (300 mm) MIN
6"
(150 mm) MIN
DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED
INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24" (600 mm).
6" (150 mm) MIN
PERIMETER STONE
(SEE NOTE 4)
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
MC-3500
END CAP SUBGRADE SOILS
(SEE NOTE 3)
PAVEMENT LAYER (DESIGNED
BY SITE DESIGN ENGINEER)
**THIS CROSS SECTION DETAIL REPRESENTS
MINIMUM REQUIREMENTS FOR INSTALLATION.
PLEASE SEE THE LAYOUT SHEET(S) FOR
PROJECT SPECIFIC REQUIREMENTS.
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
PART #STUB B C
MC3500IEPP06T 6" (150 mm)33.21" (844 mm)---
MC3500IEPP06B ---0.66" (17 mm)
MC3500IEPP08T 8" (200 mm)31.16" (791 mm)---
MC3500IEPP08B ---0.81" (21 mm)
MC3500IEPP10T 10" (250 mm)29.04" (738 mm)---
MC3500IEPP10B ---0.93" (24 mm)
MC3500IEPP12T 12" (300 mm)26.36" (670 mm)---
MC3500IEPP12B ---1.35" (34 mm)
MC3500IEPP15T 15" (375 mm)23.39" (594 mm)---
MC3500IEPP15B ---1.50" (38 mm)
MC3500IEPP18TC
18" (450 mm)
20.03" (509 mm)---MC3500IEPP18TW
MC3500IEPP18BC ---1.77" (45 mm)
MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)
14.48" (368 mm)---MC3500IEPP24TW
MC3500IEPP24BC ---2.06" (52 mm)
MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm)---2.75" (70 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 lbs.(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 (0.42 m³)
MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs.(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
MC-3500 TECHNICAL SPECIFICATION
NTS
90.0" (2286 mm)
ACTUAL LENGTH
86.0" (2184 mm)
INSTALLED
BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL
LOWER JOINT
CORRUGATION
WEB
CREST
CREST
STIFFENING RIB
VALLEY
STIFFENING RIB
B
C
75.0"
(1905 mm)
45.0"
(1143 mm)
25.7"
(653 mm)
FOOT
77.0"
(1956 mm)
45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
UPPER JOINT CORRUGATION
22.2"
(564 mm)
INSTALLED
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
MC3500IEPP06T 6" (150 mm)33.21" (844 mm)---
MC3500IEPP06B ---0.66" (17 mm)
MC3500IEPP08T 8" (200 mm)31.16" (791 mm)---
MC3500IEPP08B ---0.81" (21 mm)
MC3500IEPP10T 10" (250 mm)29.04" (738 mm)---
MC3500IEPP10B ---0.93" (24 mm)
MC3500IEPP12T 12" (300 mm)26.36" (670 mm)---
MC3500IEPP12B ---1.35" (34 mm)
MC3500IEPP15T 15" (375 mm)23.39" (594 mm)---
MC3500IEPP15B ---1.50" (38 mm)
MC3500IEPP18TC
18" (450 mm)
20.03" (509 mm)---MC3500IEPP18TW
MC3500IEPP18BC ---1.77" (45 mm)
MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)
14.48" (368 mm)---MC3500IEPP24TW
MC3500IEPP24BC ---2.06" (52 mm)
MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm)---2.75" (70 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 lbs.(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 (0.42 m³)
MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs.(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
MC-3500 TECHNICAL SPECIFICATION
NTS
90.0" (2286 mm)
ACTUAL LENGTH
86.0" (2184 mm)
INSTALLED
BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL
LOWER JOINT
CORRUGATION
WEB
CREST
CREST
STIFFENING RIB
VALLEY
STIFFENING RIB
B
C
75.0"
(1905 mm)
45.0"
(1143 mm)
25.7"
(653 mm)
FOOT
77.0"
(1956 mm)
45.0"
(1143 mm)
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
END CAPS WITH A WELDED CROWN PLATE END WITH "C"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
UPPER JOINT CORRUGATION
22.2"
(564 mm)
INSTALLED
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.
INSPECTION & MAINTENANCE
STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A.INSPECTION PORTS (IF PRESENT)
A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4.LOWER A CAMERA INTO ISOLATOR ROW 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.
B.ALL ISOLATOR PLUS ROWS
B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
B.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.
MC-3500 ISOLATOR ROW PLUS DETAIL
NTS
24" (600 mm) HDPE ACCESS PIPE REQUIRED USE
FACTORY PRE-CORED END CAP
PART #: MC3500IEPP24BC OR MC3500IEPP24BW
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER OPTIONAL INSPECTION PORT
MC-3500 END CAP
ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN
FOUNDATION STONE AND CHAMBERS
8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE
PART #: MCFLAMP
UNDERDRAIN DETAIL
NTS
A
A
B B
SECTION A-A
SECTION B-B
NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER
4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS
6" (150 mm) TYP FOR SC-740, SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS
OUTLET MANIFOLD
STORMTECH
END CAP
STORMTECH
CHAMBERS
STORMTECH
END CAP
DUAL WALL
PERFORATED
HDPE
UNDERDRAIN
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
FOUNDATION STONE
BENEATH CHAMBERS
FOUNDATION STONE
BENEATH CHAMBERS
STORMTECH
CHAMBER
MC-SERIES END CAP INSERTION DETAIL
NTS
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.
MANIFOLD HEADER
MANIFOLD STUB
STORMTECH END CAP
MANIFOLD HEADER
MANIFOLD STUB
12" (300 mm)
MIN SEPARATION
12" (300 mm) MIN INSERTION
12" (300 mm)
MIN SEPARATION
12" (300 mm)
MIN INSERTION
St
o
r
m
T
e
c
h
88
8
-
8
9
2
-
2
6
9
4
|
WW
W
.
S
T
O
R
M
T
E
C
H
.
C
O
M
®
Ch
a
m
b
e
r
S
y
s
t
e
m
46
4
0
T
R
U
E
M
A
N
B
L
V
D
HI
L
L
I
A
R
D
,
O
H
4
3
0
2
6
1-
8
0
0
-
7
3
3
-
7
4
7
3
DA
T
E
:
DR
A
W
N
:
K
H
PR
O
J
E
C
T
#
:
CH
E
C
K
E
D
:
N
/
A
RE
V
:
TH
I
S
D
R
A
W
I
N
G
H
A
S
B
E
E
N
P
R
E
P
A
R
E
D
B
A
S
E
D
O
N
I
N
F
O
R
M
A
T
I
O
N
P
R
O
V
I
D
E
D
T
O
A
D
S
U
N
D
E
R
T
H
E
D
I
R
E
C
T
I
O
N
O
F
T
H
E
S
I
T
E
D
E
S
I
G
N
E
N
G
I
N
E
E
R
O
R
O
T
H
E
R
P
R
O
J
E
C
T
R
E
P
R
E
S
E
N
T
A
T
I
V
E
.
T
H
E
S
I
T
E
D
E
S
I
G
N
E
N
G
I
N
E
E
R
S
H
A
L
L
R
E
V
I
E
W
T
H
I
S
D
R
A
W
I
N
G
P
R
I
O
R
T
O
C
O
N
S
T
R
U
C
T
I
O
N
.
I
T
I
S
T
H
E
U
L
T
I
M
A
T
E
R
E
S
P
O
N
S
I
B
I
L
I
T
Y
O
F
T
H
E
S
I
T
E
D
E
S
I
G
N
EN
G
I
N
E
E
R
T
O
E
N
S
U
R
E
T
H
A
T
T
H
E
P
R
O
D
U
C
T
(
S
)
D
E
P
I
C
T
E
D
A
N
D
A
L
L
A
S
S
O
C
I
A
T
E
D
D
E
T
A
I
L
S
M
E
E
T
A
L
L
A
P
P
L
I
C
A
B
L
E
L
A
W
S
,
R
E
G
U
L
A
T
I
O
N
S
,
A
N
D
P
R
O
J
E
C
T
R
E
Q
U
I
R
E
M
E
N
T
S
.
BL
O
O
M
M
U
L
T
I
-
F
A
M
I
L
Y
FO
R
T
C
O
L
L
I
N
S
,
C
O
,
U
S
A
SHEET
1 1OF
NO
T
T
O
S
C
A
L
E
ISOLATOR ROW PLUS
(SEE DETAIL)
PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING
STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL
CHAMBER INLET ROWS
BED LIMITS
CONCEPTUAL ELEVATIONS:
MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.50
MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):6.50
MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):6.00
MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):6.00
MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):6.00
TOP OF STONE:5.50
TOP OF MC-3500 CHAMBER:4.50
24" ISOLATOR ROW PLUS INVERT:0.92
18" x 18" BOTTOM MANIFOLD INVERT:0.90
18" x 18" BOTTOM MANIFOLD INVERT:0.90
18" BOTTOM CONNECTION INVERT:0.90
BOTTOM OF MC-3500 CHAMBER:0.75
UNDERDRAIN INVERT:0.00
BOTTOM OF STONE:0.00
PROPOSED LAYOUT
91 STORMTECH MC-3500 CHAMBERS
14 STORMTECH MC-3500 END CAPS
12 STONE ABOVE (in)
9 STONE BELOW (in)
40 STONE VOID
17548
INSTALLED SYSTEM VOLUME (CF)
(PERIMETER STONE INCLUDED)
(COVER STONE INCLUDED)
(BASE STONE INCLUDED)
5191 SYSTEM AREA (SF)
315.4 SYSTEM PERIMETER (ft)
MAX FLOWINVERT*DESCRIPTIONITEM ON
LAYOUTPART TYPE
2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOM
CONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP
1.77"18" BOTTOM CORED END CAP, PART#: MC3500IEPP18BC / TYP OF ALL 18" BOTTOM
CONNECTIONSBPREFABRICATED END CAP
INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMPCFLAMP
1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12DMANIFOLD
1.77"18" x 18" BOTTOM MANIFOLD, ADS N-12EMANIFOLD
8.0 CFS OUTOCS (DESIGN BY ENGINEER / PROVIDED BY OTHERS)FCONCRETE STRUCTURE
20.9 CFS IN(DESIGN BY ENGINEER / PROVIDED BY OTHERS)GCONCRETE STRUCTURE
W/WEIR
6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINHUNDERDRAIN
F
G
E
A
D
B
C
H
47
.
9
2
'
96.92'
50
.
5
2
'
107.18'
1 MC-3500 CROSS SECTION DETAIL
2 MC-3500 TECHNICAL SPECIFICATION
3 MC-3500 ISOLATOR ROW PLUS DETAIL
SPA
C
E
I
N
T
E
N
T
I
O
N
A
L
L
Y
L
E
F
T
B
L
A
N
K
4 UNDERDRAIN DETAIL
SPA
C
E
I
N
T
E
N
T
I
O
N
A
L
L
Y
L
E
F
T
B
L
A
N
K
5 MC-SERIES END CAP INSERTION DETAIL
NOTES
•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.
•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
COMPONENTS IN THE FIELD.
•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR
DETERMINING
THE SUITABILITY 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
PROVIDED.
•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.
*INVERT ABOVE BASE OF CHAMBER
Final Drainage and Erosion Control Report
Bloom Multi Family Development
Fort Collins, CO
D
APPENDIX D
• Detention Pond Volume excerpt
• Geotechnical Borings
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300 •GallowayUS.com Memorandum
HFH22 - Memorandum F1 Amendment.docx
Page 1 of 2
To:Wes Lamarque, PE
City of Fort Collins
From:Matthew Pepin, PE
Galloway, Inc.
Date:06/20/2023
Re:Bloom Filing 1 Amendment - Drainage Modifications
To Mr. Lamarque,
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.
Bloom Filing 1
06/20/2023
HFH22 - Memorandum F1 Amendment.docx
Galloway & Company, Inc.Page 2 of 2
CONCLUSION
The modifications to the site will not change the overall design intent that was originally
approved with Bloom F1 Drainage Report.
Sincerely,
GALLOWAY
Matthew Pepin, PE
Civil Project Engineer
MatthewPepin@Gallowayus.com 01/02/2024
TH-1 TH-2
TH-3
TH-4
TH-7 TH-8
TH-6
TH-5
Ari
a
W
ay
International Boulevard
Gre
e
n
f
i
e
l
d
s
D
ri
v
e
Donella Drive
Del
o
z
i
e
r
R
oa
d
Crusader Street
TI
M
B
E
R
L
I
N
E
R
D
.
I-
2
5
E. MULBERRY ST.
E. VINE DR.
SITE
LEGEND:
INDICATES APPROXIMATE
LOCATION OF EXPLORATORY
BORING
TH-1
HARTFORD HOMES
BLOOM FILING 1 ROADS PHASE 3
CTL I T PROJECT NO. FC07733.010-135
FIGURE 1
Locations of
Exploratory Borings
VICINITY MAP
(FORT COLLINS, COLORADO)
NOT TO SCALE
450'225'
APPROXIMATE
SCALE: 1" = 450'
0'
0
5
10
15
20
25
30
35
40
0
5
10
15
20
25
30
35
40
26/12
25/12
13/12
WC=12.7DD=118SW=2.9SS=<0.01
WC=6.2LL=25 PI=10-200=41
TH-1
23/12
13/12
32/12
WC=9.5DD=126LL=31 PI=18-200=50
WC=7.2DD=108SW=1.0SS=0.070
TH-2
22/12
29/12
15/12
WC=7.0DD=123SW=3.5SS=<0.01
WC=0.9LL=NV PI=NP-200=5
TH-3
23/12
21/12
18/12
WC=6.6DD=117SW=3.2SS=0.090
WC=1.6LL=NV PI=NP-200=9
TH-4
DRIVE SAMPLE. THE SYMBOL 26/12 INDICATES 26 BLOWS OF A 140-POUND HAMMER
FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES.
CLAY, SANDY, SLIGHTLY MOIST TO MOIST, STIFF TO VERY STIFF, BROWN
1.
3.
LEGEND:
SAND, GRAVELLY, CLEAN TO SLIGHTLY CLAYEY, SLIGHTLY MOIST TO MOIST,
MEDIUM DENSE TO DENSE, RED-BROWN, GREY (SP, SP-SC)
GRAVEL, SANDY, CLEAN TO SLIGHTLY CLAYEY, MOIST TO WET, MEDIUM DENSE, RED-
BROWN, GREY (GP)
CLAY, SANDY WITH OCCASIONAL GRAVEL, MOIST, STIFF TO VERY STIFF, RED, BROWN (CL)
DE
P
T
H
-
F
E
E
T
THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN
THIS REPORT.
NOTES:
FILL, SAND, CLAYEY, GRAVELLY, SLIGHTLY MOIST TO MOIST, LOOSE TO MEDIUM DENSE,
BROWN
INDICATES MOISTURE CONTENT (%).
INDICATES DRY DENSITY (PCF).
INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE (%).
INDICATES PASSING NO. 200 SIEVE (%).
INDICATES LIQUID LIMIT.
INDICATES PLASTICITY INDEX.
INDICATES SOLUBLE SULFATE CONTENT (%).
2.
DE
P
T
H
-
F
E
E
T
WATER LEVEL MEASURED AFTER DRILLING.
Summary Logs of
Exploratory Borings
THE BORINGS WERE DRILLED ON OCTOBER 4TH, 2023 USING 4-INCH DIAMETER
CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG.
FIGURE 2
WC
DD
SW
-200
LL
PI
SS
-
-
-
-
-
-
-
HARTFORD HOMES
BLOOM FILING 1 ROADS PHASE 3
CTL | T PROJECT NO. FC07733.010-135
0
5
10
15
20
25
30
35
40
0
5
10
15
20
25
30
35
40
24/12
23/12
32/12
WC=7.7DD=128SW=1.2SS=<0.01
WC=10.7LL=32 PI=19-200=49
TH-5
20/12
14/12
41/12
WC=14.9DD=119LL=32 PI=18-200=59
WC=10.5DD=121SW=0.4SS=<0.01
TH-6
10/12
10/12
13/12
WC=11.3DD=118SW=1.1SS=0.750
WC=10.9LL=29 PI=15-200=46
SS=0.800
TH-7
21/12
13/12
50/12
WC=11.1DD=121LL=28 PI=15-200=57
WC=17.3DD=114SW=-1.1SS=0.070
TH-8
Summary Logs of
Exploratory Borings
FIGURE 3
DE
P
T
H
-
F
E
E
T
DE
P
T
H
-
F
E
E
T
HARTFORD HOMES
BLOOM FILING 1 ROADS PHASE 3
CTL | T PROJECT NO. FC07733.010-135