HomeMy WebLinkAboutApplication APPLICANT 3/30/2023 (3)DEVELOPMENT AND PUBLIC WORKS
SPRINGFIELD
225 FIFTH STREET
OREGON SPRINGFIELD, OR 97477
PHONE: 541.726.3753
FAX: 541.726.1021
aww.spnng5etd-orgov
STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK
(Area below this finefiIIed ow by Applicant)
(Please return to Clayton VeEnchern @ City of Sprirililield Development and Public Works; Fax # 736-1021, Phone k 736-1036),
email: cmceachern@smmg feid-or. gov
Project Name:
EC Cares Springfield
Applicant:
Anna Backus, KPFF
Assessors Parcel #:
170335120- 6700,6800
Date:
3/16/2023
Land Use(s):
Modular classroom building/parking
Phone #:
541-735-9249
Project Size (Acres):
0.46
Fax #:
Approx. Impervious
Area: 10,369 SF
Email:
Anna.Bacl u @kpff.com
Project Description (Include a copy of Assessor's map): Project will include a modular classroom building with
an outdoor play area, sidewalks, and a parking lot.
Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary: All
stormwater will be infiltrated on site with a raingarden, filter strip and a soakage trench.
Proposed Stormwater Best Management Practices: Concrete buck washout, construction entrance, in
protection, silt fencing
— (Arra below this One filled oat In, the Clo, andReturnedholleAmuftoead
(At a minimum, all boxes checked by the City on the front and back of this sheet shall be submitted
or an application to be complete for submittal, although other requiremsmn, maybe necessary.)
Drainage Study Type (EDSPM Section 4.03.21 (Note, UH may be substituted for Rational Method)
❑ Small Site Study — (use Rational Method for calculations)
❑ Mid -Level Development Study — (use Unit Hydrogmph Method for calculations)
❑ Full Drainage Development Study —(use Unit Hydrograph Method for calculations)
Environmental Considerations:
❑ Wellhead Zone: ❑ Hillside Development:
❑ Wetland/Riparian: ❑ Floodway/Floodplain:
❑ Soil Type: ❑ Other Jurisdictions
Downstream Analysis:
❑ N/A
❑ Flow line for starting water surface elevation:
❑ Design HGL to use for starting water surface elevation:
❑ Manhole/Junction to take analysis to:
Return to Clayton McEachern @ City of Springfield, email: cmceachem@springfie"d ,gov, FAX: (541) 7361021
COMPLETE STUDY ITEMS ae orseial ose onm:
*Based upon the information provided on the front ofthis sheet, the following represents a minimum ofwhat is needed/b, an
application to be complete for submittal with respect to drainage; however, this list should not be used in lieu ofthe Springfield
Development Code (SDC) or the City's Engineering Design Manual Compliance with these requirements does nor constitute site
approval; Additional site specie information may be required Note: Upon scoping sheet submittal, ensure completedform has been
signed in the space provided below:
Interim Design Standards/Water Quality (EDSPM Chapter 3
Req'd N/A
❑ ❑ All non -building rooftop (NBR) impervious surfaces shall be pre-treated (e.g. multi-chambered catchbasin w/oil filtration
media) for stormwater quality. Additionally, a minimum of 50% ofthe NBR impervious surface shall be treated by
vegetated methods.
❑ 7 Where required, vegetative Stormwater design shall be consistent with design standards (EDSPM Section 3.02), set forth
in Chapter 2 of the Eugene Stormwater Management Manual.
For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified
by the Eugene Stormwater Management Manual (Sec2.4.1).
❑ If a stormwater treatment swale is proposed, submit calculations/specifications for sizing, velocity, flow, side slopes,
bottom slope, and seed mix consistent with City of Springfield or Eugene's Stormwater Management Manual.
❑ Water Quality calculations as required in Section 3.03.1 ofthe EDSPM.
❑ ❑ All building rooftop mounted equipment, or other fluid containing equipment located outside of the building, shall
henrnvided with sernndary containment or weather resistant enclosure.
❑
❑
Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon.
❑
❑
A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map.
❑
❑
Calculations showing system capacity for a 2 -year storm event and overflow effects of a 25 -year storm event.
The time of concentration (Tc) shall be determined using a 10 minute start time for developed basins.
Review of Downstream System(EDSPM Section 4.03.4.0
❑
❑
A downstream drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the
Oregon Plumbing Specialty Code (OPSC).
Elevations ofthe HGL and flow lines for both city and private systems where applicable.
❑
Design of Storm Systems (EDSPM Section 4.04).
❑
❑
Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set.
❑
Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or
proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 Ib load
without failure of the pipe structure.
❑
❑
Manning's `n" values for pipes shall be consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to
-h;- .,.fth— III fret — ceennd at 0.5 nine fill based on Table 4-1 as well.
Existing and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site
drains.
Private stormwater easements shall be clearly depicted on plans when private stonnwater flows from one property to
another.
❑ Drywells shall not receive runoff from any surface w/o being treated by one or more BMPs, with the exception of
residential building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer in
the website: hup-// dea.state.or.us/wo/iiic/uic.htin for more information.
❑ ❑ Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events.
*This form shall be included as an attachment, inside the front cover, of the stormwater study.
*IMPORTANT: F.NGINF,ER PLEASE READ BELOWAND SIGN!
As the engineer of record, I hereby certify the above required items are complete and included with the submitted stormwater study
and plan set. Signature Date
Form Version 5: June 2015
Memorandum
Page 1 of 3
DATE: March 16, 2023
PROJECT: 2200394 -EC Cares Springfield
TO: Clayton McEachern
City of Springfield
PHONE: 541.736.1036
EMAIL: cmceachern@springfield-or.gov
TANOWNa
SUBJECT: Stormwater
FROM: Randi Rondeau
KPFF Consulting Engineers
PHONE: 541.632.8064
EMAIL: randi.rondeau@kpff.com
This memo has been prepared to describe the stormwater work for the EC Cares Springfield project. The
existing site has optimum infiltration rates, so on-site retention will be utilized for runoff.
Existing Conditions
The project site, located at the corner of G Street and 8th Street in the City of Springfield, consists of an open
field. Overall, the site is flat. It's assumed that most of the stormwater infiltrates on-site. The site area consists
of tax lots 6700 and 6800 with a total property area of .46 acres. See Exhibit 1 in Appendix 1 for the drainage
basin areas and limits of storm analysis.
Proposed Stormwater Quantity
Per the USDA Web Soil Survey, the soil on site is Malabon-Urban Land Complex. This soil type belongs to
Hydrologic Soil Group C. An infiltration test was performed on site and summarized in the Infiltration Report
by Branch Engineering dated 11/28/2022. The report found a high infiltration rate of 19 inches/hour at 38
inches deep. A soakage trench with a 3 -foot depth will be used to infiltrate on-site runoff. Preliminary sizing
of the soakage trench was done using the City of Eugene's Subsurface Facility Sizing spreadsheet with a design
infiltration rate of 9.5 inches/hour (half the tested infiltration rate). No runoff will leave the site after the
improvements are completed. Therefore, the City of Springfield's stormwater quantity requirements are met.
See Appendix 4 for the Infiltration Test Report.
Methodology
Stormwater Requirements
The City of Springfield references the Eugene Stormwater Management Manual (SWMM) for the
requirements for water quality treatment. The 2014 City of Eugene SWMM implements a hierarchy system
in which infiltration facilities must be considered first. If infiltration is not possible, filtration facilities must be
sized. The City of Springfield requires that at least 50 percent of vehicular areas are treated via vegetated
methods.
As described above, the on-site soils are favorable far infiltration. A rain garden will treat the runoff from
most of the paved areas on site. The roof areas will be directed to the soakage trench and treated runoff
from the rain garden will also be infiltrated in the soakage trench. A filter strip will provide treatment for a
small, paved area at the south edge of the building.
800 Willamette Street, Suite 400, Eugene, OR 97401 541.684.4902 FAX 541.684.4909
Eugene, OR Portlond, OR
Memorandum
Page 2 of 3
March 16, 2023
Proposed Stormwater System
The proposed site improvements include a modular classroom building with an outdoor covered play area,
sidewalk and parking. Roof runoff will be piped directly to the soakage trench. Runoff from the northwest
portion of the site and parking area will be captured through catch basins and piped to the rain garden.
Runoff from the northern portion of the site will sheet drain to the rain garden and be treated prior to
inf Itrating through the soakage trench. Runoff from the south portion of the site will be treated through a
filter strip adjacent to the ramp at the front entrance.
The site is divided into three drainage basins, described in detail below. There is no impervious area on the
existing site. However, the proposed improvements include 10,110 square feet of impervious area. All
calculations and details for the site and facilities are included in Appendix 2.
• Basin A: A rain garden will serve as the filtration facility for the majority of the impervious area from
parking, sidewalks and hardscape over the 0.46 -acre site. Basin A has 7,416 square feet of impervious
area and 10,329 square feet of pervious area. The rain garden has a treatment area of 85 square feet,
with a treatment depth of 6 inches. This allows for sufficient storage capacity to filter the water
quality design storm. An overflow inlet will be set 6 inches above the rain garden treatment surface
for overflow in larger rainfall events. Runoff in the parking area will sheet drain to a catch basin in the
northwest corner of the parking area, where it will be hard piped to the rain garden. The northwest
portion of the entire site will slope towards a catch basin which will also be hard piped to the rain
garden. The remaining area will sheet flow towards the rain garden where it will be treated, then
piped to the adjacent soakage trench for infiltration.
• Basin B: A soakage trench will serve as infiltration area for the roof runoff on-site, as well as treated
runoff through the rain garden. The total combined roof area for the modular building and the
covered play area is 3,736 square feet, which will have hard piped connection from downspouts to
the soakage trench. This runoff will be infiltrated on-site.
• Basin C: A filter strip will serve as filtration area for the southwest portion of the site. The total
impervious area to be filtered through this facility is 383 square feet. The facility must be one-fifth of
the impervious area size for adequate sizing. A total filtration area of 98 square feet was chosen for
this facility.
Analysis
Stormwater Runoff Calculations
The runoff for the impervious areas has been calculated and the rain gardens have been sized using the
Springfield Stormwater Facility Calculator. The calculator determines runoff using the Santa Barbara Urban
Hydrograph (SBHU) Method and NRCS 24-hour Type 1A Hyetograph as outlined in Appendix M of the City of
Eugene SWMM (see Appendix 2 for the Stormwater Facility Calculator results).
Memorandum
Page 3 of 3
March 16, 2023
For analysis purposes, each basin of the property required the following information as input for the
computer model:
• Impervious Area (Ai), in acres
• Curve Number(CNi), impervious
• Travel Time (Tc)
• Total Precipitation
Precipitation data for the respective storms for City of Springfield Design Storms are shown in Table 1:
Tabie 1:24-HOWPrec1rWa ion for5orinafiel4. OR
Storm Event
Inches
WQ
0.83
2 -Year
5 -Year
10 -Year
E4.80
25 -Year
100 -Year
To size the rain gardens, the following information was needed:
• Bottom Area, in feet
• Bottom Width, in feet
• Storage Depth, in inches
• Side Slopes
This information, as well as the runoff results from the proposed basins, is shown in Appendix 1. The rain
garden, soakage trench and filter strip meet the requirements of the City of Springfield. Based on the
requirements of the Stormwater Management Manual, no errors were found in the stormwater system
design. The facilities and conveyance components have enough capacityto handle the required storm events
and should be approved as designed.
Attachments: Appendix 1: Proposed Basin Map
Appendix 2: Proposed Runoff and Water Quality Calculations
Appendix 3: Stormwater Scoping Sheet
Appendix 4: Infiltration Test Report
Appendix5: Operations and Maintenance Plan
2200394 -kg
p4 �
5 x
X x
C W
d
a
Q
ac �
a o Q
w
a
CL
H
m �o CO
W
y
0CL
u
ZZ
C
H � ❑
i
r `
E
5
�7 ❑
I
7
I
III —__ ❑ I `
i � e
i ux3 sri aeew-w=oe-ssmwe\weisWs;=aa-s����ow\mw-roux\ �o s-==��o-oa-oo-esmoex\emc\s\=\o :=ee ,�„
Appendix 2
SBUH Calculation Worksheet for City of Springfield Storm Events 1SU
Project Name: EC CARES SPRINGFIELD Date: 02.06.2023
Designer: RRR Basin: 1
User -Supplied Data
Pervious Area Impervlous Area
Pervious Area, SF
Pervious Area, Acres
Pervious Area Curve Number, CNpery
Time of Concentration, Te, minlRes
10,3291
Impervious Area, SF 7,416
Impervious Area, Acres 0.17
Impervious Area Curve Number, Chimp 9g
Note: minlmum Tclsfive minutes
0.24
74
5
Total Project Area, Acres
1 0.411Total
—WQ
Project Area, Square Feet
17,245
Recurrence Interval
Wq
2 -Yr
5 -Yr
10 -Yr 25 -Yr 50 -Yr
1OLr
Peak Flow Rate, Opeak, on
0.03
0.20
0.24
0.29 11.34 #VALUE!
0.38
Total Runoff Volume, V, cubic Feet
391
2,846
3,/53
4,(178 4,719 #VALUE!
5,7A0
Time to Peak Runoff, hours
7.831
7.831
7.01
7.831 7.831 #VALUEI 1
7.83
RunoffMidrog aph
0.45
—WQ
--
—2 -Year
0.40
—5 -Year
0.35
—10 -Year
—25 -Year
0.30
—50 -Year
„ 025
—100 -Year
o
� 0.20
rc
0.15
0.10
0.05
0.00
0 500 1000 1500 2000 2500
Time, minutes
8bOw111MKteo—t,SuTee00 Ersene,OR97401 541.66449e3 reffmm
Springfield Stormwater Facility Calculator
Instructions:
1. Choose Facility Type
2. Choose shape
3. Complete information in highlighted cells
Facility
Peak Flow
(CIS)
Raingarden
Rock Capacity
WQ
Shape11in
351
N/A
Below-Grade
Bottom Area:
2,794
N/A
sf
Bottom Width:
3,400
N/A
ft
Side Slope:
4,029
N/A
to 1
Storage Depth:
4,671
N/A
in
Growing Media:
#VALUE!
N/A
Surface Storage Capacity
5,189
57
cf
Infiltration Area @ 75%
151
sf
GM Infiltration Rate
2.5
in/hr
Infiltration Capacity (avg)
0.009
cfs
RPf111tC
Omar
ProleR Name: EC CARES SPRINGFIELD
WATER QUALITY EVENT PASS ROCK CAPACITY N/A
SURFACE CAPACITY R%
Recurrence
Interval
Peak Flow
(CIS)
Volume
(cf)
Rock Capacity
WQ
0.0088
351
N/A
2 -Yr
0.1974
2,794
N/A
5 -Yr
0.2437
3,400
N/A
10 -Yr
0.2919
4,029
N/A
25 -Yr
0.3416
4,671
N/A
50 -Yr
#VALUE!
#VALUE!
N/A
100 -Yr,
0.3822
5,189
N/A
Meets
Infiltration?
Filtration Only
1201 Oak Street, Suite 100 Eugene,OR97401 541.6844902 kpH.com
Basin: l
Date: 02.06.2023
Impermeable Liner
lepff
Projed Name: EC CARES SPRINGFIELD
Basin: l
Water quality Event Surface Facility Modeling Date: 02 06.2023
0.0350
%
�Surfacelnflow
0%
0.0300
---IWIS-I Capacby 0%
0.0150
0%
��Permlation to Subsurface
y 0.0300
V
0%
0.0150
�
K
��� OveRlow 0%
o%
0.0100
— Surface Capacity 0%
—___
—__------�
e0%
0.0050
90%
0.0000 100%
0 500 1000 1500 2000 2500
Time, minutes
800 Willamette Street, Suite 400 EUene,01197401 541.684.4902 kpff.com
Storrnwater Subsurface Filtration/Infiltration Facility Sizing Spreadsheet
24 Hour Storm, NRCS Type 1A Rainfall Distribution
City of Eugene
Name: EC CARES SPRINGFIELD Date: 2/612023
Address: Springfield, OR Permit Number:
Catchment ID: Overall Site
u Ransil Rondeau
ry: KPFF Consultlno Engineers
Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach.
Provitle a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate
calculations with the facility.
The maximum drainage catchment to be modeled per the Presumptive Approach is t acre (43,560 SF)
For infifiration facilities in Class A or B soils where no Infiltration testing has been perfromed use an infiltration rate of 0.5 inlhr.
icode 'Yes"from the dropdown boors below next to the design standards requirements for this facility.
Yes -Soasaa=rremn�d,aim=e-.—.i ening wu aymre Frevenmenl to marl n Iuro�nW.bt ...Inem=,ns
Pollution Reduction (PR)
Flow Control (FC)l Yes
Destination(DT( Yesna �mavanon temiymar be mason as me reanrrhnammen arsu,araa,aamraraare
Total Square Footage Impervious Area= 11158 suit Total Square Footage Pervious Area= 6587 sgft
Impervious Area CN=l 98 Pervlous Area CN=l 74
Total Square Footage of Drainage Area= 17745 sft Time of Concentration Post Development=Omin
Welgbted Averege CN= 39
Time of Concerdratian
Tested Soil Infiltration Rate=In/hr fs%e NOle al Destination Deem= 9.5 iNhr
Oeslgn Soil Infiltration Rate=1 19 Ielm Soil lnf ltration Rate
Re uirement
Ralrrlall De th
castors tone
Pollution RetluGion
0.81nrl1es
Water Ouali
Flow Coniml
I 36inehes
IFI..dConVal
Destination
1 3.9 inches
Flood Control
25 -year storm
Facility Surface
Effective
Facility Percent Storage Depth
..m n.l v,.inss int
Drainage Rock, Layer 1 1 36.01 40yl 14.4
0.0
0.0
D.0
113112023-2'10 PIV Totals= 36.0 in 14.4 in 1
Pollution a uction-Calcu a icn Resultai
Peak Flow Rate to Stormwater Facility 0.011 ds
Peak Facility Overflow Nat 0.000 da
Total Runoff Volume to Stoato
miw
Facility= 278 d
Tom] Overflow Volume= 0 d
Max. Eff. Depth of Stormwater In Facility= 0.0 in
Dmwdown Time= 0.2 hours
Ves Facility Sizing Meets Pollution Reduction Standards?
YEe Meeffi Requirement MNo Facility Flooding?
=Meets Requirement for Maximum of IS Hour Drawdown Tlme?
Flow CordmLCalculatlon Results
Peak Flow Rata to Stormwater Facility= 0.282 da
Peak Facility Overflow Rete= 0.000 ds
Total Runoff Volume to Stm.ft
Facility• 3626 d
Taal Overflow Volume= 0 d
Peak Offsite Flow Rate
Max. Eff. Depthof Stormander In Facility= 3.1 in
Filtration Facility Underdrain NW chs
Drewdown Time= 0.2 hours
Pn>Develo ro I Runoff Data
Peak Flow Rale = 0.116 cfa
Total Runoff Volume= 1936 cf
Yes Facility Sizing Meets Flow Control Standards?
Meets Requirement for Post Development of Bite flow lass or equal to Pre-Development FlovlV
YES Meets Requirement for Maximum of 18 Hour Drawdown Time?
Destination-Iculation Results
Peak Flow Rate to Stormwater Facility 0.318 da
Peak Facility Over0ow Rate= 0.000 cis
Total Runoff Volume to Stormweter
Facility= 40384
Total Overflow Volume= 0d
Max. Eff. Depth of Stormweter in Fadsh 12.0 in
Drawdown Time= 0.2 hours
Ves Facility Sizing Meets Destination Standards?
VES Meets Requirement of No Facility Flooding?
YES Meets Requirement for Maximum of 30 hour Drawdown Time?
1131Q023-2:10 PM
Designed By: RR EC CARES SPRINGFIELD- FILTER STRIP DESIGN 02/06/2023
Checked By: AB
Filter Strip Calculations
Note: All Filter Strip Calculations are based on the SIM Form & the City of Eugene Stormwater Management Manual
;M
Impervious
Required Filter
Area Provided
Capacity
Basin
Area (sf)
Strip Area sf)
I IS
Used
2
1 3831
771
981
78%
;M
Appendix 3
DEVELOPMENT AND PUBLIC WORKS —OREGOX SPRINGFIELD, OR 97477
PHONE: 541.726.3753
FAX.541.726.1021
www.springfieldorgav
STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK
— — (Area below the RnefrRedont by Applicant)
(Please return to Clayton McEachern @ City ofSpringfieldDevelopmenl and Public Works, Fax # 736-1021, Phone # 736-1036),
email cmaeachern@springfield-or.gov
Project Name:
BC Cares Springfield
Applicant:
Alma Backus, KPFF
Assessors Parcel#:
170335120-6700,6800
Date:
3/16/2023
Land Use(s):
Modular classroom building/parking
Phone #:
541-735-9249
Project Size (Acres):
0.46
Fax #:
Approx. Impervious
Area: 10,369 SF
Email:
Anna.Backus@kpffcom
Project Description (Include a copy of Assessor's map): Project will include a modular classroom building with
an outdoor play area, sidewalks, and a puking lot.
Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary: All
stormwater wil I be infiltrated on site with a raingarden, filter strip and a soakage trench.
Proposed Sto rnwater Best Management Practices: Concrete truck washout, construction entrance, inlet
protection, silt fencing
(Area below this line fr0ed oat ba, the Cay asd.Retaxned to the A !smut)
(At a minimum, all boxes checkedby the City on the front and back ofthis.sheet shall be cubmilted
or an application to be complete or submittal, although other requirements may be necessa </
Drainage Study Type (EDSPM Section 4 03 2)� (Note UH may be substituted for Rational Method)
❑ Small Site Study — (Use Rational Method for calculations)
❑ Mid -Level Development Study — (use Unit Hydrograph Method for calculations)
❑ Full Drainage Development Study — (use Unit Hydrogaph Method for calculations)
Environmental Considerations:
❑ Wellhead Zone: ❑ Hillside Development:
❑ Wetland/Riparian: ❑ Floodway/Floodplain:
❑ Soil Type: ❑ Other Jurisdictions
Downstream Analysis:
❑ N/A
❑ Flow line for starting water surface elevation:
❑ Design HGI, to use for starting water surface elevation:
❑ Manhole/Junction to take analysis to:
Retum to Clayton McEachem @ City of Springfield, email: craceachem@springfield-o ,gov, FAX: (541) 736-1021
COMPLETE STUDY ITEMS arocia111�oN
*Based upon the information provided on the front of this sheet, the following represents a minimum ofwhat is neededfor an
application to be complete for submittal with respect to drainage; however, this list should not be used in lieu ofthe Springfield
Development Code (SDC) or the City's Engineering Design Manual Compliance with these requirements does not constitute site
approval; Additional site specie information may be required. Note: Upon scoping sheet submittal, ensure completed form has been
signed in the space provided below:
Interim Design Standards/Water Quality (EDSPM Chapter 3
Req'd N/A
❑ All non -building rooftop (NBR) impervious surfaces shall be pre-treated (e.g. multi-chambered catchbasin w/oil filtration
media) for stormwater quality. Additionally, a minimum of 50% of the NBR impervious surface shall be treated by
vegetated methods.
❑ Where required, vegetative stormwater design shall be consistent with design standards (EDSPM Section 3.02), set forth
in Chapter 2 of the Eugene Stormwater Management Manual.
❑ ❑ For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified
by the Eugene Stormwater Management Manual (Sec2.4.1).
❑ ❑ If a stormwater treatment Swale is proposed, submit calculations/specifications for sizing, velocity, flow, side slopes,
bottom slope, and seed mix consistent with City of Springfield or Eugene's Stormwater Management Manual.
❑ ❑ Water Quality calculations as required in Section 3.03.1 of the EDSPM.
❑ F] All building rooftop mounted equipment, or other fluid containing equipment located outside of the building, shall
.--- :,--____A-_.....«r..:«««.. ...... _i,_eveicnnk -1-
A downstream drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the
Oregon Plumbing Specialty Code (OPSC).
Elevations of the HGL and flow lines for both city and private systems where applicable.
Design of Storm Systems (EDSPM Section 4.04).
Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set.
Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or
proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,00016 load
without failure of the pipe structure.
❑ Manning's "n" values for pipes shall be consistent with Table 4-1 of the EDSP. All some pipes shall be designed to
Existing and proposed contours, located at one foot interval. include spot elevations and site grades showing how site
drains.
Private stormwmer easements shall be clearly depicted on plans when private stormwater flows from one property to
another.
❑ ❑ Drywells shall not receive runoff from any surface w/o being treated by one or more BMPs, with the exception of
residential building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to
the website: huv-//..dea.state.o,.us/wa/uicluic.htin for more information.
Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events.
*This form shall be included as an attachment, inside the front cover, ofthe stormwater study.
" IMPDRTANT. ENGINEER PLEASE READ BF-7.OWAND SIGN!
As the engineer of record, I hereby certify the above required items are complete and included with the submitted stumrwater study
and plan set Signature Date
Form Version 5: June 2015
Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon.
A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map.
Calculations showing system capacity for a2 -year storm event and overflow effects of a 25 -year some event.
F-1
n
The time of concentration (Tc) shall be determined using a 10 minute start time for developed basins.
A downstream drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the
Oregon Plumbing Specialty Code (OPSC).
Elevations of the HGL and flow lines for both city and private systems where applicable.
Design of Storm Systems (EDSPM Section 4.04).
Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set.
Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or
proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,00016 load
without failure of the pipe structure.
❑ Manning's "n" values for pipes shall be consistent with Table 4-1 of the EDSP. All some pipes shall be designed to
Existing and proposed contours, located at one foot interval. include spot elevations and site grades showing how site
drains.
Private stormwmer easements shall be clearly depicted on plans when private stormwater flows from one property to
another.
❑ ❑ Drywells shall not receive runoff from any surface w/o being treated by one or more BMPs, with the exception of
residential building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to
the website: huv-//..dea.state.o,.us/wa/uicluic.htin for more information.
Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events.
*This form shall be included as an attachment, inside the front cover, ofthe stormwater study.
" IMPDRTANT. ENGINEER PLEASE READ BF-7.OWAND SIGN!
As the engineer of record, I hereby certify the above required items are complete and included with the submitted stumrwater study
and plan set Signature Date
Form Version 5: June 2015
November 28, 2022
Luke Helm
Via Email: Ihelm@umegon.edu
BE: Sm hNmII cnoN TEsr Rrstn rs
Tae M" a Lor No. 17-03-35-12-6900
812 G SraE r
SPA GFO.n, OBEG N97477
BtuNCn ENGPIE G INC PAOJECr No. 22-515
Appendix 4
Vanch
NEERING--
sf—Al
Branch Engineering Inc. BED performed infiltration testing at one hand -augured hole at the
approximate location shown on Infiltration Testing Map, Figure 1. 'the purpose of our testing
was to provide a site-specific infiltration rate for the design of an on-site disposal system for
stormwater generated from the proposed development. Site infiltration testing was conducted in
a saturated test hole using the Encased Falling Head Test method in accordance with the 2014
City of Eugene Stormwater Management Manual on November 22, 2022. Infiltration testing
commenced for three successive trials with water added between each trial.
The soil in the hand auger boring was visually classified using the American Society of Testing
and Materials (ASTM) Method D-2488. At the location of Infiltration Test 1 (IT -1), soil consisted
of brown silty clay with gravel from 0- to 12 -inches below ground surface (BGS), followed by
medium stiff dark brown silty clay from 12- to 36 -inches BGS and a light brown clay with sand
from 36- to 40 -inches BGS.
The NRCS Web Soil Survey maps the site as Malabon-Urban land complex, described as well
drained soil derived from silty and clayey alluvium. Nearby well logs and NRCS soil mapping
data are attached, indicating subsurface conditions are consistent with our observations.
Ground Water
Ground water was not encountered in the site boring, and well logs (see attached) in the site
vicinity indicate static groundwater levels at 12- to 18 -feet BGS at well locations within 0.5 -mile
of the site.
Infiltration Data Analysis
The amount of fall in the water columns were measured over time for three separate trials. The
vertical hydraulic conductivity of the soil is calculated from the equations presented below. The
volume of water infiltrated into a soil of consistent hydraulic conductivity is primarily
dependent upon two factors, the area over which infiltration occurs and the pressure head.
Using the following vadose zone equations, an estimated vertical hydraulic conductivity and
rates of infiltration are presented in Table 1 for the test sites.
V, Ki where: V, is the rate of fag in the water height
K is the hydraulic conductivity
i=H,.+L-h. its the head loss
1n Las the depth of the wetting front
H„ is median water height
& = V V„ is the total volume of water infiltrated
A x f f is the fillable porosity (assumed to be 35%)
p:503-779-2577 I w .branchengineering.rom
812 G street -Springfield HS
BEI PN 22-515
q = YiA q is the average rate of water infiltration (vol./time)
A is the infiltration area
h_ is the cd deal pressure head of soil for sidewall
wetting (assumed to be 0 inches)
Recover, 1978)
The soil material is assumed to be laterally homogeneous and sidewall infiltration is negligible
as a 6 -inch diameter, open-ended, plastic standpipe was used for containment of the water
column.
Summary of Field Inffltration Test Results
The results of our November 22, 2022 field testing are summarized below in Table 1. The
hydraulic conductivity is based on the infiltration rate measured in the field and summarized on
the attached Infiltration Data Evaluation Worksheet.
Table 1:
Summary of Field Infiltration Test Results
Using the recommended factor of safety of approximately 2, a design infiltration rate of 10 Win
is suggested.
if you have any questions regarding the test method or data analysis, please contact the
undersigned.
Sincerely,
Branch Engineering Inc,
�S��P� sx�FFss�
2�. #37892PPE V
3 OREGON 2
� WgRREN�
Expires: Dec. 31, 2022
Matthew Renner, P.E.
Construction Engineer
Attached: Figure-) Infiltration Testing Map
]nfiltration Field Data Worksheet
DWRD Well Logs
MRCS Soils Map
Branch Engineering, Inc
Andrew Park, E.I.
Engineering Technician
Test Depth Measured Conductivity K (in/hr)
Test Location
inches
IT -1
38 1 19
Summary of Field Infiltration Test Results
Using the recommended factor of safety of approximately 2, a design infiltration rate of 10 Win
is suggested.
if you have any questions regarding the test method or data analysis, please contact the
undersigned.
Sincerely,
Branch Engineering Inc,
�S��P� sx�FFss�
2�. #37892PPE V
3 OREGON 2
� WgRREN�
Expires: Dec. 31, 2022
Matthew Renner, P.E.
Construction Engineer
Attached: Figure-) Infiltration Testing Map
]nfiltration Field Data Worksheet
DWRD Well Logs
MRCS Soils Map
Branch Engineering, Inc
Andrew Park, E.I.
Engineering Technician
c
".``
<
asa �c a'o's*�a
iY
a
agg
�z
g Y s
[
�
I;
e
y h h
Y
A � h a
•
' f
��1
s i �FI
3
Y
�,eel��z�"313
c�a,.a r.MOP xea wuo•.me
,9emmoemxzo
ep ry area ep
s
IVOmtlpeTea91 Th11
TOee lmd AVLee fnl
IW
11v/mel
Ilv/ht1
¢af Fall Tlll
32,0
1RL
i9®
10.0
IMA
0
0A
tW�mlatleal )
B 900
0.00
19
033
mmwu ysm
aQim
JLo
8 1
IeXlmmnrW 12
Tlme lmlW ,6ereetW
IW
IremIW
UWMI
ofrall T -z lin7R1
\'plume of 3Vcm Mtletl
0
"I
aomlwe
oso
� iao
io.o
Seo
pa3
2. Sae
A
P11¢2tl
WeuetlmTenITU13
SY,Ie e1hJ
IWWa
uNmW
1
mm
1
3RA
Iii]
Sae
9BA
00
3Z0
OJO
1H0
M
55
RJ 393
033
19l
P
I Nm"n
NOTfCI: TO WATER WELL t e.,w
Tee thif l p ma flat copy
: tbfi eeport m be I
L EEPO$'Jkt'
mea orlon th me e„t" OF OBE(iON
STATE ENGINEER. SALEM OREGON 079B1 7Cl-fkt. ase tyye a o")
wtthfnandayaaom we a.re NSU -" .211/0 $)<�n t
of WdI wmdemn ' t � o�iEy.�o�e m, nee, � '� 7975
(1) OWNER.: .1 LEIA, OR. ll
Name McKenziefiame McKenzieOrthopwdinC1 in
Adames 14th 8 G14th & G strati+ . G,^•de ,, n
(2) TYPE OF WORK (check):
New Wen] DeepmN{ ❑ - Reconditioning ❑ Abandon ❑
If abandonment, de¢erfbe meterbl and procedure In Igen is.
(3) TYPE OF WELL: (4) PROPOSED USE (check):
Rotaq ❑ Del. ❑ Desessue 13 mdwh9al ❑ Mwldmo ❑
Cable ® Tatted ❑
nus ❑ Boned ❑ ungouw ❑ Test Well ❑ more ❑
CASING INSTALLED: Tafreadad ❑ welded ❑
..__.8.._•
in.. from .t.1. ...... _----- .ft. he ..75_..._ tc cage ...250._
Dian, bpm ....G.Lr._1e m .2;_....__...._rt Gage ......
..._.__...._• Own. from _.._.._.__._ ft. to ..__e._____ ft. Gess ...._.—..—
W PERFORATIONS: - Ferfor tadl ❑ Yea ❑ No.
Type of pereremr eted Machined in
...............
Bae of 118 in. b,, 3 in.
_
6pereseanmu
S7 rerfwatfwa 4om ...._.YO... .._ fL to ..._.—.60
_._ SG
.—�— peril nsuees from ....__. — R. to _.._.._.._.__._...._
It.
penmauw. from .... ....... ....... ..... ._ f0.
.mse
(7) SCREENS: Well amrw Listened? ❑ Yes Rj No
....... noose
M®udetureYe Name._.......__...__..._._._.__._�__.—.�______.__.____...
. . . .. . .....................
Type Model
Diem. ____.._ and side .... _..... 9d Swm ..._—._.__.. A. to .....�_...
ft.
nram.._.._._.._ fines... .__.__.. set arm ._.._._.._..._.. eL
(8) WELL TESTS: waterteal a
aowereed afow
Wan a pump test heads? x] Yes ❑ No D M. by whomr
aan¢ test ed./mln. with . It. deawde— after he.
Arced. now e.p.m.
Depth session flew enrowtered .......__.._.._ n.
(8) CONSTRUCTION:
Well Ted—Material wed _.. cement...__......_.._
...............
Wee seated from land surface ter,.20L ................._.__._.._..__
...___._... to
Diameter d wen boa to bottom d Ted --16_.. __-
to
Damder, d wcu rare bdoW ead -16- -- u,
Nusbor of seeks of cement peed N well sed _•jg.,_�..____._........_
.mse
Numbm of sada d bentonite used In wen esti ._._....__._
....... noose
Brand name of bentmns, -+..-...----....-. . .. ............ ..
. . . .. . .....................
Nornbar of poweds of lookouts uts pat IN on.
of water .---- ... ......... ..... _____.._--__...._._.
lb../. sets.
Was a delve cors used? ❑ Yes NX. lose, ...... Biu: loestiw ........ ft
Type of wife" depth of strata
Soothed of ...nos shnta otf
Gravel
e Wen No._{yJ.(
e Dermic No.
(10) tftA77QN' Ftb}9E3.tI
counts Lane Demure weD nmvber 1
ti NE u Bedew 35 Ta 7i R 3Iy W.M.
u ease. T3is R ?) W.m.
Bosun, and Natrnce fres storkme w euhdvbaon or
(11) WATER LEVEL: Completed well.
Depth Of wbkh Wates orae fleet lewd 18 ft.
Stetie level 12 ft below laud surface. rate
Artesian pre. lb,. pee egnaes then. Date T TTS
(12) WELL LOG: nlemater, d wee hot— eating
Depth armed '75 ft. Depth of emesleted wen 75 0.
Forsacoe: Describe calw. teeitme, green she apt afrueh,re of materials,
and show thickness and nature of mar stedme and squffer peceftated,
with at leant wr mtey for men ehinge of formation. Report each change in _
position of Sta be water Lead apt lMlwte yrhtNp81 wept -bearing Aorta.
IdATBFIAL Siem To I BWL
clay - n
Clay, grave+ heuldea•s X18_
Date well drDling sazhive mored oa of Well is
Brims, X.Shbou, Operator.. certlfleauon:
This well was oomtructed under in,, direct supervision.
Materials used and ia4ormetlon reported above are true to may
beat knowledge and belief. -
[Signed] -.....R.D m ahli� Gam_ ..—.._ Dategon
Drilling Machine Operatods Ucense 1Pa....._.Z$fi_........._..._..—
Water well contraotwt cormse res:
This well was drilled order my jurisdiction and this report 18
true to the beat a my knowledge and bebaf.
Nava 4L.....0[.__ileill.i�n�..:8'wguap._�piiri.-s;�aii __...._
Address .2320 M
fat cw.mr welt sen
( n4adue. License No. --264}. - Date .._8/23.— ... .........
, ipJt(.
(pER .1imONAL BERETS . "Case.) apwesaw
_STATE OFOREGON tat Mit / &J C—�//
btsOut hyOM WELLREPO ( J GCrCJ
(ffi regnia@d hyo%53].]65@OAR 690-2f049 5v SEP -81994 scan cava# 1,1-
ctloa➢for len Wlere art are oa Nelast of thkf
(1) OWWR/P1tOSECT. _ wec}.HD. W, c:HI (6)40.C&VQN OFWELLBy legal/dea�rlptioa
OF RK: g/r z MOer Strekt address ofwel "o0 7 a1I—».....vF
New wvomclibv E] Aaeredhh (Repair76emod'ihon) - pr Tarlotnu uofwalacfldov�y
❑Covvuaidv ❑D evinB' RLAboosl evt 3. A1"GICHMAP LOCATIONMENTH+MD. blapslullioslso&
eppswdmese sale aad nook arrow.
❑ RMKYry ❑ Bmary Mud [Cable- _ -- :d FLbelowlavdemfaw. care v• _
17 Hallow St Mgo, ❑ 0ther _ - A oo Aesosoo - Ib/%.. i Due _
BORE HOLE CONSTRUCTION (S) WATER BEARING ZONES: % D�
1&s No _ Deptlratwhiebwuerwaafert Eau.a
'el Stm�dmds ❑ � D"eplM1 ofwmpleRdwe6 �%J � ft _. 'ib 4 aw am
Lava amfue /o r /
� 9
D. water-dghrcvvm
e —Soh eflosh vault
LA. a �� (9)WELLLOG: croaaaelevv oa
_ -
a�9. P(�U: dienmter � nda .. Pmm ib swL
���� matmial
Threaaea cotta •
11 El
Seat�4:"9: Liver / D
A�?99' P.. Db,99'•R.., mateum
q:6'N.: e4:0'.'tl: WElded Theadat cb iw.
Fo 9
,9dn: 4a?;: Matt�al
nmvnot
Qi:a'-4,_.. Rry Gmut weigh
0
.APs..
,i�d:
AbPPp
eb.• :
Bevtov'nep�at least3ft Wick
—screw
., ...
uy.
FilterQ'd
p4q
osaboisl
pack
nbo
_
rare,
a%a
-�.
sla sea hL
v
rwp
Material
Size
(5) WELLTESM _ _
❑Pump ❑Bailer- _ ❑ Ah, ❑Flowwg Artatm_ _
Permeahaity dela DPM__ -__
1 pooofwara Depth mm.=:e.. now mood ft
Was watersaalyaisP No
By wnomR -
Depthofstrdatobemdyzed. Fro dto ft
rsamc
lYnhaua�I�'I4viror VkLL Covswctor Certifiradm: /
larafy Nat slit work I performed u¢the wvshacGan, alteretloq m
atievdoomen[ oftial web ie h complianw with Oregon well wq-the
s�dards. Muerials used avd'u adoo ttported above are -smshe ben
knowledge ev bag AdWCNambea >
Signed � �., ale
(boaded)Muviwr likLL C1maWctor aalifuatio�e
I accept msponsibtliry for the covehucaoq eltmetlon, or abuWmiment
eroh performM ov tnia weLL aadvg Wa wuumcdov aa[es mporma above. ALL
,m& ma TT503-620-7892
m_INC eLu
-
§
2
oil
h
m.ssu va, � 5
tea'
z Q
1-1
g!\
LL
z-!dd-
IL \ \
\9® G!#!2 « #
\
g,q
= se plGb,e,99 a a@
2 g4 R w Q d e
/
E
§
.,,.::\
/I
/■
0.
4«00•+:,,��
/
E
Soil Map—Lane County Area, Oregon
Map Unit Legend
812 G Street
Natural Resources Web Sail Survey 11/102012
Conservation Service National CCOperstive Soil Surrey Page 3013
Map Unit Symbol
Map Unit Name
Acin a In AOI
Percent of AOI
76
Malabon-Urban land complex
1.0
100.0%
Totals far Area of Interest
1-0
100.0%
Natural Resources Web Sail Survey 11/102012
Conservation Service National CCOperstive Soil Surrey Page 3013
Map Unit Desorption : Malabon-UNan land connplax--Lane County Area, Oregon
Lane County Area, Oregon
76—Malabon-Urban land complex
Map Unit Setting
National map unit symbol: 238t
Elevation: 300 to 650 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: Farmland of statewide importance
Map Unit Composition
Malabon and similar soils: 50 percent
Urban land: 45 percent
Estimates are based on observations, descriptions, and transects of
the mapumt.
Description of Malabon
Setting
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across -slope shape: Linear
Parent material. Silty and clayey alluvium
Typical profile
Hl - 0 to 12 inches: silty clay loam
H2 - 12 to 42 inches: silly clay
H3 - 42 to 60 inches: clay 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 (0.20 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches. High (about 11.4 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: C
Ecological site: R002XC006OR - Stream Terrace Group
Forage suitability group: Well drained < 15% Slopes
(GO02XY0020R)
Other vegetative classification: Well drained < 15% Slopes
(GO02XY0020R)
812 G street
ibM Natural Resources Web Soil Surrey 11/1 M022
i Conservation Service National Cooperative Soil Surrey Page 1 of 2
Map Unit Desorption: Malabon-Urban land complex—Lane County Area, Oregon
Hydric soil rating: No
Description of Urban Land
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): S
Hydric soil rating: No
Data Source Information
Soil Survey Area: Lane County Area, Oregon
Survey Area Data: Version 20, Sep 14, 2022
812 G sheet
Ibnt Natural Resources Web Soil Survey 11/1612022
�I Conservation Service National Cooperative Soil Survey Page 2 of 2