HomeMy WebLinkAbout156 - Water Sewer Storm Design Report_Rev 2.7.23
JOB NO. B22-007
MONTANA | WASHINGTON | IDAHO | NORTH DAKOTA | PENNSYLVANIA
REV. FEBRUARY 2023
406.586.0277
tdhengineering.com
234 East Babcock Street
Suite 3
Bozeman, MT 59715
CLIENT ENGINEER
SMA Architecture & Design
428 E Mendenhall Street
Bozeman, MT 59715
TD&H Engineering
234 East Babcock Street, Suite 3
Bozeman, MT 59715
Engineer: Cody Croskey, PE
5TH & MAIN RESIDENCES
BOZEMAN, MONTANA
BASIS OF DESIGN REPORT
Image courtesy of SMA Architecture
2/7/2023
5th & MAIN RESIDENCES
ENGINEERING DESIGN REPORT
REV. FEBRUARY 2023
Purpose and Introduction
The purpose of this report is to explain how water, sanitary sewer, and storm drainage
improvements will be designed to meet the City of Bozeman requirements and Montana
Public Works Standard Specifications (MPWSS) to provide service to a new residential
building in downtown Bozeman, Montana.
The project is located at the NE corner of N. 5th Avenue and Main Street. The parcel is
comprised of lots 14-21 in Block D of Tracy's Addition to the City of Bozeman totaling
0.724 acres in size. The property is within the Downtown zoning district B-3 and is
currently completely developed and hardscaped with two existing restaurant businesses
and a two-story office building.
Proposed redevelopment includes the demolition of the existing buildings and new site
improvements and construction of a new multi-story residential building with internal
ground floor and basement parking garages and a small retail space. The lot will be
100% covered by the new building with rooftop landscaping features.
The need for a sewer main upgrade has been identified through initial site plan review. A
new 8” minimum diameter sewer main will likely be installed in N. 5th Avenue to serve
this property as well as a proposed project directly to the west. This public infrastructure
improvement is currently being coordinated with the project to the west.
Design Report
Water
The property has multiple existing live water services connected to the existing
businesses. These services are proposed to be abandoned at their connection points
with the water mains in conjunction with demolition activities at the site. The estimated
existing domestic water demands for these businesses are summarized in Table 1 below
with supporting assumptions and calculations in accordance with the 2017 Water Facility
Plan provided in Appendix A.
Table 1:
Estimated Existing Water Demands
Average Day Max. Day Peak Hour
Existing Businesses
Demands 1,663 gpd 2.7 gpm 3.5 gpm
A new 4-inch domestic water service and 6” fire service line will be extended to the new
building from the existing 8-inch water main in N. 5th Ave. Final service sizing will be
verified by the mechanical engineer in accordance with the Uniform Plumbing Code and
actual fixture unit counts. The services will be Class 51 ductile iron and be installed per
the City of Bozeman Design Standards and Modifications to Montana Public Works
Standard Specifications (MPWSS).
The estimated domestic water demands for the project are summarized in Table 2 below
with supporting assumptions and calculations in accordance with C.O.B. DSSP Section
V.A.4 provided in Appendix A.
Table 2:
Estimated New Water Demands
Average Day Max. Day Peak Hour
New Building Demand 44,637 gpd 71.4 gpm 93.1 gpm
Irrigation at the site will be limited to roof-top planter & garden features that will also be
supplied from the building’s public water supply.
The fire flow requirement for the new building is 1,500 gpm based on building size and
construction type as determined following International Fire Code Appendix B criteria.
Fire hydrant flow reports were provided by the City Engineering Department for the
nearest existing fire hydrants to confirm available fire flows. The hydrant flow data
indicates available fire flows ranging from 3,600 to 9,200 gpm before dropping below a
residual pressure of 20 psi. The project fire flow determination and fire hydrant flow
reports are provided in appendix A.
Sewer
The property has multiple existing live sewer services connected to the existing
businesses. These services are proposed to be abandoned in conjunction with
demolition activities at the site. The estimated existing sewer demands for these
businesses are summarized in Table 3 below with supporting assumptions and
calculations in accordance with the 2015 Wastewater Facilities Plan provided in
Appendix B.
Table 3:
Estimated Existing Sewer Demands
Average Day (gpd) Peak Hour (gpm)
Existing Business Demand 2,082 -
Lot Infiltration 109 -
Total Sewer Demand 2,190 6.69
A new 8-inch sewer service is proposed to extend from the new building to a new sewer
main in N. 5th Avenue. Installation of the new sewer main is being coordinatied with
another proposed project at the NW corner of 5th & Main. Final service sizing for this
project will be verified by the mechanical engineer in accordance with the Uniform
Plumbing Code and actual fixture unit counts. The new 8” sewer service line will be
SDR-26 PVC and will be installed per the City of Bozeman Design Standards and
Modifications to Montana Public Works Standard Specifications (MPWSS). It will likely
require a manhole connection to the new sewer main due to its size.
The estimated sewer demands for the project are calculated in accordance with C.O.B.
DSSP Section V.B. and using information from the City’s 2015 Wastewater Facilities
Plan. The estimated sewer demands are summarized in Table 4 below with assumptions
and supporting calculations provided in Appendix B.
Table 4:
Estimated New Sewer Demands
Average Day (gpd) Peak Hour (gpm)
New Building Demand 17,033 -
Lot Infiltration 109 -
Total Sewer Demand 17,142 48.60
Storm Drainage
The existing project site is currently completely developed and impervious with 3
buildings and a paved parking lot. The entire site slopes generally to the northeast with
most of the runoff being directed to the alley on the north side of the property. No
existing stormwater management controls are evident at the site. The site runoff
ultimately enters the City’s storm sewer system via curb inlet at the intersection of N. 3rd
Avenue and Mendenhall Street.
The proposed site development includes a new multi-story building with a footprint and
roof that will cover 100% of the site area. The 2-level parking garage will be internal to
the building and covered. Sidewalks and drive aisles that are not under a roof overhang
will be replacing hardscapes in the adjacent public right-of-way.
Runoff flow rates and volumes will not be increased as a result of the proposed site
redevelopment (see the stormwater runoff calculations provided in Appendix C).
Therefore, no on-site stormwater detention or retention facilities are required to mitigate
City’s runoff flow rate and volume drainage standards.
However, the water quality section of the City’s drainage standards is still applicable to
the new development. Upon inspection, this site will not feasibly accommodate the first
0.5 inch runoff reduction via on-site storage due to the 100% building lot coverage, the
subgrade parking structure, very deep (15’-17’) clay soils, and lack of adequate storm
drain infrastructure in the vicinity to tie into. Therefore, this project design proposes post-
construction stormwater management controls to achieve 80% TSS removal from the
site run-off to meet the water quality standard. Since 100% of the site will be covered by
rooftop, roof drain filters are proposed to remove >80% TSS from the collected runoff
prior to discharging off-site. A sidewalk drainage chase is proposed to direct the filtered
primary roof drain runoff to the curb line in N. 5th Avenue, where it will make it’s way to
the same inlet at N. 3rd and Mendenhall without flowing across vehicle or pedestrian
travel surfaces. More information on the selected roof drain filter product and
maintenance requirements is provided in Appendix C. Drainage chase and curb capacity
calculations are also provided in Appendix C. The N. 5th Avenue and Mendenhall Street
curbs should be able to convey 5.4 CFS and 6.3 CFS respectively before overtopping or
exceeding the 9.5 foot spread width required by DSSP Section IV.C.2.a.
Any moisture, snowmelt, etc. that collects in the parking garage will be directed via
internal floor drains to a sand/oil separator for treatment prior to being discharged to the
sanitary sewer system. No stormwater runoff is expected to be generated from the
internal parking garage structure. The floor drains, sand/oil separator, and sewer ejector
will be designed as part of the building pluming system in accordance with applicable
plumbing codes.
APPENDIX A
Water Calculations
5th & Main Residences
421 W. Main Street
Date: 09.22.22
Existing Water Demand Calculation
Domestic Water Demand - Existing Businesses:
Commercial Use:
Restaurant =0.543 acres (Lots 16-21)
Commercial Flow =1,428 GPD 2,630 gal/acre/day per Table 3.5,
2017 Water Facility Plan
Office Building =0.181 acres (Lots 14-15)
Commercial Flow =235 GPD 1,300 gal/acre/day per Table 3.5,
2017 Water Facility Plan
Peak Hour Demand:
Average Day Demand =1,663 GPD (All Uses)
Average Day Demand =1.2 gpm (GPD / 1,440 minutes)
Maximum Day Demand =2.7 gpm (Ave. Day x Peaking Factor = 2.3)
Peak Hour Demand =3.5 gpm (Ave. Day x Peaking Factor = 3)
5th & Main Residences
421 W. Main Street
Date: Rev 02.07.23
Water Demand Calculation
Domestic Water Demand - New Building:
Residential Use:
Residential Units =121 units
People =262.6 people (2.17 people/unit)
Residential Flow =44,637 GPD (170 gpcd)(Per COB Design Standards)
Commercial Use:
Retail =1,795 sf
0.041 acres
Commercial Flow =53 GPD 1,285 gal/acre/day per Table 3.9,
2017 Water Facility Plan
Peak Hour Demand:
Average Day Demand =44,690 GPD (All Uses)
Average Day Demand =31.0 gpm (GPD / 1,440 minutes)
Maximum Day Demand =71.4 gpm (Ave. Day x Peaking Factor = 2.3)
Peak Hour Demand =93.1 gpm (Ave. Day x Peaking Factor = 3)
Fire Flow Requirement - New Building:
IBC Construction Type =IA & IIIA
Fire Flow Calculation Area =172,989 sf (Largest Building)
Automatic Fire Sprinkler System =Yes
Fire Sprinkler System Type =NFPA 13R
Required Fire Flow =1,500 gpm (per IFC Appendix B)
(Per COB 2015 Wastewater
Facilities Plan)
CITY OF BOZEMAN
Fire Flow Request Form
PHONE (406) 582-3200 FAX (406) 582-3201
Date September 7, 2022
Location 5th and Main
Pressure Zone HGL 5125 (S)
GIS Hydrant ID# 104, 110,111
Adjacent Main Size 104 (6-inch CI), 110 (8-inch DI),111 (6-inch CI)
Model Scenario Maximum Day Demand, Steady State, Fire Flow
Reference 2017 Water Facility Plan Update1
Hydrant Curves An Excel Spreadsheet with hydrant curves has been provided for the requested
location
Requested Location via the Bozeman Infrastructure Viewer2
If you have questions or need further information feel free to email.
Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to
variation. Actual field conditions may vary. This information is provided to the requestor for evaluation purposes only,
without warranty of any kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or
law. In no event regardless of cause, shall the City be liable for any direct, indirect, special, punitive or consequential
damages of any kind whether such damages arise under contract, tort, strict liability or inequity.
HOME OF MONTANA STATE UNIVERSITY
GATEWAY TO YELLOWSTONE PARK
1 https://www.bozeman.net/home/showpublisheddocument/4977/636420174896170000
2 https://gisweb.bozeman.net/Html5Viewer/?viewer=infrastructure
GIS Hydrant #
Available Flow (gpm)Residual Pressure (psi)104
0 124.27
200 123.54
400 122.12
600 120.08
800 117.44
1,000.00 114.24
1,200.00 110.5
1,400.00 106.22
1,600.00 101.42
1,800.00 96.1
2,000.00 90.28
2,200.00 83.97
2,400.00 77.16
2,600.00 69.87
2,800.00 62.09
3,000.00 53.85
3,200.00 45.13
3,400.00 35.95
3,600.00 26.31
3,800.00 16.22
4,000.00 5.67
Hydrant Curve
0
20
40
60
80
100
120
140
0 500 1000 1500 2000 2500 3000 3500 4000 4500Residual Pressure (psi)Available Flow (gpm)
Hydrant Curve
104
Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual
field conditions may vary. This information is provided to the requestor for evaluation purposes only, without warranty of any
kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of
cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such
damages arise under contract, tort, strict liability or inequity.
GIS Hydrant #
Available Flow (gpm)Residual Pressure (psi)110
0 124.15
200 123.75
400 123.25
600 122.7
800 122.07
1,000.00 121.34
1,200.00 120.51
1,400.00 119.6
1,600.00 118.59
1,800.00 117.49
2,000.00 116.31
2,200.00 115.04
2,400.00 113.68
2,600.00 112.24
2,800.00 110.71
3,000.00 109.1
3,200.00 107.41
3,400.00 105.63
3,600.00 103.78
3,800.00 101.84
4,000.00 99.83
4,200.00 97.74
4,400.00 95.57
4,600.00 93.32
4,800.00 90.99
5,000.00 88.59
5,200.00 86.12
5,400.00 83.56
5,600.00 80.94
5,800.00 78.24
6,000.00 75.46
6,200.00 72.62
6,400.00 69.67
6,600.00 66.64
6,800.00 63.54
7,000.00 60.37
7,200.00 57.13
7,400.00 53.81
7,600.00 50.42
7,800.00 46.95
8,000.00 43.41
8,200.00 39.81
8,400.00 36.13
8,600.00 32.38
8,800.00 28.56
9,000.00 24.66
9,200.00 20.7
9,400.00 16.67
9,600.00 12.56
9,800.00 8.39
10,000.00 4.15
10,192.39 0.01
Hydrant Curve
0
20
40
60
80
100
120
140
0 500 1000 1500 2000 2500 3000 3500 4000 4500Residual Pressure (psi)Available Flow (gpm)
Hydrant Curve
104
Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual
field conditions may vary. This information is provided to the requestor for evaluation purposes only, without warranty of any
kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of
cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such
damages arise under contract, tort, strict liability or inequity.
GIS Hydrant #
Available Flow (gpm)Residual Pressure (psi)2385
0 122.64
200 122.18
400 121.54
600 120.71
800 119.71
1,000.00 118.54
1,200.00 117.18
1,400.00 115.65
1,600.00 113.95
1,800.00 112.08
2,000.00 110.05
2,200.00 107.86
2,400.00 105.51
2,600.00 103
2,800.00 100.34
3,000.00 97.52
3,200.00 94.54
3,400.00 91.42
3,600.00 88.15
3,800.00 84.73
4,000.00 81.16
4,200.00 77.44
4,400.00 73.58
4,600.00 69.57
4,800.00 65.42
5,000.00 61.13
5,200.00 56.7
5,400.00 52.13
5,600.00 47.41
5,800.00 42.56
6,000.00 37.58
6,200.00 32.45
6,400.00 27.19
6,600.00 21.75
6,800.00 16.18
7,000.00 10.49
7,200.00 4.65
7,354.97 0.03
Hydrant Curve
0
20
40
60
80
100
120
140
0 500 1000 1500 2000 2500 3000 3500 4000 4500Residual Pressure (psi)Available Flow (gpm)
Hydrant Curve
104
Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual
field conditions may vary. This information is provided to the requestor for evaluation purposes only, without warranty of any
kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of
cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such
damages arise under contract, tort, strict liability or inequity.
APPENDIX B
Sewer Calculations
5th & Main Residences
421 W. Main Street
Date: 09.22.22
Existing Sewer Demand Calculation
Average Day Sewer Demand -Existing Businesses:
Commercial Use:
Restaurant =0.543 acres (Lots 16-21)
Commercial Flow =1,901 GPD 3,500 gal/acre/day per Table 2-12
2015 Wastewater Facilities Plan
Office Building =0.181 acres (Lots 14-15)
Commercial Flow =181 GPD 1,000 gal/acre/day per Table 2-12
2015 Wastewater Facilities Plan
Infiltration:
Property Size =0.72 acres
Infiltration Flow =109 GPD (150 gpd/acre per COB Design Standards)
Total Existing Average Day Demand:
2,190 GPD (residential + commercial + infiltration)
Total Existing Peak Sewer Flow:
Average Day Demand =2,190 GPD (residential + commercial)
P =0.0340 (population/1,000)
Peaking Factor =4.35
Peak Sewer Demand =9,518 GPD (avg. day demand)*(peaking factor)
+ Infiltration Flow =109 GPD (not peaked)
Total Peak Flow =9,626 GPD (residential + commercial + infiltration)
Peak Sewer Flow =6.69 GPM (peak flow)/(24 hrs/day)/(60 min/hr)
𝑄𝑚𝑎𝑥
𝑄𝑎𝑣𝑔
=18 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2
4 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2
5th & Main Residences
421 W. Main Street
Date: 09.22.22
Sewer Demand Calculation
Average Day Sewer Demand :
Residential Use:
Residential Units =121 units
Population =262.6 people (2.17 people/unit)
Residential Flow =16,910 GPD (64.4 gpcd)
Commercial Use:
Retail =1,795 sf
0.041 acres
Commercial Flow =124 GPD 3,000 gal/acre/day per Table 2-13, Zone B3,
2015 Wastewater Facilities Plan
Infiltration:
Property Size =0.72 acres
Infiltration Flow =109 GPD (150 gpd/acre per COB Design Standards)
Total Development Average Day Demand:
17,142 GPD (residential + commercial + infiltration)
Total Development Peak Sewer Flow:
Average Day Demand =17,033 GPD (residential + commercial)
P =0.2626 (population/1,000)
Peaking Factor =4.10
Peak Sewer Demand =69,879 GPD (avg. day demand)*(peaking factor)
+ Infiltration Flow =109 GPD (not peaked)
Total Peak Flow =69,988 GPD (residential + commercial + infiltration)
Peak Sewer Flow =48.60 GPM (peak flow)/(24 hrs/day)/(60 min/hr)
Values per C.O.B.
2015 Wastewater Facilities Plan
𝑄𝑚𝑎𝑥
𝑄𝑎𝑣𝑔
=18 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2
4 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2
5th & Main Residences
421 W. Main Street
Date: 09.22.22
8" Sewer Service Pipe Capacity
Input Values
d =0.67 ft =8"
y =0.500 ft =75%
Calculated Values (Equations from Fluid Mechanics by Chow)
Theta (Θ)4.19 rad 2*arccos(1-y/(d/2))
Area (A)0.28 ft2 (1/8)*(Θ-sinΘ)d2
Wetted Perimeter (P)1.40 ft 0.5Θd
Hydraulic Radius (R )0.20 ft (.25)*(1-(sinΘ)/Θ)d
Top Width (T)0.58 ft (sin 0.5Θ)d
Mannings Equation (Equation from Fundamentals of Mechanics by Munson)
n =0.013 (per COB Design Standards)
S0 =0.0104 ft/ft (min. 1/8" per foot for 8" services)
Q =1.13 cfs Q = 1.49/n*A*R2/3*S00.5
Q =506.10 gpm Q gpm = (Q cfs)(7.48 gal/ft3)(60 sec/min)
V =4.02 ft/s V = Q/A
Results An 8" diameter sewer service at the min. 1/8" per foot slope flowing
75% full has the capacity for 506.10 gpm.
J:\2022\B22-007 Tracy Sub Block D\DOCUMENTS\REPORTS\Design Report\PARTS\B22-007 Water & Sewer
Calcs.xls 1 OF 1
Appendix C
Storm Water Calculations
TD&H Stormwater Calculations
Project: 5th & Main Residences
Date: Rev 02.07.23
10-yr Runoff Calculations
"C"
0.9
0.8
0.3
0.1
Pre vs. Post-Development Runoff Coefficient:
Total Area (SF)Total Area
(Acres)
Hardscape
Area (SF)
Gravel Area
(SF)
Unimproved
Area (SF)
Landscape
Area (SF)
Composite
"C"
Pre 31,549 0.72 31,549 0 0 0 0.90
Post 31,549 0.72 31,549 0 0 0 0.90
Time of Concentration:
Tc*
Slope Distance t1 Slope Velocity Distance t2 Velocity Distance t 3 Total
%ft min %fps ft min fps ft min min
Pre 0.95 136 0.90 4.44 1.34 0.619 2.35 76 0.54 3.00 0.00 0.00 4.98
Post 5.00
* Tc minimum of 5 minutes
FHWA HEC 22, Eqn 3-4 Estimate average flow of 3.0 fps
K=0.457 Grassed Water Way (Roadside Ditch)
K=0.619 Paved Area
Cf = 1.0 for 10-year storm event K=0.491 Unpaved shallow concentrated flow
Tc*Tc*10 yr Flow
C Area Total Total i Q
ac min hour in/hr cfs
Pre 0.90 0.72 5.00 0.083 3.218 2.10
Post 0.90 0.72 5.00 0.083 3.218 2.10
* Tc minimum of 5 minutes
Tc*Tc*25 yr Flow
C(Cf)Area Total Total i Q
ac min hour in/hr cfs
Pre 0.99 0.72 5.00 0.083 3.826 2.74
Post 0.99 0.72 5.00 0.083 3.826 2.74
* Tc minimum of 5 minutes
10-Year Runoff Flow Rate:
Overland Flow Shallow Flow/Gutter Flow Pipe Flow
C k
25-Year Runoff Flow Rate:
Rational Formula "C" Values Per MTDEQ 8:
Hardscape Area
Gravel Area
Unimproved Area
Lawn/landscape
Description
Existing Buildings and Parking/Hardscape
New Building Roof
Roof Drain Tc < 5 Minutes
31
11871
/
f
i S
D)CC.(.T −=
AiCQ=
SkV=28.3
𝑖25 =0.78 ⋅𝑇𝑐−.64
𝑖10 =0.64 ⋅𝑇𝑐−.65
AiCQ=
𝐶𝑓=1.10 (25-yr)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Feb 2 2023
5th & Main Drainage Chase
Rectangular
Bottom Width (ft) = 1.25
Total Depth (ft) = 0.50
Invert Elev (ft) = 100.00
Slope (%) = 1.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 2.74
Highlighted
Depth (ft) = 0.41
Q (cfs) = 2.740
Area (sqft) = 0.51
Velocity (ft/s) = 5.35
Wetted Perim (ft) = 2.07
Crit Depth, Yc (ft) = 0.50
Top Width (ft) = 1.25
EGL (ft) = 0.85
0 .5 1 1.5 2 2.5
Elev (ft) Depth (ft)Section
99.75 -0.25
100.00 0.00
100.25 0.25
100.50 0.50
100.75 0.75
101.00 1.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Feb 7 2023
Mendenhall Street Curb (5th Ave to 3rd Ave)
Gutter
Cross Sl, Sx (ft/ft) = 0.030
Cross Sl, Sw (ft/ft) = 0.047
Gutter Width (ft) = 1.51
Invert Elev (ft) = 100.00
Slope (%) = 1.12
N-Value = 0.013
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.31
Highlighted
Depth (ft) = 0.31
Q (cfs) = 5.457
Area (sqft) = 1.37
Velocity (ft/s) = 3.99
Wetted Perim (ft) = 9.79
Crit Depth, Yc (ft) = 0.40
Spread Width (ft) = 9.48
EGL (ft) = 0.56
0 2 4 6 8 10 12 14 16 18 20
Elev (ft) Depth (ft)Section
99.75 -0.25
100.00 0.00
100.25 0.25
100.50 0.50
100.75 0.75
101.00 1.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Feb 7 2023
Mendenhall Street Curb (5th Ave to 3rd Ave)
Gutter
Cross Sl, Sx (ft/ft) = 0.030
Cross Sl, Sw (ft/ft) = 0.047
Gutter Width (ft) = 1.51
Invert Elev (ft) = 100.00
Slope (%) = 1.50
N-Value = 0.013
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.31
Highlighted
Depth (ft) = 0.31
Q (cfs) = 6.315
Area (sqft) = 1.37
Velocity (ft/s) = 4.62
Wetted Perim (ft) = 9.79
Crit Depth, Yc (ft) = 0.42
Spread Width (ft) = 9.48
EGL (ft) = 0.64
0 2 4 6 8 10 12 14 16 18 20
Elev (ft) Depth (ft)Section
99.75 -0.25
100.00 0.00
100.25 0.25
100.50 0.50
100.75 0.75
101.00 1.00
Reach (ft)
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for treatment of roof runoff.
This technology is used to
treat commercial and industrial
roof tops along with highrise
buildings, parking structures
and residential buildings.
Available in 3 sizes, this filter
can easily adapt to downspouts
2” to 12” in diameter. The filter
comes standard with rubber
boots that allow for easy
installation to the downspout.
Proven since 2003, the Bio Clean
Downspout Filter has been used
on hundreds of installations
throughout the United States.
All internal components are
constructed of stainless steel.
The sleek inline design allows the
filter to be used in tight spaces.
Approved by the IAPMO, this filter
can meet all your needs.
Overview
www.BioCleanEnvironmental.com
Performance
• 93% Removal of TSS
• 87% Removal of Hydrocarbons
• Effective at Removing Metals, Nutrients
and Bacteria (Media Type)
Model # Inlet ID
(dia., in.)
Filter OD
(dia., in.)
Storage
Cap. (cu. ft.)
Filtered
Flow (gpm)
Bypass
Flow (gpm)
BC-DF4 4 6.625 0.9 249 566
BC-DF6 6 8.625 0.21 509 1006
BC-DF8 8 8.625 0.21 509 1006
BC-DF10 10 12.75 0.77 1145 2264
BC-DF12 12 12.75 0.77 1145 2264
Specifications
Water Flow Path
2972 San Luis Rey Rd
Oceanside, CA 92058
p 760.433.7640 f 760.433.3176
www.BioCleanEnvironmental.com
Downspout Filter PROVEN STORMWATER TREATMENT TECHNOLOGY
Operation
Application
Adapters
BioSorb Hydro-
Carbon Boom #40 Mesh Stainless
Steel Screen
(Wraps Around Cartridge)
(Additional Filter Media Available)
Powder Coated
Filter Housing
High Flow
Bypass
Stainless Steel
Filter Cartridge
Maintenance
Handles
(for easy removal)
Bypass Flow Path
Treatment Flow Path
IAPMO Testing
& Approval Listing
See our Website for Installation & Maintenance
Manuals at www.BioCleanEnvironmental.com
Easily Adapts to
Square or Rectangle
Downspouts
• Commercial
• Residentail
• Parking Structures
• Mixed Use
Fits Inline with Iron,
Steel or Plastic Pipe
Approvals
Installation & Maintenance
Stormwater Quality In-Line Downspout Filtration Device Page 1 of 6
Section [________]
Stormwater Quality In-Line Downspout Filtration Device
PART 1 – GENERAL
01.01.00 Purpose
The purpose of this specification is to establish generally acceptable criteria for in-line devices used for
filtration of stormwater runoff in structure downspouts. It is intended to serve as a guide to producers,
distributors, architects, engineers, contractors, plumbers, installers, inspectors, agencies and users; to
promote understanding regarding materials, manufacture and installation; and to provide for
identification of devices complying with this specification.
01.02.00 Description
Stormwater In-Line Downspout Filter (SWIDF) units are used for filtration of stormwater runoff in
structure downspouts. The SWIDF is a cylindrical filter system composed of an external housing and
internal cylindrical filter insert which is wrapped with various filter screens. The SWIDF is to be used
for vertical flowing runoff only. Runoff enters the SWIDF from the top and flows into the area between
the housing and internal cylinder. It then flows horizontally through the filter screen to the center
bypass area and flow vertically down out of the housing. The SWIDF also utilizes a hydrocarbon boom
wrapped around the bottom of the filter insert which absorbs hydrocarbons during low flows. The
SWIDF has an internal bypass feature located in the center of the internal cylinder; when water flow
exceeds the capacity of the filter screen or filter media it rises to a level where it enters large orifices at
the top of the inner cylinder and bypasses directly out the bottom of the housing .
01.03.00 Manufacturer
The manufacturer of the SWIDF device shall be one that is regularly engaged in the engineering,
design and production of systems developed for the treatment of stormwater runoff for at least (5)
years, and which have a history of successful production, acceptable to the engineer of work. In
accordance with the drawings, the SWIDF(s) shall be a filter device manufactured by Bio Clean
Environmental Services, Inc., or assigned distributors or licensees. Bio Clean Environmental Services
Inc. can be reached at:
Corporate Headquarters:
2972 San Luis Rey Road
Oceanside, CA 92058
Phone: (760) 433-7640
Fax: (760) 433-3176
www.biocleanenvironmental.net
01.04.00 Submittals
01.04.01 Shop drawings are to be submitted with each order to the contractor and
consulting engineer.
01.04.02 Shop drawings are to detail the SWIDF and all components required and the
sequence for installation, including:
Filter configuration with primary dimensions
Interior components
Any accessory equipment called out on shop drawings
01.04.03 Inspection and maintenance documentation submitted upon request.
Stormwater Quality In-Line Downspout Filtration Device Page 2 of 6
01.05.00 Work Included
01.05.01 Specification requirements for installation of SWIDF.
01.05.02 Manufacturer to supply completely assembled SWIDF(s):
Exterior filter housing
Interior filter cylinder insert
Filter screen
Hydrocarbon filter boom
01.05.03 Standard flexible adapters with clamps will be supplied with each filter unit,
but it is the responsibility of the contractor to install the correct type of gaskets
and couplings per local regulations. Note: standard adapters provided not acceptable in
all jurisdictions. Please reference local regulations.
01.06.00 Reference Standards
ASTM A 240 Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for
Pressure Vessels and for General Applications
ASTM D 3789 Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength
Tester Method
ASTM D 4491 Water Permeability Geotextiles by Permittivity
ASTM D 4632 Grab Breaking Load and Elongation of Geotextiles
ASTM D 4833 Index Puncture Resistance of Geotextiles, Geomembranes, and Related
Products
ASTM D 5919 Determination of Adsorptive Capacity of Activated Carbon by Micor-Isotherm
Technique for Absorbents at ppb Concentrations
ASTM F 716 Testing Sorbent Performance of Absorbents
ASTM F 726 Sorbent Performance of Absorbents
PART 2 – COMPONENTS
02.01.00 Internal Filter Components
02.01.01 Filter Cylinder shall be manufactured using only Stainless Steel components
with a minimum type 304 complying with the requirements of ASTM A 240,
with a top and bottom thickness of 14 gauge (0.078”) and a wall thickness of
20 gauge (0.038”).
02.01.02 Mesh Screen shall be manufactured using only Stainless Steel wire mesh
with a minimum type 304 complying with the requirements of ASTM A 240,
with a wire diameter of 0.01mm and with a number 40 sieve size (420µm).
02.01.03 Hydrocarbon Filter Boom
Filter media shall be made up of granulated oil absorbing
polymers that have been tested in accordance with section 11.2
of ASTM F 716.07. Filter media must be proven to absorb 180%
of its weight within a 300 second contact time, and at this
absorption percentage the physical increase in the size of the
granules is not more that 50%.
Filter netting shall be 100% Polyester with a number 16 sieve
size, and strength tested per ASTM D 3787.
02.01.04 Stainless Steel - All metal components shall be Stainless Steel. No
galvanized or other zinc or copper containing treatments or alloys should be
used.
Stormwater Quality In-Line Downspout Filtration Device Page 3 of 6
02.02.00 External Filter Components
02.02.01 Filter Housing shall be manufactured using only Stainless Steel components
with a minimum type 304 complying with the requirements of ASTM A 240,
with a wall thickness of 1/8” (0.125”) and a bottom ring of housing thickness of
10 gauge (0.134”)
02.02.02 Handles shall be manufactured using 1/2” round Stainless Steel components
with a minimum type 304 complying with the requirements of ASTM A 240.
02.02.03 Adapters
Flexible Adapters/Couplings shall be made of an elastomeric
compound that meets the requirements of ASTM D5926, C1173
and applicable portions of ASTM C443, C425, C564, CSA B602
and D1869, and must be leak-proof, root-proof and resistant to
chemicals, ultraviolet rays and fungus growth. Specific
jurisdictions may require a shielded or alternate type of adapter.
Stainless Steel clamps must be corrosion-resistant and rust-
proof.
02.02.04 Finishes shall consist of thermoplastic coating powder that meets standards in
Table 1;
Table 1
Recommended Coating Thickness 300-750 µ
Appearance Smooth/Glossy
Gloss ISO 2813 70
Impact Strength
Gardner (drop weight) ISO 6272
Direct 23°C (3mm plate) Indirect 0°C (3mm plate) Gardner (drop weight) ISO 6272 Direct 23°C (0.7mm plate) Indirect 0°C (0.7mm plate)
2.7 Joules 18.0 Joules > 27 Joules > 27 Joules
Abrasion Taber ASTM D4060/84 H18, 500g load, 1000 cycles 60 mg weight loss
Salt Spray
ISO 7253 Steel - Scribed - Unscribed Aluminium - Scribed - Unscribed
Results after 1000 hours Loss of adhesion less than 10mm from scribe. Under film corrosion 2-3mm No loss of adhesion No loss of adhesion No loss of adhesion
Chemical Resistance*
- Dilute Acids 60°C - Dilute Alkali 60°C - Salts (except peroxides) 60°C - Solvents 23°C
Good Good Good Poor
Adhesion PSL, TM 19 A-1
Weathering
QUV ASTM G53-77 Florida 45° facing South
2000 hrs - No significant change in color or loss of gloss. 3 years - No significant change in color or loss of gloss.
Burning Characteristics
Ignitability Surface spread of flame Fire Propagation
Flammability
BS476: Pt5: 1979 500 micron coating BS476: Pt7: 1979 500 micron coating BS476: Pt6: 1989 500 micron coating UL94
P - not easily ignitable Class 1 I = 0.2 Vo (see also Properties of Material)
Safe Working Temperature (Continuous in air) 60°C max
Stormwater Quality In-Line Downspout Filtration Device Page 4 of 6
PART 3 – PERFORMANCE
03.01.00 General
03.01.01 Function - The SWIDF has no moving internal components and functions
based on gravity flow, unless otherwise specified. The SWIDF is composed
of an inner and outer cylinder. The outer cylinder is housing for the inner
cylinder, which is perforated and wrapped with a filter screen. The bottom of
the cylinder is wrapped with a hydrocarbon media boom to remove oils during
low flows. The top of the inner cylinder is capped, which forces inflowing
water towards the area between the inner and outer cylinders. Water entering
this space is forced through the filer screens and /or hydrocarbon filter boom
material. As water passes through the filter screens and/or hydrocarbon filter
boom, particulate matter is captured and stored within the treatment area
between the inner and outer cylinders. The upper part of the inner cylinder
contains a plurality of multiple, larger openings which are not wrapped to
allow water flows greater than the peak treatment flow rate to flow through the
apparatus unimpeded, as a high flow bypass. Coverage of the SWIDF is to
provide full treatment of influent stormwater, at rated flows.
03.01.02 Pollutants - The SWIDF will remove and retain debris, sediments, metals and
hydrocarbons entering the filter during frequent storm events and specified
flow rates.
03.01.03 Treatment Flow Rate and Bypass - The SWIDF operates in-line. The device
has an internal bypass that is capable of directing flows in excess of the
treatment flow rate. The SWIDF will treat 100% of the required water quality
treatment flow based on Minimum Filtration Capacities listed in Table 2. The
SWIDF will bypass any flow rate greater than the Filtration Capacity
Requirements. The minimum bypass capacities are listed in Table 2.
03.01.04 Pollutant Load – The SWIDF must be designed to have minimum storage
capacity of 0.23 cubic feet of solids and 1.62 pounds of hydrocarbons.
03.01.05 Performance Protocol and Results - The test setup and procedure shall be in
accordance with IAMPO standards, except the bypass shall remain open and
unplugged. A quantity of 20 mesh sand, equivalent in volume to the unit
housing capacity, and randomly containing four halved 12 ounce paper cups
shall be prepared. The mixture shall be gradually added to the system
upstream of the filter at a rate resulting in the feed sand concentration
approximately 150mg/L at a flow rate equivalent to 25% of the maximum
Filtered Flow Capacity listed for the appropriate downspout model number in
Table 2. The system shall be run at this flow rate for 20 minutes following the
addition of the solids without having the water level backup as noted in the
view port. The filter shall be capable of capturing a minimum of 60% of the
sand.
Stormwater Quality In-Line Downspout Filtration Device Page 5 of 6
03.02.00 Lab Test Performance
At a minimum, the SWIDF shall meet the performance standards in Table 2.
Table 2
INLET
INSIDE
DIAMETER
FILTER
OUTSIDE
DIAMETER
STORAGE
CAPACITY
FILTERED
FLOW
BYPASS
FLOW MODEL
NUMBER
in. cm. in. cm. cf L gpm lps gpm lps
BC-DF4 4 10.16 6.625 16.828 0.09 2.55 249 15.709 566 35.709
BC-DF6 6 15.24 8.625 21.908 0.21 5.95 509 32.113 1006 63.469
BC-DF8 8 20.32 8.625 21.908 0.21 5.95 509 32.113 1006 63.469
BC-DF10 10 25.40 12.750 32.385 0.77 21.80 1145 72.238 2264 142.84
BC-DF12 12 30.48 12.750 32.385 0.77 21.80 1145 72.238 2264 142.84
PART 4 - EXECUTION
04.01.00 General
The installation of the SWIDF shall conform to all applicable national, state, state highway, municipal
and local specifications.
04.02.00 Installation
The Contractor or Plumber shall furnish all labor, equipment, materials and incidentals required to
install the (SWIDF) device(s) and appurtenances in accordance with the drawings and these
specifications.
04.02.01 The SWIDF will be securely installed inline with existing piping, with contact
surfaces sufficiently joined together. The filter is connected to downspout
piping with the use of 4”, 6”, or 8” approved couplers or adapters, secured
with metal bands. The SWIDF shall be installed in a vertical position,
pursuant to the manufacturer’s recommendations and the details, shop
drawings, and these specifications.
A. Remove couplers or adapters from both ends of the SWIDF.
B. Measure the exact height of the SWIDF, approximately 18”
C. Cut the existing piping ¼” longer than the exact height of the
SWIDF.
D. Place the couplers or adapters on the top and bottom of the
existing pipe, sliding them all the way up and down, even with
the pipe.
E. Using the handles, place the filter in line with the existing pipe.
Slide the couplers or adapters back in place over the filter and
tighten the clamps securely.
04.03.00 Shipping, Storage and Handling
04.03.01 Shipping – SWIDF shall be shipped to the contractor’s address and is the
responsibility of the contractor to transport the unit(s) to the exact site of
installation.
Stormwater Quality In-Line Downspout Filtration Device Page 6 of 6
04.03.02 Storage and Handling– The contractor shall exercise care in the storage and
handling of the SWIDF components prior to and during installation. Any
repair or replacement costs associated with events occurring after delivery is
accepted and unloading has commenced shall be born by the contractor. The
SWIDF(s) shall always be stored indoors and transported inside the original
shipping container until the unit(s) are ready to be installed. The SWIDF shall
always be handled with care and lifted according to OSHA and NIOSA lifting
recommendations and/or contractor’s workplace safety professional
recommendations.
04.04.00 Maintenance and Inspection
04.04.01 Inspection – After installation, the contractor or plumber shall demonstrate
that the SWIDF has been properly installed at the correct location(s),
elevations, and with appropriate seals and gaskets. All components
associated with the SWIDF and its installation shall be subject to inspection
by the engineer at the place of installation. In addition, the contractor shall
demonstrate that the SWIDF has been installed per the manufacturer’s
specifications and recommendations.
04.04.02 Maintenance – The manufacturer recommends cleaning and maintenance a
minimum of twice a year and replacement of the Hydrocarbon Filter Boom
one per year. The cleaning and maintenance shall be performed by a
company engaged in stormwater filtration maintenance for a minimum of 5
years. A Maintenance Manual is available upon request from the
manufacturer. The manual has detailed information regarding the
maintenance of the SWIDF. A Maintenance/Inspection record shall be kept
by the maintenance operator. The record shall include any maintenance
activities preformed, amount and description of debris collected, and the
condition of the filter.
04.04.03 Material Disposal - All debris, trash, organics, and sediments captured by the
SWQIDF shall be transported and disposed of at an approved facility for
disposal in accordance with local and state requirements. Please refer to
state and local regulations for the proper disposal of toxic and non-toxic
material.
PART 5 – QUALITY ASSURANCE
05.01.00 Warranty
The Manufacturer shall guarantee the SWIDF against all manufacturing defects in materials and
workmanship for a period of (5) years from the date of delivery to the contractor or plumber. The
manufacturer shall be notified of repair or replacement issues in writing within the warranty period.
The SWQIDF is limited to recommended application for which it was designed.
05.02.00 Performance Certification
The SWIDF manufacturer shall submit to the Engineer of Record a “Manufacturer’s Performance
Certificate” certifying the SWIDF is capable of achieving the specified removal efficiency for
suspended solids as set by the International Association of Plumbing and Mechanical Official (IAMPO)
guide criteria for in-line devices for downspout filtration – IAMPO IGC 214-2008 as revised October,
2008. Devices without suspended solids testing done by an IAMPO approved company and/or
approved by the IAMPO will not be accepted.