HomeMy WebLinkAboutStudies APPLICANT 6/23/2022 (2)Stormwater Report
Willamette Valley Temple
Prepared for: The Corporation of the Presiding Bishop of the Church of Jesus Christ of Latter -Day Sal ITS
Prepared by: Melanie Greenfield, PE
Engineer of Record: Matt Keenan, PE
April 2022 1 KPFF Project #2100170
KPFF'S COMMITMENT TO SUSTAINABILITY
As a member of the US Green Building Council,
KPFF is committed to the practice of
sustainable design and the use of sustainable
materials in our work.
When hardcopy reports are provided by KPFF,
they are prepared using recycled and recyclable
materials, reflecting KPFF's commitment to
using sustainable practices and methods in all
of our products.
Appendices
Appendix A
Proposed Basin Map
Appendix B
NRCS Soil Report
Appendix C
City of Springfield Stormwater Facility Calculator
Appendix D
Stormceptor Sizing Calculations, Standard Details and Manufacturer's Information
Appendix E
Conveyance Calculations
Appendix F
Backwater Analysis
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Willamette Valley Temple I KPIT 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 for a map of the proposed
basins and subbasins.
Willamette Valley Temple I KPFF 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 Imbrium Stormceptor manhole 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 Imbrium Stormceptor manhole 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 E 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.
Willamette Valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
Analysis
Stormwater Runoff Calculotions
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:
Hydrologic Soil Group TypeB
CN Value for Impervious Areas 98
CN Value for Pervious Areas 69
NRCS Soil Report. See Appendix B
Table 2-2a — Runoff curve numbers for urban areas, Urban
Hydrology for Enall Watersheds TR -55- --_
Table 2-2a—Runoff curve numbers for urban areas, Urban
The following rainfall depths for the respective storms were used:
TABLE 3:24 -hour precipitation for Springfield, OR
Water Quality
The water quality requirements outlined in the SWMM 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 specif c 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 forthe
Stormwater Facility Calculator results.
Willamette Valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
Water Quality Event
0.83
2 -Year
3.3
5 -Year
3.8
10 -Year
4.3
25 -Year
4.8
100 Year
s2
Water Quality
The water quality requirements outlined in the SWMM 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 specif c 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 forthe
Stormwater Facility Calculator results.
Willamette Valley Temple I KPFF Consulting Engineers
STORMWATER 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. Similarly, before being
conveyed to the existing public stormwater pipe in International Way, runoff from Basins B and C also
utilize a Imbrium Stormceptor manhole to treat runoff from pollution -generating surfaces. See Appendix D
for Stormceptor sizing calculations, standard details, and manufacturer's information.
Infiltration Testing
The SWMM 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 4.03.3.0.1 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
Willamette Valley Temple I KPFFC.nWti,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 majorflood 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
2100170p.
Willamette Valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
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Willamette valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
Appendix A
Proposed Basin Map
Willamette Valley Temple I KPFF Consulting Engineers
STORMWATER REPORT
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Willamette Valley Temple I RPFFConeWting Engineers
STORMWATER REPORT
LW \
/ BASIN E-01
],9548F
BASINA 16 BASIN D-16
BASINA-01 BASINA-15k+ p
y 1,193SF 2,217SF +
tI I
i
1 ik
o
BASINA-03
_ Y � 10,236 IF
3 445 IF
E
I = PERVIOUS
K
O
a
i
m 1I 1BASIN A -ii
spy.' 14,46] OF
O 1 _ 5,5946F
PERVIOW
65025E
6,4205F
7,791 IF
1,74] SF
13,609 IF
4.268 IF
10,630 SF
2,3535E
],9645F 9587ISE +
ERVIOOS 3.282
1,3115
PERVIOUS
BA IND1!
61785F
BASIN A-08 BASIN D-13 1,844 SF
4,641 OF 4,fi415F—PERVIOU"
3,432 SF — 3, 532 SF
PERVIOUS PERI I , S- FERVOR
I��
BASIN -0 kBA51N D-12 BASIN D-16
3, 391 SF ASP A-09 BASIN D-11 33325F 9,1885E
2, 996 IF 3, 115 IF _ 3,115 IF 2,939SF 23625E
PERVIOUS 30375F 3,037 BE PERVIOUS PERVIOUS
PERVIOU PERVIOUS
++++++++++ BA IN DEC
+ + + + + 8,1285E
+ + + + + + + + + BASIN D-10 1,633 SF
BASIN A-06 ++++++++++k+++++++ BASIN D-09 3, 831 IF PERVIOU
3,350SF + + + + + + + + + + + 3.3505F 231)SF
ASIS A-05 + + + + + + + + + + + 2,7805F PERVIOUS
3772 BE 21353 BE + + + +25B
+ + + +++ + +
PERVIOUSk + + + +++++++
+ + + + + + PERVIOUS
2,,2585E + + + + + + + + + + + +
ERVIOUS + + + + +++ + + + +
++++++++++ 9ASIN 0-08 +++ + + I � J
+ +++ + 23,464 IF + +++++
+ + + + + + ..
+ + +
MEIN A-1 + + + + + + + + + + + +
3,]185F ++++++++%+++++ + + + + +
+ + + + BASIN 0.05
2,ifiB BF + + + + + + . + + 3,8515E
�ERVIOUB + + + + + + + + + BASIND-O4_
2,29s SF 10,497SF _
++++++++++++++++++ PERVIOUS 2,274SF —
BASINA-13 + + + + + PERVIOUS—
. + + + + BASIN D 07
6,029 SF + + + + + 6.026 SF
IF ane cc 4 PERVIOUS + + + 5,391 IF BASIN 0-06
c \ 1 + PERVIOUS
ASIN tlUS- 6,7855E
6,]85 SF 4637 IF
4,6325F k .PFRVIOuS
ASIry tl-09 k X \\�,� ERVI IF I \ \ \ \I M Y /rte PERVIOUS
5,467 SF `\\\\\�Nti,
4,491 OF PERVIOUS PERVIOUS 5,333 SF
PERVIOUS
8,122 IF 6F SF
8,1225F 476
® INTERNATIONAL WAY
0,881 SF
F, 20,881
P RVIOUSI
\BASIN D-01
\ 122535E
\ 5,096 SF VnA�
/BASIN 3
16J69 IF
7,216 OF
PERVIOUS III
TJ --
BAS IN
BASIN GOfi
14,9533E
fi,➢92 SF
PERVIOUS
1
/ �/ #
BASIN C-0>
69,25]SF
18,604 IF
PROPOSED BASIN MAP
WILLAMETTE VALLEY TEMPLE
N.T.S
ASIN tlUS- 6,7855E
6,]85 SF 4637 IF
4,6325F k .PFRVIOuS
ASIry tl-09 k X \\�,� ERVI IF I \ \ \ \I M Y /rte PERVIOUS
5,467 SF `\\\\\�Nti,
4,491 OF PERVIOUS PERVIOUS 5,333 SF
PERVIOUS
8,122 IF 6F SF
8,1225F 476
® INTERNATIONAL WAY
0,881 SF
F, 20,881
P RVIOUSI
\BASIN D-01
\ 122535E
\ 5,096 SF VnA�
/BASIN 3
16J69 IF
7,216 OF
PERVIOUS III
TJ --
BAS IN
BASIN GOfi
14,9533E
fi,➢92 SF
PERVIOUS
1
/ �/ #
BASIN C-0>
69,25]SF
18,604 IF
PROPOSED BASIN MAP
WILLAMETTE VALLEY TEMPLE
N.T.S
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
STORMWATER REPORT
USDA United States
Department of
Agriculture
MRCS
Natural
Resources
Conservation
Service
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
Stations, and local
participants
Custom Soil Resource
Report for
Lane County
Area, Oregon
Willamette Valley Temple
March 2, 2022
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Map Unit Legend
I Map Unit Symbol I Map Unit Name I Acres in A01 I Percent of A01
Chehalis silty clay loam, 11.4
occasionally flooded
Newberg fne sandy loam 0.5
ds for Area of Interest 11.9
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil 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,
11
96.0%
4.0%
100.0%
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 sail
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, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
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
Hl - 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 inim)
Depth to watertable: More than 80 inches
Frequency of flooding: OccasionalNone
Frequency ofponding: None
Available water supply, 0 to 60 inches: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): 2w
Land capability classification (nonirrigated): 2w
roo rc or rou
Ecological site: F002XCO03OR - Low Floodplain Group
Forage suitability group: Well drained < 15% Slopes (G002XY0020R)
Other vegetative classification: Well drained < 15% Slopes (G002XY0020R)
Hydric and 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
Down-slope shape: Linear
Across -slope shape: Linear
Parent material: Recent silty alluvium
Typical profile
H1 - 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: F002XC001OR - Riparian Group
Hydric soil rating: No
14
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Willamette Vs lley Temple I KPFF Consulting Engineers
STORMWATER REPORT
Appendix C
City of Springfield Stormwater Facility Calculator
Willamette Valley Temple I KPFFC nsWting Engineers
STORMWATER REPORT
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Willamette Valley Temple I KPFF Consulting Engineers
STORM WATER REPORT
SHUN Calculation Worksheet for City of Springfield Storm Events 1�
Project Name: Willamette Valley Temple Date: 4/17/2022
Designer: SPIS Basins: D-1 through D-16, North East Side
User -Supplied Data
Perviaos Area Impervious Area
Pervious Area, SF A2,6S7 Impervious Area, SF 73,162
Pervious Area, Acres 0.98 Impervious Area, Acres 1.68
Pervious Area Curve Number, Miser, Impervious Area Curve Number, CNimp kul. 98
Time of Concentration, TO, minutes Note: minimum To is five minutes
Total Project Area, Acres
2.661
—WQ
Total Project Area, Square Feet
115,819
Recurrence Interval
)A
2 -Yr 5 -Yr
1mr 25 -Yr So
100 -Yr
Peak Flaw Rate, Qpeak, cfs
0.30
1.56 1.87
2.18 2.58 2.63
I77
Total Runoff Volume, V, cubic feet
3,M31
21,6731 25,7861
29,990 34,2691 35,9981
37,737
Time to Peak Runoff, hours
7.831
7.831 7.831
7.831 7.831 7.831
7.83
Runoff Hydrograph
3.00
—WQ
—2 -Year
—5 -Year
2.50
—10 -Year
—25 -Year
2.00
—50 -Year
—100 -Year
1.50
I
0
rc
1.00
0.50
0.00
I
— —
0 500 1000 1500 2000 2500
Time, minutes
800 WIIIamene 511eep 5Wte 4O0 Euaenq OF 97401 561.Hu...1 BPffcam
Springfield Stormwater Facility Calculator
Instructions:
1. Choose Facility Type
2. Choose shape
3. Complete information in highlighted cells
Facility Raingarden
Shape Rectangular
Bottom Area:
Bottom Width:
Side Slope:
Storage Depth:
Growing Media:
2,750
sf
ft
to 1
in
in
10
4
12
I 18'.
Surface Storage Capacity
Infiltration Area @ 75%
GM Infiltration Rate
Infiltration Capacity (avg)
3,605
cf
sf
in/hr
cfs
4,496
2.5
0.260
Results
Below -Grade
Y -Fu
Project Name: Willamette Valley Temple
Basins: D-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-Yrl
2.76581
34,158
N/A
Meets
Infiltration?
Filtration Only
1201 Oak Street, Suite 100 Eugene, OR 97401 541.684.4902 kp9.com
Impermeable Liner
Water Quality Event Surface Facility Modeling
0.3500
0.3000
0.2500
y 0.2000
U
0.1500
J-
C_
LY
0.1000
0.os0o
0.000
0 500
1000 1500
Time, minutes
kpff
Project Ni Willamette Valley Temple
Basins: D-1 through Di North East Side
Date:4/17/2022
Surface Inflow
0%
Infiltration Capacity 0%
0%
—Permlation to Subsurface
0%
0%
— - Overflow
0%
Surface Capacity 0%
80%
90%
100%
2000 2500
800 Willamette Street, 5uite 400 Eugene, OR 97401 541.684.4902 kpff.com
This page intentionally left blank for double -sided printing.
Wiliam ette Valley Temple I KPFF Consulting Englueers
STORM WATER REPORT
Appendix D
Stormceptor Sizing Calculations, Standard Details and Manufacturer's Information
Wil lamene Valle, Temple I KPFF Consulting Engineers
STORMWFTER REPORT
This page intentionally left blank for double -sided printing.
Willamette Valley Temple I KPFF Consulting Engineers
57ORMWPTER REPORT
Villamette Valley Temple Appendix o KPFF Consulting Engineei
Water Quality Sizing Calculations Job #230017
4/22/2
Imbrium Stormcepter®
Stormceptor STC® stormwater treatment systems shall be sized in accordance with the
following Table.
MAX FLOW RATE
DURING THE WATER
OUALITV EVENT
BASIN B = 0.20 CFS
BASIN C = 0.06 CFS
BASIN D = 0.05 CFS
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
CRS) per 5 foot diameter filter (19.63 square foot surface area)
The upstream ecoStrom unit shall be sized in accordance with the following Table.
Imbrium Stormce tor®
Model
Maximum Water quality treatment
flow rate CFS
STC 4501 *
0.32
STC 900
0.64 -777
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
OUALITV EVENT
BASIN B = 0.20 CFS
BASIN C = 0.06 CFS
BASIN D = 0.05 CFS
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
CRS) per 5 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
Eugene 2014
Appendix E-3
*The Model STC 450i is no longer listed on Imbrium's website. Therefore the smallest model
available, STC 3001, was chosen in its place.
Royal 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
310
2,356 5.25
4
12
3,393 7.57
Stormwater Management Manual
Eugene 2014
Appendix E-3
*The Model STC 450i is no longer listed on Imbrium's website. Therefore the smallest model
available, STC 3001, was chosen in its place.
The calm during the storm
When it rains, oils, sediment and other contaminants are washed from paved surfaces
directly into our storm drains and waterways. Non -point source pollution such as ••
stormwater now accounts for 80% of water pollution in North America and governments
are responding with demanding regulations to protect our water resources.
Removing more pollutants
Stormceptor removes more pollutants from stormwater than any other separator.
• Maintains continuous positive treatment of total suspended solids (TSS) year-round, regardless of flow rate
• Designed to remove a wide range of particle sizes, as well as free oils,
heavy metals and nutrients that attach to fine sediment
Can be designed to remove a specific particle size distribution (PSD)
A calm treatment environment
• Stormceptor slows incoming stormwater to create a non -turbulent
treatment environment, allowing free oils and debris to rise, and
sediment to settle
• Scour prevention technology ensures pollutants are captured and
contained during all rainfall events, even extreme storms
Proven performance
With more than 20 years of industry experience, Stormceptor has been performance tested and verified by some of
the most stringent technology evaluation programs in North America. Stormceptor has been performance verified
through numerous verification programs, including;
• NKAT
• Washington ECOLOGY
• EN858 Class 2
PCSWMM for Stormceptor - Advanced online sizing & design software
The most accurate, easy to use design tool available.
• This continuous simulation modeling software combines localized rainfall data from over 1,900 weather stations
across North America allowingfor region -specific design with a selection of particle sizes to design the best
Stormceptor for your site
• Within a single project, multiple Stormceptor units can be sized and the information revisited as project
parameters change
• Provides a summary report that includes projected performance calculations
www.Imbrlumsystems.tom/PCSWMMforStormceptor
With over 40,000 units operating worldwide, Stormceptor performs and protects every day, in every storm.
Imbrium
CANADA: (800) 565 4801 1 USA: (888) 279882611NTERNAToNAL+1(416)9609900 www+imbriumsystems.com
The calm during the storm
weir directs water into
lower chamber
Patented technology
prevents captured
pollutant from scouring
Captures and stores a
wide range of particle
sizes, from 20 to 2,000
microns, for later removal
Sediment lies dormant
for later removal
Fiberglass construction is an option
Surface access for
ease of maintenance
Durable precast
concrete
Impervious liner
provides double
wall containment
for hydrocarbons
Treated water
exits the unit
Free oils are
trapped for
later removal
Quiescent chamber creates ideal
conditions for free oils to rise
and sediment to settle
Easy to install Seamless Flexible
Small footprint saves time Minimal drop between Multiple inlets can
and money with limited inlet and outlet pipes connect to a single unit.
disruption to makes Stormceptor ideal for Can be used as
your site. retrofits and new bend structure.
development projects.
,off
imbriumm
CANADA: (800) 565 48011 USA: (888) 279 8826 1 INTERNATIONAL: +1(416)9609900 www.imbriumsystems.com
DRAWING NOT TO BE USED FOR CON
TH E STORMCEPfOR SYSTEM ISPROIECTED BY ONE OR MORE OF THE FOLLOWING PATENT:
Uniletl 81aieaPatent No, 5753115.5.849,181.6063,]65.63]1.890.7,582,216.1.666.3031 Austmin Patent No. 093.184.707.133 729096.779601.289,647.2000279,378.200ROSC901
Canne", PaNM No 2.009.080.2137942.2115.2]7.2184305.2,180.383.2,206.338. 232] 7601 Indonesia, Patent No. 00 058 Japan Patent No. 358123n-9-114761
Nmex Pelenl No. 10-1451593 05192121Melapia Paten[No.1109IINew2ealend Patens No. 314,345 533.583 533.00P SnuN Flfiean Pa&K No.2010N0683 20IDN1Ra
(OR
WER
USED ORIFICE
FEE
— O'T""
PIPE
SECTION VIEW
STC 300i
ANDARD M
4mFuxvlBwom4�, wxrev,w uxue
.FaRNE
.I
W RUBBER
INTRi
Appendix E
Conveyance Calculations
Willamette Valley Temple I KPFF Co ... Iting[n,mn
STORM WATER REPORT
This page intentionally left blank for double -sided printing.
Willamette Valley Temple I EPEE Consulting Engineers
STORM WATER REPORT
Willamette Valley Temple Appendix E KPFF Consulting Engineers
Conveyance Calculations Job #2100170
Basin Areas and Runoff 4/22/22
BASIN
AREA
DRAINAGE NODE
ID
WEIGHTED
CN
PERCENT
IMPERVIOUS
TOTAL
RUNOFF
PEAK
RUNOFF
100 -YR
EVENT
at
%
in
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-05
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 -0672.19
11.00
2.41
0.07
D -O8
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 Job #2100170
Basin Areas and Runoff 4/22/22
BASIN
AREA
DRAINAGE NODE
ID
WEIGHTED
CN
PERCENT
IMPERVIOUS
TOTAL
RUNOFF
PEAK
RUNOFF
100 -YR
EVENT
ac
%
in
cis
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
AD -20
75.96
24.00
2.78
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
Willamette Valley Temple Appendix E KPFF Consulting Engineers
Storm Drainage Conveyance Summary Job #2300170
4/22/22
PIPE
100 -YEAR EVENT
(INLET)
NODE
TO (OUTLET)
NODE
LENGTH
O
z ¢
H J
Z w
F-
aO
O w
d
J
Q
Q
7 w
Z
z
?�
a
�n v
Q
O
"
w
a
ZU_
O 3
y 0
Q
w
n
O>
0
w j
a
0
w
Q
n
w
~
=
r H
CAPACITYFROM
CHECK
(ft)
(ft)
(ft)
N
(inches)
(cfs)
(cfs)
(ft/sec)
(ft)
(min)
CB -03
CO -29
12.20
429.48
429.42
0.50
6
0.013
0.42
0.25
0.60
2.11
0.29
0.00
PASS
WYE -01
MH -01
20.92
428.95
428.53
2.00
6
0.013
0.84
0.05
0.06
2.18
0.09
0.00
PASS
WYE -22
CO -13
13.09
427.17
427.04
0.99
12
0.013
3.66
1.32
0.36
2.63
0.61
0.00
PASS
CO -13
WQMH-01
54.36
427.03
426.49
1.00
12
0.013
3.68
1.89
0.51
3.07
0.72
0.00
PASS
WQMH-01
CO -07
10.07
426.49
426.39
1.00
12
0.013
3,68
1,89
0.51
2.70
0.82
0.00
PASS
WYE -02
CO -16
6.22
429.44
429.32
1.99
6
0.013
0.84
0.11
0.13
2,44
0.14
0.00
PASS
CO -16
MH -01
39.29
429.32
428.53
2.00
6
0.013
0.84
0.11
0.13
2.74
0.13
0.00
PASS
CO -18
WYE -17
9.05
428.11
428.06
0.50
10
0.013
1.57
0.22
0.14
1.19
0.32
0.00
PASS
CO -17
WYE -18
43.91
427.95
427.73
0.50
10
0.013
1.57
0.60
0.38
1.96
0.45
0.00
PASS
WYE -20
CO -01
7.18
427.62
427.58
0.49
10
0.013
1.55
0.75
0.48
2.57
0.44
0.00
PASS
WYE -18
WYE -20
21.45
427.73
427.62
0.50
10
0.013
1.57
0.68
0.43
2.02
0.49
0.00
PASS
CB -04
CO -29
11.94
429.48
429.42
0.50
6
0.013
0.42
0.32
0.75
2.26
0.33
0.00
PASS
WYE -17
CO -17
21.51
428.06
427.95
0.50
10
0.013
1.58
0.29
0.18
1.23
0.37
0.00
PASS
CO -27
WYE -09
5.49
430.31
430.23
1.49
6
0.013
0.71
0.14
0.20
229
0.18
0.00
PASS
CO -26
MH -02
33.86
429.78
429.27
1.50
6
0.013
0.72
0.25
0.34
3.01
0.24
0.00
PASS
WYE -09
CO -26
30.28
430.23
429.78
1.50
6
0.013
0.72
0.14
0.20
2.07
0.19
0.00
PASS
CO -20
WYE -13
5.65
429.75
429.64
2.00
6
0.013
0.84
0.19
0.23
2.24
0.22
0.00
PASS
WYE -13
CO -19
33.99
429.64
428.96
2.00
6
0.013
0.84
0.28
0.33
3.42
0.22
0.00
PASS
CO -21
CO -22
34.63
429.49
429.31
0.50
8
0.013
0.86
0.37
0.43
1.97
0.35
0.00
PASS
WYE -15
CO -04
26.15
428.61
428.48
0.50
10
0.013
1.57
0.73
0.47
2.64
0.42
0.00
PASS
CO -22
CO -19
102.28
429.31
428.80
0.50
8
0.013
0.86
0.44
0.51
2.26
0.36
0.00
PASS
CO -29
CO -23
96.34
429.26
428.78
0.50
8
0.013
0.86
0.57
0.66
2.50
0.54
0.00
PASS
MH -02
CO -23
75.19
428.73
428.40
0.44
12
0.013
2.44
1.05
0.43
1.76
0.91
0.00
PASS
CO -23
CO -24
75.55
428.39
428.06
0.44
12
0.013
2.44
2.05
0.84
2.55
1.01
9.00
SURCHARGED
CO -24
WYE -23
46.16
428.06
427.86
0.44
12
0.013
2.43
2.05
0.84
2,55
1.01
2.00
SURCHARGED
WYE -04
WYE -07
23.68
430.71
430.24
2.00
6
0.013
0.84
0.07
0.09
2.20
0.11
0.00
PASS
CB -12
MH -01
73.16
429.26
428.53
1.00
6
0.013
0.59
0.21
0.35
2.56
0.21
0.00
PASS
AD -11
CO -21
87.44
430.51
429.64
1.00
6
0.013
0.59
0.07j0.46
1.70
0.16
0.00
PASS
CO -19
WYE -15
3.31
428.63
428.61
0.51
10
0.013
1.55
0.712.05
0.51
0.00
PASS
WQCB-02
CO -21
74.02
429.81
429.44
0.50
9
0.013
1.02
0.301.66
0.33
0.00
PA55
AD -10
CO -22
2.52
429.63
429.47
6.46
6
0.013
1.50
0.072.48
0.14
0.00
PASS
AD -08
CO -20
71.08
430.46
429.75
1.00
6
0.013
0.59
0.081.31
0.18
0.00
PASS
AD -09
CO -20
43.97
430.63
429.75
2.00
B
0.013
0.84
0.111.74
0.17
0.00
PASS
AD -07
WYE -13
32.36
430.29
429.64
2.00
6
0.013
0.84
0.091.55
0.17
0.00
PASS
AD -06
WYE -04
9.07
431.79
430.71
11.91
6
0.013
2.04
0.073.22
0.09
0.00
PASS
AD -04
CO -27
5.29
431.34
430.31
19.51
6
0.D13
2.61
0.041.20
0.12
0.00
PASS
Page 1 of 3
Willamette Valley Temple Appendix E KPFF Consulting Engineers
Storm Drainage Conveyance Summary Job 62300170
4/22/22
PIPE
100 -YEAR EVENT
FROM (INLET)
NODE
TO (OUTLET)
NODE
LENGTH
zz
j 0
->
�+ 5
Z w
V-
wzo
z 0
W>
, -w+
n W
0
z
<
o:
W
4
,�,�
l� W
Z=
Z D
Q O
o
ay
F
z a
an u
O
3
0
m
w
6
zO
l� F
a o
n 3 'moi
0 0
w
R y
0 F-
x 0
w y
1
3
0 x
m w
w 0
d
w
z
G=
0 z
~ N
CAPACITY
CHECK
(ft)
(ft)
(ft)
N
(inches)
(cfs)
(cfs)
(ft/sec)
(ft)
(min)
CB -02
CO -10
16.53
429.42
429.34
0.50
6
0.013
0.42
0.20
0.47
1.99
0.26
0.00
PASS
CB -01
CO -10
5.50
429.37
429.34
0.49
6
0.013
0.41
0.25
0.61
2.09
0.29
0.00
PASS
CO -10
CO -23
80.10
429.18
428.78
0.50
8
0.013
0.86
0.45
0.52
2.30
0.53
0.00
PASS
AD -05
CO -25
16.79
430.22
429.85
2.19
6
0.013
0.88
0.07
0.08
2.40
0.10
0.00
PASS
AD -15
CO -18
66.51
430.14
428.44
2.56
6
0.013
0.95
0.11
0.11
3.01
0.12
0.00
PASS
AD -12
WYE -18
16.29
429.11
428.06
6.47
6
0.013
1.50
0.09
0.06
3.50
0.12
0.00
PASS
WQCB-01
CO -17
74.82
429.00
428.26
1.00
6
0.013
0.66
0.31
0.47
2.82
0.26
0.00
PASS
AD -14
WYE -17
7.00
429.04
428.39
9.24
6
0.013
1.80
0.07
0.04
3.94
0.07
0.00
PASS
WYE -14
CO -18
55.25
429.55
428.44
2.00
6
0.013
0.84
0.11
0.13
2.76
0.13
0.00
PASS
AD -24
WYE -02
84.53
431.13
429.44
2.00
6
0.013
0.84
0.07
0.08
1.76
0.12
0.00
PASS
MH -01
WYE -19
52.65
428.02
427.50
1.00
12
0.013
3.67
0.58
0.16
2.63
0.32
0.00
PASS
TD -01
CO -16
40.77
430.14
1 429.32
2.00
6
0.013
0.84
0.00
0.00
0.00
0.06
0.00
PASS
AD -19
CO -11
8.04
431.63
429.76
23.30
6
0.013
2.86
0.05
0.02
3.11
0.07
0.00
PASS
CB -07
WYE -21
8.67
428.11
427.94
2.00
6
0.013
0.84
0.22
0.27
1.70
0.32
0.00
PASS
CB -09
WYE -19
7.45
428.15
428.00
2.00
6
0.013
0.84
0.18
0.22
2.82
0.18
0.00
PASS
AD -18
WYE -01
12.82
429.75
428.95
6.23
6
0.013
1.48
0.00
0.00
0.00
0.04
0.00
PASS
CO -14
CO -13
78.59
427.78
427.38
0.50
8
0.013
0.86
0.56
0.66
2.63
0.39
0.00
PASS
CO -09
CO -14
78.59
428.17
427.78
0.50
8
0.013
0.86
0.56
0.66
2.37
0.43
0.00
PASS
CB -05
CO -09
17.01
428.50
428.33
1.00
6
0.013
0.59
0.31
0.52
2.60
0.29
0.00
PASS
AD -16
WYE -11
17.56
431.50
431.15
2.00
6
0.013
0.84
0.06
0.08
1.75
0.12
0.00
PASS
5TUB-03
CO -08
9.68
430.37
430.18
2.00
4
0.013
0.26
0.06
0.24
2.26
0.12
0.00
PASS
CO -09
WYE -16
58.62
430.18
429.01
2.00
4
0.013
0.26
0.06
0.24
2.47
0.11
0.00
1 PASS
5TUB-01
CO -05
10.00
429.37
429.32
0.50
6
0.013
0.38
0.04
0.10
1.15
0.11
0.00
PASS
CO -05
CO -30
79.20
429.32
428.93
0.50
6
0.013
0.38
0.04
0.10
0.53
0.28
0.00
PASS
AD -01
WYE -02
6.02
429.56
429.44
2.01
6
0.013
0.82
0.04
0.05
1.21
0.12
0.00
PASS
AD -23
WYE -20
82.95
429.13
427.95
1.42
6
0.013
0.71
0.07
0.10
2.02
0.14
0.00
PASS
AD -21
WYE -15
25.85
429.63
428.94
2.65
6
0.013
0.96
0.02
0.02
1.74
0.10
0.00
PASS
TD -03
CO -28
5.87
430.76
430.64
1.99
6
0.013
0.84
0.03
0.04
1.10
0.10
0.00
PASS
AD -02
WYE -08
41.77
430.68
430.05
1.50
6
0.013
0.72
0.04
0.06
1.31
0.11
0.00
PASS
CB -10
WYE -03
10.00
429.64
429.59
0.50
6
0.013
0.42
0.21
0.51
1.85
0.28
0.00
PASS
STUB -07
WYE -10
3.50
431.67
431.60
2.00
6
0.013
0.84
0.01
0.02
0.71
0.08
0.00
PASS
AD -17
WYE -05
9.18
432.22
432.04
2.00
6
0.013
0.84
0.07
0.09
2.10
0.11
0.00
PASS
CB -06
CO -09
5.00
428.38
428.33
1.00
6
0.013
0.59
0.26
0.43
2.24
0.30
0.00
PASS
STUB -06
WYE -07
11.65
430.47
430.24
2.00
6
0.013
0.84
0.01
0.02
0.67
0.08
0.00
PASS
WYE -07
CON
19.46
430.24
429.85
2.00
6
0.013
0.84
0.09
0.10
2.50
0.11
0.00
PASS
CO -25
WYE -12
44.48
429.69
429.36
0.75
8
0.013
1.05
0.15
0.15
0.86
0.36
0.00
PASS
CB -11
CO -31
10.75
429.55
429.24
2.95
6
0.013
1.02
0.14
0.14
1.39
0.26
0.00
PASS
Page 2 of 3
Willamette Valley Temple Appendix E KPFF Consulting Engineers
Storm Drainage Conveyance Summary Job #2100170
4/22/22
PIPE
100 -YEAR EVENT
(INLET)
NODE
TO (OUTLET)
NODE
LENGTH
O
Z Q
t- >
Zw
> >O
O w
w
�
>
a
O
=OZ
0
7i
a
C
O
x
a
¢O
Ui OOY
0
0
0O
uFROM
n
2
a
w
E C7z
H
CAPACITY
CHECK
(ft)
(ft)
(ft)
N
(inches)
(cfs)
WS)
(ft/sec)
(ft)
(min)
STUB -04
WYE -12
50.30
434.52
429.51
9.95
6
0.013
1.87
0.66
0.35
6.57
0.29
0.00
PASS
AD -20
CO -28
68.12
431.32
430.64
1.00
6
0.013
0.59
0.07
0.11
1.66
0.13
0.00
PASS
CO -28
CO -27
32.86
430.64
430.31
1.00
6
0.013
0.59
0.10
0.17
1.69
0.17
0.00
PASS
WYE -12
MH -02
31.87
429.35
429.11
0.75
8
0.013
1.05
0.81
0.77
3.04
0.48
0.00
PASS
WYE -06
WYE -10
15.50
431.91
431.60
2.00
6
0.013
0.84
0.07
0.09
2.20
0.11
0.00
PASS
WYE -05
WYE -06
6.34
432.04
431.91
2.00
6
0.013
0.84
0.07
0.09
2.13
0.11
0.00
PASS
WYE -10
WYE -11
22.50
431.60
431.15
2.00
6
0.013
0.84
0.08
DAD
2.09
0.13
0.00
PASS
CO -15
MH -01
69.46
429.76
428.37
2.00
6
0.013
0.84
0.21
0.26
3.33
0.18
0.00
PASS
WYE -11
CO -15
69.46
431.15
429.76
2.00
6
0.013
0.84
0.15
0.18
2.62
0.16
0.00
PASS
CO -31
CO -30
69.61
429.24
428.89
0.50
6
0.013
0.42
0.35
0.84
2.02
0.45
1 0.00
PASS
DI -01
CO -03
31.81
425.76
425.62
0.44
12
0.013
2.44
0.00
0.00
0.00
0.00
1 0.00
PASS
WYE -03
CO -31
70.04
429.59
1 429.24
0.50
6
0.013
0.42
0.21
0.51
1.57
0.33
0.00
PASS
WYE -08
CO -26
18.24
430.05
429.78
1.50
6
0.013
0.72
0.11
OAS
1.70
0.18
0.00
PASS
CO -30
CO -06
100.00
428.91
428.41
0.50
6
0.013
0.42
0.38
0.91
2.03
0.49
0.00
PASS
CO -06
WYE -23
9.70
428.41
428.36
0.49
6
0.013
0.42
0.38
0.92
2.15
0.51
4.00
SURCHARGED
WYE -16
CO -12
6.13
428.83
428.71
2.01
6
0.013
0.84
0.10
0.11
1.45
0.18
0.00
PASS
CO -12
WYE -21
38.53
428.71
427.94
2.00
6
0.013
0.84
0.34
0.41
2.64
0.31
0.00
PASS
WYE -21
WYE -22
13.26
427.94
427.67
2.00
6
0.013
0.84
0.56
0.67
3.76
0.35
0.00
PASS
STUB -02
WYE -16
44.68
429.88
428.98
2.00
4
0.013
0.32
0.03
0.10
2.05
0.08
0.00
PASS
CO -11
WYE -01
40.66
429.76
428.95
2.00
6
0.013
0.84
0.05
0.06
2.19
O.D9
0.00
PASS
WYE -19
WYE -22
33.01
427.50 1
427.17
1.00
12
0.013
3.68
0.76
0.21
2.03
0.49
0.00
PASS
WYE -23
Out -03
20.25
427.86
427.77
0.44
12
0.013
2.46
2.43
0.99
3.17
0.92
0.00
PASS
AD -03
WYE -08
19.60
430.34
430.05
1.46
6
0.013
0.71
0.07
0.09
1.79
0.12
0.00
PASS
CB -08
CO -12
21.44
429.14
428.71
2.01
6
0.013
0.84
0.24
0.29
2.92
0.22
0.00
PASS
AD -22
WYE -14
52.72
430.59
429.54
2.00
6
O.D13
0.84
0.02
0.02
0.80
0.09
0.00
PASS
AD -13
WYE -14
36.69
430.27
429.54
2.00
6
0.013
0.84
0.09
0.11
2.32
0.12
0.00
PASS
CO -07
Out -01
26.24
426.39
426.26
0.50
12
0.013
2.59
1.89
0.73
3.10
0.72
0.00
PASS
CO -01
Out -06
17.53
427.41
427.32
0.51
12
0.013
2.64
0.75
0.29
2.48
0.41
0.00
PASS
CO -04
Out -07
17.53
428.31
428.22
0.50 1
12 1
0.013 1
2.61 1
0.73
0.28
2.45
0.40
0.00
PA55
Page 3 of 3
This page intentionally left blank for double -sided printing.
Willamette Valley Temple I KPFF Consulting Engineers
STORMWATER 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 KPFF Consulting Engineers
STORMWHTER REPORT
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Willamette Valley Temple I KPFF Consulting Engineers
SfORMWATER REPORT
111 SW 4^ Avenue, Suite 2600, Portland, OR 97204 1-
503-562-3860 1 www.kpf.com