HomeMy WebLinkAboutStudies APPLICANT 5/3/2022 (2)Stormwater Report
Willamette Valley Temple
Prepared for The Corporation of the Presiding Bishop of the Church of Jesus Christ of Latter -Day Saints
Prepared by. Melanie Greenfield, PE
Engineer of Record: Matt Keenan, PE
ApnI2022 I KPFF Project 92100170
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Table of Contents
Tables and Figures
TABLEis Basin Area Breakdown........................................................................................................................3
TABLE 2: Runoff Calculations Assumptions.......................................................................................................5
TABLE 3: 24-hour precipitation for Springfield, OR...................................................................... 5
Willamette Valley Temple I RPW Consulting Engineers 1
STORMWATER REPORT
Appendices
Appendix A
Proposed Basin Map
Appendix B
NRCS Soil Report
Appendix C
City of Springfield Stormwater Facility Calculator
Appendix D
Contech Cartridge Selection Calculations
Appendix E
Conveyance Calculations
Appendix F
Backwater Analysis
Willamette Valley Temple I KPFF Consulting Engineers
STORM WATER REPORT
Project Overview
Existing Conditions
The proposed Temple will be built on a 10.3 -acre site located at 300 International Way near the corner of
Industrial Way and Corporate Way in Springfield, OR. Much of the area is an unimproved open field covered
in dry grasses and sparse bushes and trees. A significant amount of engineered fill, approximately 4.5 -acres,
was placed in the northeast corner in preparation for a proposed building that was never built. Any
stormwater runoff that does not infiltrate sheet flows from the south to the north.
Proposed Conditions
The proposed improvements center around the construction of a new 23,484 SF Temple building.
Surrounding the Temple, site improvements will include new parking stalls and drive aisles, pedestrian
sidewalks, landscaped areas, covered bike parking, and two standalone buildings to the north of the site. The
building pad elevation of the Temple will be the highest elevation on site. Stormwater runoff will drain away
from the temple in all directions and be collected via a series of roof leaders, catch basins, trench drains and
area drains. Water quality requirements will be met via City approved proprietary mechanical treatment
technologies and a proposed rain garden facility. There is a regional detention facility located just north of
the project site and no additional detention is proposed.
Methodology
Stormwater Management Requirements
The project's stormwater system is designed in accordance with three design guides:
1. Chapters 3 and 4 of the City of Springfield's Engineering Design Standards and Procedures Manual
(EDSP)
2. City of Eugene's Stormwater Management Manual (SWMM)
3. The Temple Design Guidelines—Civil (design guidelines and standards provided by the client)
Basin Summary
The proposed project site has been broken up into five basins based on each area's ultimate discharge
location. See Table 1 for a breakdown of each basin's size and surface type. Each basin is then broken up
further into subbasins for the purpose of conveyance calculations. See Appendix A fora map of the proposed
basins and subbasins.
TABLE 1: Basin Area Breakdown
Willamette Valley Temple I RPEF Consulting Engineers
STORM WATER REPORT
Basin A— Northwest Corner
Basin A encompasses the northwest corner of the site and includes parking stalls, drive aisles, pedestrian
walkways, a grounds maintenance building and pervious landscaped areas. Stormwater runoff from these
areas is collected via a combination of roof leaders, catch basins and area drains. It is then conveyed through
an Imbrium Stormceptor Manhole to meet water quality requirements. After treatment, the runoff is
conveyed via an existing 12 -inch stormwater stub that connects to an existing 72 -inch stormwater pipe
underneath the eastern sidewalk of Corporate Way. This 72 -inch pipe flows north and discharges into the
regional detention facility located north of the project site.
Basin B — Southwest Corner
Basin B encompasses the southwest corner of the site and includes drive aisles, pedestrian walkways and
pervious landscaped areas. Stormwater runoff from the pollution -generating drive aisle is collected and
treated by a Contech Stormfilter catch basin to meet water quality requirements. Runoff from the pedestrian
sidewalks and pervious areas will be collected by area drains and conveyed to an existing 12 -inch stormwater
stub that connects to an existing 24 -inch stormwater pipe in Industrial Way. This pipe flows west and
connects with the existing 72 -inch stormwater pipe mentioned above.
Basin C—Southeast Corner
Basin C is essentially a mirror of Basin B. It encompasses the southeast corner of the site and includes drive
aisles, pedestrian walkways and pervious landscaped areas. Stormwater runoff from the pollution -generating
drive aisle is collected and treated by a Contech Stormfilter catch basin to meet water quality requirements.
Runoff from the pedestrian sidewalks and pervious areas will be collected by area drains and conveyed to a
second existing 12 -inch stormwater stub that connects to an existing 24 -inch stormwater pipe in Industrial
Way. This pipe flows west and connects with the existing 72 -inch stormwater pipe mentioned above.
Basin D — Northeast Corner
Basin D encompasses the northeast corner of the site and includes the temple roof, parking stalls, drive aisles,
pedestrian walkways, a Temple clothing distribution building and pervious landscaped areas. Stormwater
runoff from these areas is collected via a combination of roof leaders, catch basins and area drains. It is then
conveyed to a rain garden east of the site's developed area. The rain garden will not be lined; therefore, the
majority of runoff will be allowed to infiltrate. However, in large storm events, ponded water can flow out of
the rain garden via an overflow structure set 1 -foot above the bottom elevation of the facility. The overflow
structure connects to another existing 12 -inch stormwater stub and is conveyed north to the regional
detention facility via an existing 48 -inch pipe.
Basin E — Bypass Area
Basin IF includes pervious landscaped areas along the north edge, the floodplain storage area in the northeast
corner of the site and the area that includes the rain garden. These areas will not be treated for water quality.
Willa matte Valley Temple I KVFFConsulting Engineers
STORM WATER REPORT
Analysis
Stormwater Runoff Calculations
Stormwater runoff calculations were completed using the Santa Barbara Unit Hydrograph method with a
rainfall distribution of SCS Type 1A per section 4.03.3.C.1 of the EDSP. The hydraulic modeling software,
Autodesk Storm and Sanitary Analysis (SSA) were used to complete the calculations.
The following assumptions were made:
Value for Pervious Areas 1 69 1 Table 2-2a- Runoff curve numbers for urba n a reas, Urban
The following rainfall depths for the respective storms were used:
TABLE 3: 24-hour precipitation for Springfield, OR
Water Quality Event 0.83 11
2 -Year 3.3
5 -Year _ _ 3.8
10 -Year 4.3
Mill 4.8
100 -Year 5.2
Water Quality
The water quality requirements outlined in the SW MM will be met using vegetative facilities and proprietary
mechanical treatment technologies.
As mentioned above, the stormwater runoff from Basin D will be conveyed to a rain garden east of the
developed project area. Rain gardens are depressions that collect stormwater and allow it to infiltrate
through a soil growing media, filtering out pollutants and other harmful particles. They have no specific shape
requirements except their side slopes cannot exceed 3:1. The proposed rain garden will be rectangular, 10 -
feet wide, 275 -feet long, 3 -feet deep and will have side slopes at 4:1. Due to the adequate infiltration rates
in the native soil, no permeable liner will be installed, and runoff will be allowed to infiltrate.
The rain garden was sized using the Springfield Stormwater Facility Calculator. The calculator determines
runoff using the Santa Barbara Urban Hydrograph method and NRCS 24 -hr Type 1A Hyetograph as outlined
in Appendix M of the City of Eugene's Stormwater Management Manual. The facility capacity is based on the
requirements and facility details found in Eugene Stormwater Management Manual. See Appendix C for the
Stormwater Facility Calculator results.
Willamette valley Temple I RPrrconsuiting Engineers
STORM WATER REPORT
Pollution generating surfaces in Basins A -C will be treated for water quality via the City of Eugene approved
proprietary mechanical treatment technologies. Before being conveyed to the existing public stormwater
pipe in Corporate Way, runoff from Basin A will be conveyed through an Imbrium Stormceptor Manhole. This
structure acts as a hydrodynamic separator and treats stormwater runoff by allowing pollutants, suspended
solids and oils to separate or settle out of the stormwater runoff. Basins B and C both utilize a Contech
Stormfilter catch basin to treat runoff from pollution -generating surfaces. These catch basins have filtration
cartridges that remove harmful pollutants as the stormwater runoff flows through them. See Appendix D for
cartridge selection calculations.
Infiltration Testing
The SW MM implements a hierarchy system in which infiltration facilities must be considered first. To confirm
whether infiltration is feasible, infiltration testing was completed at three different locations on the site. Per
the Geotechnical Engineering Report completed by Terracon Geotechnical in March 2022, the encased falling
head method using a 6 -inch inside diameter PVC pipe was used to determine the infiltration rate of the site's
subgrade. The testing location closest to the location of the proposed rain garden was found to have an
infiltration rate of 36 in/hr.
The proposed rain garden was designed with the assumption that no infiltration will occur to maximize the
size and functionality of the facility. However, no impermeable liner will be installed, and stormwater will be
allowed to infiltrate when in the rain garden.
Conveyance
Conveyance of the site stormwater system was calculated using the Santa Barbara Unit Hydrograph method
per section 4.03.3.C.1 of the EDSP using the modeling software SSA. In addition to the City of Springfield
requirements, the stormwater system is subject to the Temple Design Guidelines, which require the site
stormwater system to be designed to convey the 100 -year storm event. See Appendix E for the results of the
conveyance calculations for the 100 -year storm event.
A backwater analysis was completed for the 100 -year storm and no structures pond during the storm event.
However, the three pipe segments upstream of the rain garden become surcharged. The hydraulic grade line
remains just above the top of the stormwater pipes and the surcharge condition only occurs for 10 minutes;
therefore, the design team considers this condition acceptable. See Appendix F for backwater analysis results.
Detention
North of the project site is an existing regional detention facility. Master Plan documents from the City of
Springfield show that the planned development of this project site was significantly impervious, with several
office parks and parking lots. It is evident that this site will be more impervious upon the completion of the
proposed Temple development than it is currently. However, the Temple development proposes a significant
amount of landscaping and overall is only 37% impervious. It is a reasonable assumption that the peak flow
leaving the site in the proposed condition will be less than the planned peak flow used for this area when
designing the regional detention facility. The design team is confident that the regional detention facility can
accommodate the increase in peak flow produced by this development and no additional detention measures
are proposed.
Willamette Valley Temple I RPFF Consulting Engineers
STORM WATER REPORT
Floodplain/Emergency Overflow
The 100 -year floodplain slopes from the southeast corner of the site to the northwest corner and covers the
entire project site. The Temple will be the highest point on the project site and will require additional fill
placed in the floodplain. To offset the addition, an approximate 1.3 -acre depression will be dug out in the
northeast corner of the property. The depression will be approximately 6 -feet deep, measured from the top
of the proposed embankment. The depression will be connected to the regional depression facility via a
culvert. After a major flood event, floodwater and any fish will be able to exit the depression via the culvert.
A separate biological assessment for this site will be completed as part of a CLOMR-F submittal to FEMA
which outlines the effects of a flood event near this site.
Maintenance Strategy
A separate Operation and Maintenance Plan for guidance on maintaining the stormwater system will be
included in the next submission
2ID0110- prP
Willamette Valley Temple I KPFFCcmulling Engineers
STOWWATER REPORT
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Willamette valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
Appendix A
Proposed Basin Map
WIIIamMte Valley Temple I KPFFConsu N,,Enginee,s
STORMWATER REPORT
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Willamette Valley Temple I REEF Consulting Engineers
STORMWNTER REPORT
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Appendix B
NRCS Soil Report
Willamette Valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
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Willamette Valley Temple I KPFF Consulting Engineers
STORMWNTER REPORT
USDA United States
Department of
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MRCS
Natural
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A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
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Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
26 Chehalis silty clay loam, 11.4 96.0%
owasionalyfiooded
95 1 Newberg fine sandy loam 0.5 4.0%
Totals for Area of Interest 11.9 100.0
Map Unit Descriptions
The map units delineated on the detailed soil maps in a sail survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into Iandforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
Custom Soil Resource Report
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12
Custom Soil Resource Report
Lane County Area, Oregon
26—Chehalis silty clay loam, occasionally flooded
Map Unit Setting
National map unit symbol. 2361
Elevation: 290 to 1,000 feet
Mean annual precipitation: 40 to 60 inches
Mean annual air temperature: 52 to 54 degrees F
Frost -free period. 165 to 210 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Chehalis, occasionally flooded, andsimilarsoils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapund..
Description of Chehalis, Occasionally Flooded
Setting
Landform: Flood plains
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across -slope shape: Linear
Parent material. Alluvium from mixed sources
Typical profile
H1 - 0 to 13 inches: silty clay loam
H2 - 13 to 55 inches: silty clay loam
H3 - 55 to 70 inches: silt loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: OccasionalNone
Frequency of ponding: None
Available watersupply, 0 to 60 inches: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): 2w
Land capability classification (nonirrigated): 2w
HVdiologic of ou
Ecological site: F002XCO03OR - Low Floodplain Group
Forage suitability group: Well drained < 15% Slopes (G002XY0020R)
Othervegetative classification: Well drained < 15% Slopes (G002XY0020R)
Hydric soil rating: No
13
Custom Soil Resource Report
95—Newberg fine sandy loam
Map Unit Setting
National map unit symbol. 239v
Elevation: 290 to 850 feet
Mean annual precipitation: 40 to 60 inches
Mean annual air temperature: 52 to 54 degrees F
Frost -free period: 165 to 210 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Newberg and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Newberg
Setting
Landform: Flood plains
Landform position (three-dimensional): Tread
Downslope shape: Linear
Across -slope shape: Linear
Parent material. Recent silty alluvium
Typical profile
Hl - 0 to 14 inches: fine sandy loam
H2 - 14 to 65 inches: fine sandy loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: OccasionalNone
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): 2w
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: A
Ecological site: F002XC00IOR - Riparian Group
Hydric soil rating: No
14
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Willamette Valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
Appendix C
City of Springfield Stormwater Facility Calculator
Willamette Valley Temple I KPFF Consulting Engineers
STORM WATER REPORT
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Willamette valley Temple I KPFFConsutting Engineers
STORMWFTER REPORT
SBUH Calculation Worksheet for City of Springfield Storm Events kpff
Project Name: Willamette Valley Temple Date:4/17/2022
Designer: SPLS Basins: D-1 through D-16, North East Side
User-Suppited Data
Pervious Area Impervious Area
Pervious Area, SF 62,657 l mpervicas Area, SF
Pervious Area, Acres 0.98 Impervious Area, Acres 1.68
Pervious Area Curve Number, CNpery Impervious Area Curve Number, CNimp
Time of Concentration, Tc, minutes M Note: minimum Tc is five minutes
CItY of Springlleld 2LHour Rainfall Depths (NRCS Type lA distribution)
2.66
—WQ
Total ProjectArea, Square Feet
Recurrencelnterval
WQ I 2 -Yr 1
5 Y
1 SUYr 1
25 -Yr
1 5PYr
100 -Yr
Inches
li 0.83 1 3.3 1
3.8
1 4.3 1
4.8 1
5
1 1 5.2
Calculated Data
Total Project Area, Acres
2.66
—WQ
Total ProjectArea, Square Feet
115,819
Recurrence Interval
W4
2 -Yr
5 -Yr
10 -Yr 25 -Yr Sol
100 -Yr
Peak Flow Rate, Opeak, cfs
0.30
SJ
2.18 2.50 2.63
2.]7
Total Runoff Vol, V, cubic feet
3,823
Al21,6H
25,]86
29,990 34,269 35,998
3],J37
Time tc Peak Runoff, hours
].83
],83
],83
].83 7.83 7,83
7.83
RunoffHydrogroph
3.00
—WQ
—2 -Year
—5 -Year
250
—10 -Year
—25 -Year
2.00
—50 -Year
—100 -Year
0
c
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0.50
0.00 ,
0 500 1000 1500 2000 2500
Time, minutes
aao Wlllamete street, sure 400 Eugene, OR 97401 541.6940902 kPR.com
Springfield Stormwater Facility Calculator
Instructions:
1. Choose Facility Type
2. Choose shape
3. Complete information in highlighted cells
Facility Raingarden
Shape Rectangular
Bottom Width:
Bottom Area:0108
Side Slope:
Storage Depth:
Growing Media:
3,605
sf
ft
to 1
in
in
4,496
2.5
0.260
3,783
Surface Storage Capacity
Infiltration Area @ 75%
GM Infiltration Rate
Infiltration Capacity(avg)
3,605
cf
sf
in/hr
cis
4,496
2.5
0.260
Results
Below -Grade
creed Name: Willamette Valley Temple
Basins: 0.1 through D-16, North East Side
Date:4/17/2022
FACILITY DESIGNED WITH
NO INFLITRATION BUT NO
LINER WILL BE INSTALLED
WATER QUALITY EVENT PASS ROCK CAPACITY N/A
SURFACE CAPACITY 1%
Recurrance
Interval
Peak Flow
(cfs)
Volume
(cf)
Rock Capacity
WQ
0.2602
3,783
N/A
2 -Yr
0.3527
18,075
N/A
5 -Yr
1.7538
22,986
N/A
10 -Yr
2.1812
27,340
N/A
25 -Yr
2.5036
30,706
N/A
50 -Yr
2.6342
32,790
N/A
100 -Yr,
2.7658
34,158
N/A
Meets
Infiltration?
Filtration Only
1201 Oak Street, Suite 100 Eugene, OR 97401 541.6844902 kpH.com
Impermeable Liner
Water Quality Event Surface Facility Modeling
lrpff
Prged Name: Willamette Valley Temple
Basins: D-1 through D-16, North East Side
Date: 4/17/2022
0.3500
%
—Surface Inflow
0%
0.3000
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0.2500
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Time, minutes
800 Willamette Street, Suite 400 Eugene,0897491 541.664.4902 Fpff.com
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Willamette valley Temple I KPFF Consulting Engineers
sTORMWATER REPORT
Appendix D
Contech Cartridge Selection Calculations
Willamette Valley Temple I KPFF Consulting Engineers
STORM WATER REPORT
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Willamette Valley Temple I NPFF ConSWting Engineers
sTORMWATER REPORT
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Willamette Valley Temple Appendix D KPFF Consulting Engineers
Water Quality Sizing Calculations lob #2100170
4/22/22
Imbrium Stormcepter®
Stormceptor STC® stormwater treatment systems shall be sized in accordance with the
following Table.
MAX FLOW
RATE DURING
THE WATER
QUALITY
EVENT IS 0 20
Kristar Enterprises Flogard Perk Filter®
• Filter media shall be zeolite-perlite-carbon (ZPC) filter media as specified by Kristar
• The 12 inch filter cartridge is limited to a maximum water quality flow rate of 6.8
GPM per cartridge
• The 18 inch tall cartridge is limited to a maximum water quality flow rate of 10.2
GPM per cartridge
Royal Environmental Systems ecoStrom/ecoStorm plus Treatment Train
The ecostrom plus system must be used in conjunction with an upstream ecoStrom unit as
a treatment train. ecoStrom plus units shall use the standard concrete filter. ecoStorm
plus units shall be sized at a maximum water quality design flow rate of 180 GPM (0.40
CFS) per S foot diameter filter (19.63 square foot surface area)
The upstream ecoStrom unit shall be sized in accordance with the following Table.
Imbrium S ninceptorg
Model
Maximum Water quality treatment
flow rate CFS
STC 450i
0.32
STC 900
0.64
STC 1200
0.64
STC 1800
0.64
STC 2400
1.06
STC 3600
1.06
STC 4800
1.77
STC 6000
1.77
STC 7200
2.48
STC 11000
3.53
STC 13000
3.53
STC 16000
4.95
MAX FLOW
RATE DURING
THE WATER
QUALITY
EVENT IS 0 20
Kristar Enterprises Flogard Perk Filter®
• Filter media shall be zeolite-perlite-carbon (ZPC) filter media as specified by Kristar
• The 12 inch filter cartridge is limited to a maximum water quality flow rate of 6.8
GPM per cartridge
• The 18 inch tall cartridge is limited to a maximum water quality flow rate of 10.2
GPM per cartridge
Royal Environmental Systems ecoStrom/ecoStorm plus Treatment Train
The ecostrom plus system must be used in conjunction with an upstream ecoStrom unit as
a treatment train. ecoStrom plus units shall use the standard concrete filter. ecoStorm
plus units shall be sized at a maximum water quality design flow rate of 180 GPM (0.40
CFS) per S foot diameter filter (19.63 square foot surface area)
The upstream ecoStrom unit shall be sized in accordance with the following Table.
Stormwater Management Manual Appendix E-3
Eugene 2014
Ro al Environmental System
ecoStorm
Model
Diameter
Maximum Water quality
treatment flow rate GPM (CFS)
0.5
4
377 0.84
0.75
5
588(l.31)
1
6
848(l.89)
1.5
7
1,153 2.57
2
8
1,508 (3.36)
3
10
2,356 5.25
4
12
3,393 7.57
Stormwater Management Manual Appendix E-3
Eugene 2014
Appendix E
Conveyance Calculations
Willamette valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
This page intentionally left blank for double -sided printing.
Willamette Valley Temple I KPFFCansultng Engineers
sTORMWATER REPORT
Willamette Valley Temple Appendix KPFF Consulting Engineers
Conveyance Calculations Job #2100170
Basin Areas and Runoff 4/22/22
BASIN
AREA
ac
DRAINAGE NODE
ID
WEIGHTED
CN
PERCENT
IMPERVIOUS
%
TOTAL
RUNOFF
in
PEAK
RUNOFF
100 -YR
EVENT
cfs
A-01
0.03
STUB -02
98.00
100.00
4.95
0.03
A-02
0.26
CB -08
86.98
62.00
3.87
0.24
A-03
0.23
CB -07
88.14
66.00
3.98
0.22
A-04
0.18
CB -09
91.04
76.00
4.27
0.19
A-05
0.09
CO -15
80.60
40.00
3.24
0.06
A-06
0.08
AD -19
77.70
30.00
2.95
0.05
A-07
0.08
AD -01
72.48
12.00
2.44
0.04
A-08
0.11
AD -24
76.54
26.00
2.84
0.07
A-09
0.07
TD -01
69.87
3.00
2.18
0.03
A-10
0.33
CB -05
87.27
63.00
3.89
0.31
A-11
0.24
CB -06
91.62
78.00
4.32
0.26
A-12
0.09
AD -16
81.18
42.00
3.29
0.07
A-13
0.14
AD -17
71.90
10.00
2.38
0.07
A-14
0.01
STUB -07
98.00
100.00
4.95
0.01
A-15
0.05
STUB -03
98.00
100.00
4.95
0.06
A-16
0.22
CB -12
87.85
65.00
3.95
0.21
B-01
0.15
AD -23
69.87
3.00
2.18
0.07
B-02
0.19
AD -12
70.16
4.00
2.21
0.09
B-03
0.32
WQCB-01
89.01
69.00
4.07
0.31
B-04
0.13
AD -14
74.22
18.00
2.61
0.07
B-05
0.16
AD -15
78.28
32.00
3.01
0.11
B-06
0.10
AD -13
85.82
58.00
3.75
0.09
B-07
0.02
AD -22
84.95
55.00
3.67
0.02
C-01
0.10
AD -07
85.82
58.00
3.75
0.09
C-02
0.02
AD -21
84.95
55.00
3.67
0.02
C-03
0.15
AD -10
70.16
4.00
2.21
0.07
C-04
0.15
AD -08
73.64
16.00
2.55
0.08
C-05
0.16
AD -09
78.28
32.00
3.01
0.11
C-06
0.34
WQCB-02
84.95
55.00
3.67
0.30
C-07
0.16
AD -11
69.87
3.00
2.18
0.07
D-01
0.28
CB -01
86.11
59.00
3.78
0.25
D-02
0.19
CB -02
92.20
80.00
4.38
0.20
D-03
0.37
CB -04
84.37
53.00
3.61
0.32
D-04
0.24
CB -03
91.62
78.00
4.32
0.25
D -OS
0.09
AD -05
80.60
40.00
3.24
0.07
D-06
0.01
STUB -06
98.00
100.00
4.95
0.01
D-07
0.14
AD -06
72.19
11.00
2.41
0.07
D -OS
0.54
STUB -04
98.00
100.00
4.95
0.66
D-09
0.08
AD -04
73.93
17.00
2.58
0.04
Page 1 of 2
Willamette Valley Temple Appendix E KPFF Consulting Engineers
Conveyance Calculations lob #2100170
Basin Areas and Runoff 4/22/22
BASIN
AREA
DRAINAGE NODE
ID
PERCENT
WEIGHTED
CN IMPERVIOUS
%
TOTAL
RUNOFF
PEAK
RUNOFF
100 -YR
EVENT
ac
in
cfs
D-10
0.09
AD -03
80.60 40.00
3.24
0.07
D-11
0.07
TD -03
69.87 3.00
2.18
0.03
D-12
0.08
AD -02
72.48 12.00
2.44
0.04
D-13
0.11
AO -20
75.96 1 24.00
2.78
1 0.07
D-14
0.21
CB -10
90.46 74.00
4.21
0.22
D-15
0.14
CB -11
89.30 70.00
4.09
0.14
D-16
0.03
STUB -01
98.00 100.00
4.95
0.04
E-01
0.18
Out -02
69.00 0.00
2.10
0.08
E-02
0.48
Out -02
69.00 0.00
2.10
0.21
E-03
1.59
Out -04
69.00 0.00
2.10
0.71
Page 2 of 2
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This page intentionally left blank for double -sided printing.
Willamette valley Temple I RPFF Consulting Engineers
STORM WATER REPORT
Appendix F
Backwater Analysis
Willamette valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
This page intentionally left blank for double -sided printing.
Willamette valley Temple I MPPf consulting Engineers
STORM WATER REPORT
I
N OW&
§§Qe,
\G#e!
9
2;
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This page intentionally left blank for double -sided printing.
Willamette valley Temple I KPFF Consulting Engineers
SFOWWATER REPORT
111 SW 5$ Avenue, Suite 2600, Portland, OR 97204
503-542-3860 1—ve.kpff.wm lqjff