HomeMy WebLinkAboutStudies APPLICANT 2/15/2011 t'-
• •
STORMWATER MANAGEMENT
PLAN AND DRAINAGE STUDY
FOR
51st-52nd & Main-Street-Redevelopment
�TI AT
(7::Th
Springfield, OR
February 15, 2011
Prepared For
TBG Architects
132 E. Broadway, Suite 200 4Ep PROFF
Eugene, OR 97401 4^5� aoINFF sdjo2
Cr. / 53BOOPE r
EREGOON�/
Branch Engineering, Inc. $F 09,700� `'
310 5th Street CCRV A. MO
Springfield, OR 97477 6xP 12_x/_'2-
Phone (541) 746-0637
Fax (541) 746-0389
Branch Engineering, Inc.
Branch Project#09-159
. 11/17/2010 12: 09 FAX 54.06 1021 CITY OF SPRINGFIE•PW 002
•
SPRINGCrtLD
I ..; _,n
PUBLIC WORKS DEPARTMENT/Engineering Division Phone: (541) 726-3753 Fax: (541) 736-1021
STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK
—(Area below this line filled out by Applicant)—
(Please return to Matt Seouder®City of Spring ield Public Works Engineering;Fax it 736-1021,Phone#:736-J035)
Project Name: OBO Enterprises,LLC _Applicant: Branch Engineering
Assessors Parcel#: 17-02-33-32 TL 6200& 6300 Date: 11/03/10 -
Land Use(s): Community Commercial(CC) Phone#: 541-746-0637
Project Size (Acres): 1.5 cres Fax#: 541-746-0389
Approx.impervious Area- 1:407acres: Email: gregabranchengineeringcom
Project Description(include a copy of Assessor's map):
1.5 acres site with two commercial buildings near Main Street and a 15 unit apartment building to the south of the
commercial buildings with associated landscaping and parking facilities.
Drainage Proposal(Public connection(s), discharge location(s), etc. Attach additional sheet(s)if necessary:
West side of the site will drain toward 51"Place and connect to the existing storm line in the street. The east side of the
site will drain toward 52"6 Street and connect to the existing storm line in the street.
Proposed Stormwater Best Management Practices: Infiltration basins and planters will be used on-site with
overflows and trapped catch basins.
—[Area below this line filled out by the City and Returned to the Applicant)— _ .
(At a minimtmt, all boxes checked by the City on the front and back of this'sheet shall he.submitted.
an application to be complete for submittal, although otter requirements.may be necessary.),•?
Drainage Study Type (EDSPM Section 4.03.2): (Note,UII may be substituted for Rational Method)
in Small Site Study—(use Rational Method for calculations)
%%i Mid-Level Development Study—(use Unit Hydrograph Method for calculations)
❑ Full Drainage Development Study—(use Unit Hydrograph Method for calculations)
Environmental Considerations:
itWellhead Zone: It\ Hillside Development: t
Wetland/Riparian: Floodway/Floodplain: t.3/,
f' Soil Type: 1 'j -aq,y ,‘ 1,41D Other Jurisdictions: ptt pr
Downstream Analysis: (ot'r
IP. 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 Matt Stonder�a,City of Springfield,email: mstouder(a.d_springfield.or.us,FAX; (541) 736-1021
,I r i o t n o o o f i n
11/17/2010 12:09 FAX 5456 1021 CITY OF SPRINGFIE•PW 1 000
COMPLETE STUDY ITEMS For Official Use Only: MILK
m Based upon the information provided on the font of this sheet, the following represents a minimum of who(is needed for an •
application to be complete for submittal with respect to drainage;however, this list should not be used in lieu of the Springfield
Development Code(SDC)or the City's Engineering Design Manual. Compliance with these requirements does not constitute site
approval;Additional site specific information may be required. Note: Upon scoping sheet submittal, ensure completed form has
been signed in the space provided below:
Interim Design Standards/Watcr 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.
Po ❑ Where required,vegetative stormwater design shall be consistent with interim design standards(EDSPM Section 3.02),
set forth by the Bureau of Environmental Services (BES)or Clean Water Services(CWS).
;:G ❑ For new NI3R impervious area less than 15,000 square feet,a simplified design approach may be followed as specified
by the BES for vegetative treatment.
❑ If a stormwater treatment swale is proposed,submit calculations/specifications for sizing,velocity,flow,side slopes,
bottom slope,and seed mix consistent with either BES or CWS requirements.
ea ❑ Water Quality calculations as required in Section 3.03.1 of the EDSPM
❑ All building rooftop mounted equipment, or other fluid containing equipment located outside of the building, shall
be provided with secondary containment or weather resistant enclosure.
General Study Requirements(EDSPM Section 4.03)
❑ Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon.
7 ❑ 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.C)
❑ % A downstream drainage analysis as described in EDSPM Section 4.03 A.C. On-site drainage shall be governed by the
Oregon Plumbing Specialty Code(OPSC).
❑ E -Elevations of the FILL 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.
❑ NJ. 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 lb
load without failure of the pipe structure.
a
1-1 r. Morning's "n"values for pipes shall be consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to
achieve a minimum velocity of three(3)feet per second at 0.5 pipe full based on Table 4-1 as well.
Other/Misc
▪ ❑ 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 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: www.deo.state.or.us/wo/moundwalujchome.hem for more information.
WA ❑ Detention ponds shall be designed to limit runoff to pre-development rates for the 2 through 25-year storm events
"T is form shall be included as an attachment,inside the front cover,of the stormwater study
*IMPORTANT:ENGINEER PLEASE READ BELOW AND SIGN!
As the engineer of record,I hereby certify the above required items are complete and included with the submitted storrnwater study and
plan set.
Signature: Date:
Revised 11/19/09 10 of 10
• • Storm Drainage Evaluation
51:`-52nd E Main Street Redevelopment - Option C
Introduction
This evaluation was prepared to summarize the drainage system proposed for the 51st-52nd & Main
Street Redevelopment Option C. This storm drainage evaluation will determine the type and size of
water quality/quantity facilities that are acceptable to the City of Springfield. The 51st-52nd & Main
Street Redevelopment is located on the south side of Main Street and east of 51' Place and west of
52"d Street in Springfield, Oregon. The proposed project site is comprised of two tax lots,
TM 17023332 TL 6200 and TL 6300.
Existing Conditions
The existing site is bounded by Main Street to the north, 51" place to the west, 52" Street to the east
and residential to the south. The site consists of an existing building, a burned down existing building,
driveways and landscaping. The impervious surfaces consist of roofs. The pervious surfaces consist
of landscaping.
According to the Soils Survey of Lane County, Oregon, by the Natural Resource Conservation Service,
the soil at the site is Salem Urban Land Complex (Soil Number: 119, Hydrologic Group: B). Refer to
Appendix A for soils map information.
Proposed Site Conditions
The proposed project includes one new commercial buildings, three buildings with townhomes with
associated parking, sidewalks and landscaping. The parking and drive aisles will consist of asphalt
pavement and the sidewalks will be concrete.
Water Quality Treatment and Storm Water Conveyance System
The City of Springfield is encouraging as much infiltration on this site as possible. Therefore, the site
is proposed to have drainage basins which will flow to infiltration/detention basins located across the
site and pervious pavers will be installed in some parking spaces. The infiltration/detention basins will
be landscaped with appropriate vegetation and topsoil to allow treatment and infiltration of stormwater
with storage above for detaining stormwater. Detention of the stormwater runoff for the 10 year storm
is used to determine the reduction in service development charges.
Infiltration testing was conducted and the site was determined to have adequate infiltration rates to
serve the proposed improvements. See the table below for infiltration results and information.
Test Test Location Test Test Soils Measured
Depth infiltration Rate
1 Northwest corner 48" 0-12" Topsoil
of site 12-36" light brown clayey silt moist 4.5 inches/hour
36"-42" light brown clayey silt
42"-48" Bar Run
See Appendix B for the infiltration testing data. There are two proposed infiltration/detention basins
proposed on the site. Each is primarily treating/detaining parking areas. See Appendix C for the
proposed Drainage Basin Map for location of infiltration/detention basins and the areas they are
treating and infiltrating/detaining. Below is a brief description of each.
• • Storm Drainage Evaluation
51n-52nd 8 Main Street Redevelopment - Option C
Infiltration/Detention Basin A
Infiltration/Detention Basin A is located on the west side of the site and west of the proposed
restaurant. Infiltration/Detention Basin A will have asphalt parking and landscaping draining to it.
The basin draining to Infiltration/Detention Basin A is 0.22 acres. One side has a 3:1 side slope and
the other has a short retaining wall. Infiltration/Detention Basin A has approximately 800 cubic feet of
storage. Infiltration/Detention Basin A is bisected by a concrete sidewalk and a 6" storm pipe is
proposed to go under the concrete sidewalk to allow Infiltration/Detention Basin A to act as one basin.
Infiltration/Detention Basin A is two feet deep from the top of the growing medium to the overflow.
There is another 6" of freeboard above the overflow. The overflow for Infiltration/Detention Basin A
is connected to a proposed 8" storm line that is connected to a proposed 12" storm line in 5151 Place
that will be constructed under a Public Improvement Permit. The outlet structure has a 1-1/2" diameter
orifice set at elevation 494.50 to control the flow of water out of the infiltration/detention basin and
allow for a reduction in service development charges.
Infiltration/Detention Basin B
Infiltration/Detention Basin B is located on the north side of the site along Main Street and west of the
proposed ODOT driveway approach. Infiltration/Detention Basin B will have asphalt parking and
landscaping draining to it. The basin draining to Infiltration/Detention Basin B is 0.29 acres.
Infiltration/Detention Basin B is I'-6" deep from the top of the growing medium to the overflow and
has 3:1 side slopes. Infiltration/Detention Basin B has approximately 887 cubic feet of storage. The
overflow for Infiltration/Detention Basin B is connected to a proposed 4" storm line that is connected
to the existing public storm system in 52nd Street. The outlet structure has a 1-1/2" diameter orifice set
at elevation 495.25 to control the flow of water out of the infiltration/detention basin and allow for a
reduction in service development charges.
Other drainage basins on the site will be treated by double chambered catch basins with filter inserts
and conveyed through storm pipes to the public storm system.
Stormwater Runoff
Peak discharge rates for the post development conditions were generated using the Santa Barbara Unit
Hydrograph method. The King County Department of Public Works, Surface Water Management
Division, Hydrographs Programs, Version 4.21B computer program was used to assist in the
hydrologic calculations. See Appendix D for the stormwater runoff results. Below is a summary of
the results for each drainage basin.
Proposed Conditions Peak Discharge Rates (cfs)
Storm Basin A Basin B
WQ (0.83 inches/24 hours) 0.03 0.04
2 Year (3.3 inches/24 hours) 0.15 0.20
10 Year (4.3 inches/24 hours) 0.20 0.27
25 Year (4.8 inches/24 hours) 0.22 0.30
• • Storm Drainage Evaluation
51 `-52nd Ec Main Street Redevelopment - Option C
Infiltration Basin Sizing
Each infiltration/Detention basin is characterized in a spreadsheet to be used with the King County
Department of Public Works, Surface Water Management Division, Hydrographs Programs, Version
4.21B computer program for routing the developed storm through the infiltration basin. The routing
data can be found in Appendix D as well as the infiltration volumes and the required storage for each
infiltration/detention basin. Below is a summary of each infiltration/detention basin.
Infiltration Basin A
Below is a summary of the peak flow rates and the peak elevation the stormwater will get in
Infiltration Basin A during these specific storms.
Proposed Infiltration Basin A
Storm Peak inflow(cfs) Peak outflow (cfs) Water Elevation (feet)
WQ 0.03 0.01 494.32
2 Year 0.15 0.07 495.10
10 Year 0.20 0.08 495.36
25 Year 0.22 0.09 495.51
Infiltration Basin A has approximately 800 cubic feet of storage. The overflow is set at an elevation of
496.00. There is a 11/2" diameter orifice in the outlet structure and it is set at elevation 494.50. The
10 year storm event will be detained as much as possible to allow for a reduction in the service
development charges. The orifice and outlet are set above the water quality storm event to allow for
maximum storm water treatment. The water quality storm will infiltrate within 21 hours. The
infiltration basin will be landscaped in accordance with the City of Springfield requirements.
Infiltration Basin B
Below is a summary of the peak flow rates and the peak elevation the stormwater will get in
Infiltration Basin B during these specific storms.
Proposed Infiltration Basin B _ _
Storm Peak inflow (cfs) Peak outflow (cfs) Water Elevation (feet)
WQ 0.04 0.02 494.99 _ _
2 Year 0.20 0.09 495.56
10 Year 0.27 0.10 495.82
25 Year 0.30 0.11 495.96
Infiltration Basin B has approximately 887 cubic feet of storage. The overflow is set at an elevation of
496.25. There is a 1-1/2" diameter orifice in the outlet structure and it is set at elevation 495.25. The
10 year storm event will be detained as much as possible to allow for a reduction in the service
development charges. The orifice and outlet are set above the water quality storm event to allow for
maximum storm water treatment. The water quality storm will infiltrate within 21 hours. The
infiltration basin will be landscaped in accordance with the City of Springfield requirements.
The rest of the site will drain to double chambered catch basins with filter inserts located in the parking
areas and roof drains from the east commercial building and the townhouses will be directed to on-site
private storm line that eventually flows to the public storm system in 52nd Street.
• • Storm Drainage Evaluation
5r-52nd & Main Street Redevelopment - Option C
See Appendix D for stormwater runoff, routing and infiltration basin stage-storage-outflow
calculations. See Appendix E for Infiltration Swale section and double chamber catch basin with filter
insert.
• • Storm Drainage Evaluation
51Q-52nd ft Main Street Redevelopment - Option C
Appendix A
Soil Maps and Soil Data
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Hydrologic Soil Group–Lane County Area, Oregon• • 51ST-52ND&MAIN STREET REDEVELOPMENT
Hydrologic Soil Group
Hydrologic Soil Group—Summary by Map Unit—Lane County Area,Oregon
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
119 j Salem-Urban land complex ,B 1.5 100.0%
Totals for Area of Interest 1.5; 100.0%
•
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (ND, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission. •
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet..These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture.These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff- None Specified
Tie-break Rule: Lower
LSD.A Natural Resources Web Soil Survey 12/1/2010
Conservation Service National Cooperative Soil Survey Page 3 of 3
• • Storm Drainage Evaluation
51s`-52nd & Main Street Redevelopment - Option C
Appendix B
Infiltration Testing Report
• •
Project Name: D 8 J yk,r n 3l-r2c1.- S i f c
Project No.: °a ' fcy
Project Location: S 152. Pfc cc SP- rcic=: /1
Date of Field Work: /'//3(l° JOI
Comments: "r - S t o4'tcr tCtAj Lyc,,ghi— bt:clt Ley zM"
T-ore 6k ko t tr. P!(;£ (z 'E QC-Ai 4-up or- f c /!
°' LUAU
Infiltration Test No. (1` Depth Diameter 3 Vol. of Presat. I COL
Soil Description: it: Tor SA
d yoor Mode vat bseT mpg s7,
11– f.lcf>r
',¢, d 1frc
Time Time Elapsed Depth to Water Vol. of Water Added
L= 0
Infiltration Test No. 1 Depth Diameter Vol. of Presat.
Soil Description:
Time Time Elapsed Depth to Water Vol. of/Water Added
:40 Pei'1)'r ii3iv-t;n `s II (SA ") V
/3
Project Name: 067 tir'4tir,
Project No.: 01A- C("
Project Location: 45 led pre-,c :p Yr,v;:r, c (td
Date of Field Work: t(f (t c'
Comments: 6-c.c. p j
Infiltration Test No. c Depth Diameter Vol. of Presat.
Soil Description:
Time Time Elapsed Depth to Water Vol. of Water Added
Infiltration Test No. 5 Depth Diameter Vol. of Presat.
Soil Description:
Time Time Elapsed Depth to Water Vol. of Water Added
00 ere, Lb vv:Ork,
=o,�S? 0 I r Net broQgkV o
Project Name: oR,o fl in c- S `•``
Project No.: o ( °
Project Location: S Icr. Pie-ct sef (of
Date of Field Work: H r 5 Ito
Comments: c.c e Po t
Infiltration Test No. It Depth Diameter Vol. of Presat.
Soil Description:
Time Time Elapsed Depth to Water Vol of Water Added
U f � r-« ALINE St', t � � vy Initrc.t
Infiltration Test No. Depth Diameter Vol. of Presat.
Soil Description:
Time Time Elapsed Depth to Water Vol. of Water Added
• • Storm Drainage Evaluation
51s`-52nd 8 Main Street Redevelopment - Option C
Appendix C
Proposed Drainage Basin Map
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•
Storm Drainage Evaluation
51Q-52nd a Main Street Redevelopment - Option C
Appendix D
Stormwater Runoff& Infiltration Basin Sizing Calculations
•
Storm Drainage Evaluation
51“-52nd & Main Street Redevelopment - Option C
Infiltration Basin A-Water Quality Storm
******************** S.C.S. TYPE-1A DISTRIBUTION *******************
********* 1-YEAR 24-HOUR STORM **** . 83" TOTAL PRECIP. *******
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1
0. 03, 61, 0. 19, 98, 10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.2 .0 61 . 0 .2 98 .0 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.03 7 .83 432
ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
159-wgca.dev
RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE
SPECIFY [d: ] [path] filename[ .ext] OF ROUTING DATA
09159ca.rd
DISPLAY ROUTING DATA (Y or N) ?
Y
ROUTING DATA:
STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
494 . 00 .00 .0 .0
494 .25 .01 57 .0 .0
494 . 50 .02 125.0 .0
494 .75 .05 205.0 .0
495 . 00 .06 298.0 . 0
495 . 25 .08 404 .0 . 0
495 . 50 .09 524 .0 . 0
495 . 75 . 10 660.0 . 0
496. 00 . 11 812. 0 . 0
496. 25 .82 982.0 . 0
496. 50 2. 11 1171.0 .0
AVERAGE PERM-RATE: . 0 MINUTES/INCH
ENTER [d: ] [path] filename [ .ext] OF COMPUTED HYDROGRAPH:
159-wgca.dev
INFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT)
.03 .01 359
INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT)
.00 8 .33 494.32
PEAK STORAGE: 70 CU-FT
Storm Drainage Evaluation
5V-52nd Ft Main Street Redevelopment - Option C
Infiltration Basin A-2 Year Storm
******************** S.C.S. TYPE-1A DISTRIBUTION *******************
********* 2-YEAR 24-HOUR STORM **** 3. 30" TOTAL PRECIP. *******
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 1
0.03, 61, 0. 19, 98, 10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.2 .0 61 .0 .2 98.0 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.15 7. 83 2167
ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
159-2ca.dev
RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE
SPECIFY [d: ] [path] filename[ .ext] OF ROUTING DATA
09159ca.rd
DISPLAY ROUTING DATA (Y or N) ?
Y
ROUTING DATA:
STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
494 . 00 . 00 . 0 .0
494 . 25 .01 57.0 .0
494 . 50 . 02 125. 0 .0
494 . 75 . 05 205. 0 .0
495 . 00 . 06 298. 0 .0
495. 25 . 08 404 . 0 .0
495. 50 . 09 524 . 0 . 0
495. 75 . 10 660. 0 .0
496. 00 . 11 812. 0 .0
496. 25 .82 982.0 .0
496. 50 2. 11 1171 . 0 .0
AVERAGE PERM-RATE: .0 MINUTES/INCH
ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH:
159-2ca.dev
INFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT)
.15 .07 2206
INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT)
.00 8. 17 495.10
PEAK STORAGE: 340 CU-FT
• •
Storm Drainage Evaluation
5r-52nd Ft Main Street Redevelopment - Option C
Infiltration Basin A-10 Year Storm
******************** S.C.S. TYPE-1A DISTRIBUTION *******************
********* 10-YEAR 24-HOUR STORM **** 4 .30" TOTAL PRECIP. *******
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1
0. 03, 61, 0 . 19, 98, 10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.2 .0 61 .0 .2 98.0 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.20 7 .83 2907
ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
159-10ca.dev
RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE
SPECIFY [d: ] [path] filename[ .ext] OF ROUTING DATA
09159ca.rd
DISPLAY ROUTING DATA (Y or N) ?
Y
ROUTING DATA:
STAGE(FT) DISCHARGE (CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
494 . 00 . 00 .0 .0
494 .25 .01 57 .0 .0
494 . 50 .02 125.0 .0
494 . 75 .05 205.0 .0
495. 00 .06 298 .0 .0
495.25 .08 404 .0 - .0
495. 50 .09 524 .0 .0
495.75 . 10 660.0 .0
496. 00 . 11 812.0 .0
496. 25 . 82 982.0 .0
496. 50 2. 11 1171 .0 .0
AVERAGE PERM-RATE: .0 MINUTES/INCH
ENTER [d: ] (path] filename[ .ext] OF COMPUTED HYDROGRAPH:
159-10ca.dev
INFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT)
.20 .08 2908
INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT)
.00 8 . 33 495.36
PEAK STORAGE: 450 CU-FT
• •
Storm Drainage Evaluation
51s`-52nd & Main Street Redevelopment - Option C
Infiltration Basin A-25 Year Storm
******************** S.C.S. TYPE-1A DISTRIBUTION *******************
********* 25-YEAR 24-HOUR STORM **** 4 .80" TOTAL PRECIP. *******
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO. I
0. 03, 61, 0. 19, 98, 10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.2 .0 61 .0 .2 98.0 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.22 7 .83 3282
ENTER [d: ] [path]filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
159-25ca.dev
RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE
SPECIFY [d: ] [path] filename[ .ext] OF ROUTING DATA
09159ca.rd
DISPLAY ROUTING DATA (Y or N) ?
Y
ROUTING DATA:
STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
494 . 00 .00 . 0 . 0
494 . 25 .01 57 . 0 . 0
494 . 50 .02 125. 0 . 0
494 . 75 .05 205.0 . 0
495. 00 .06 298 .0 . 0
495 .25 .08 404 .0 . 0
495 . 50 .09 524 . 0 . 0
495 . 75 .10 660. 0 . 0
496. 00 .11 812 .0 . 0
496. 25 .82 982 . 0 . 0
496. 50 2. 11 1171 . 0 . 0
AVERAGE PERM-RATE: .0 MINUTES/INCH
ENTER [d: ] [path] filename [ .ext] OF COMPUTED HYDROGRAPH:
159-25ca.dev
INFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT)
.22 .09 3130
INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT)
. 00 8 .33 495.51
PEAK STORAGE: 1900 CU-FT
Storm Drainage Evaluation
51`t-52nd Ft Main Street Redevelopment - Option C
Infiltration Basin B-Water Quality Storm
******************** S.C.S. TYPE-1A DISTRIBUTION *******************
********* 1-YEAR 24-HOUR STORM **** .83" TOTAL PRECIP. *******
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1
0. 03, 61, 0.26, 98, 10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
. 3 .0 61.0 .3 98.0 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.04 7.83 591
ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
159-wqcb.dev
RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE
SPECIFY [d: ] [path] filename[ .ext] OF ROUTING DATA
09159cb.rd
DISPLAY ROUTING DATA (Y or N) ?
Y
ROUTING DATA:
STAGE(FT) DISCHARGE (CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
494 . 75 . 00 .0 .0
495 . 00 . 02 92.0 .0
495. 25 .07 208.0 .0
495. 50 . 09 351.0 .0
495. 75 . 10 520.0 .0
496. 00 . 11 704 .0 .0
496. 25 . 11 887.0 .0
496. 50 . 65 1071.0 . 0
AVERAGE PERM-RATE: .0 MINUTES/INCH
ENTER [d: ] [path] filename [ .ext] OF COMPUTED HYDROGRAPH:
159-wqcb.dev
INFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT)
.04 .02 521
INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT)
.00 8.50 494.99
PEAK STORAGE: 80 CU-FT
Storm Drainage Evaluation
51"-52n- & Main Street Redevelopment - Option C
Infiltration Basin B-2 Year Storm
******************** S.C.S. TYPE-1A DISTRIBUTION *******************
********* 2-YEAR 24-HOUR STORM **** 3.30" TOTAL PRECIP. *******
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1
0.03, 61, 0.26, 98, 10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.3 .0 61.0 .3 98. 0 10.0
PEAK-Q(CFS) - T-PEAK(HRS) VOL(CU-FT)
.20 7.83 2946
ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
159-2cb.dev
RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE
SPECIFY Ed: ] [path] filename[ .ext] OF ROUTING DATA
09159cb.rd
DISPLAY ROUTING DATA (Y or N) ?
•
Y •
ROUTING DATA:
STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
494 . 75 .00 .0 . 0
495. 00 .02 92 .0 . 0
495. 25 .07 208 .0 . 0
495. 50 .09 351 . 0 . 0
495. 75 . 10 520. 0 .0
496. 00 .11 704 .0 . 0
496. 25 .11 887 . 0 . 0
496. 50 . 65 1071. 0 . 0
AVERAGE PERM-RATE: .0 MINUTES/INCH
ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH:
159-2cb.dev
INFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT)
.20 .09 2937
INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT)
.00 8. 17 495.56
PEAK STORAGE: 390 CU-FT
Storm Drainage Evaluation
5V-52n° & Main Street Redevelopment - Option C
Infiltration Basin B-10 Year Storm
******************** S.C.S. TYPE-1A DISTRIBUTION *******************
********* 10-YEAR 24-HOUR STORM **** 4 .30" TOTAL PRECIP. *******
ENTER: A(PERV) , CN (PERV) , A(IMPERV) , CN (1MPERV) , TC FOR BASIN NO. 1
0. 03, 61, 0.26, 98, 10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.3 .0 61. 0 . 3 98 .0 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.27 7 .83 3939
ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
159-lOcb.dev
RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE
SPECIFY [d: ] [path] filename [ .ext] OF ROUTING DATA
09159cb.rd
DISPLAY ROUTING DATA (Y or N) ?
Y
ROUTING DATA:
STAGE(FT) DISCHARGE(CFS) STORAGE (CU-FT) PERM-AREA(SQ-FT)
494 .75 .00 .0 .0
495.00 .02 92 .0 .0
495.25 .07 208 .0 .0
495 .50 .09 351 .0 .0
495 .75 .10 520.0 .0
496.00 . 11 704 .0 .0
496.25 .11 887 .0 .0
496.50 .65 1071 .0 . 0
AVERAGE PERM-RATE: .0 MINUTES/INCH
ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH:
159-lOcb.dev
INFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFT.OW(CFS) OUTFLOW-VOL(CU-FT)
.27 .10 3963
INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT)
.00 8.50 495.82
PEAK STORAGE: 570 CU-FT
Infiltration Basin B-25 Year Storm
• •
Storm Drainage Evaluation
51s`-52nd £t Main Street Redevelopment - Option C
******************** S.C. S. TYPE-1A DISTRIBUTION *******************
********* 25-YEAR 24-HOUR STORM **** 4 .80" TOTAL PRECIP. *******
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 1
0. 03, 61,0.26, 98, 10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.3 .0 61. 0 .3 98.0 10.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.30 7.83 4441
ENTER [d: ] [path] filename[ .ext) FOR STORAGE OF COMPUTED HYDROGRAPH:
159-25cb.dev
RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE
SPECIFY [d: ] [path] filename[ .ext] OF ROUTING DATA
09159cb.rd
DISPLAY ROUTING DATA (Y or N) ?
Y
ROUTING DATA:
STAGE (FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
494 . 75 .00 .0 . 0
495. 00 . 02 92. 0 . 0
495. 25 .07 208.0 . 0
495. 50 .09 351. 0 . 0
495. 75 . 10 520.0 . 0
496. 00 . 11 704 .0 . 0
496. 25 . 11 887.0 . 0
496. 50 . 65 1071.0 . 0
AVERAGE PERM-RATE: .0 MINUTES/INCH
ENTER [d: ] [path] filename [ .ext] OF COMPUTED HYDROGRAPH:
159-25cb.dev
INFLOW/OUTFLOW ANALYSIS:
PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT)
.30 .11 4425
INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT)
. 00 8 .50 495.96
PEAK STORAGE: 670 CU-FT
Storm Drainage Evaluation
51s` 52nd ti Main Street Redevelopment - Option C
Appendix E
Vegetated Infiltration Basin and
Double Chambered Catch Basins with Fossil Filter Insert
•
0 f1 MINIMUM,
FOR PARKING LOTS,
PRE STOPS OR
3.1 AAA% - CURBS W/CUTS
SIDE SLOPES t FIAT280T1OM > - • 12-x12- CLEAR FLOW
(ryp) /-OVERFLOW AREA AT CUTOUTS
ri ELEVATION
2.
(SEE NOTE 29) ��. AV♦ A .� A
Y • �� ViceA:(1-2.) ' :(.\� 2 �1�(� ♦A t ♦:
12" (SEE NOTE 6) l v ^14„ t :01U ROCff`
Lie FILTER FABRIC,
SEE NOTE 7
•
SEE SW-150 FOR PIPING D(ISTWG SUBGRADE
CONFIGURATION.
1.Provide protection from all vehicle traffic, equipment staging, 6.Drain rock:
and foot traffic in proposed infiltration areas prior to,during, a.Size for infiltration basin: 1''A"-34"washed
and after construction. b.Size for flow-through basin:Y.."washed
c.Depth for Simplified: 12"
2.Dimensions: d.Depth for Presumptive:0-48",see talcs.
a.Width of basin:9'minimum.
b.Depth of basin(from top of growing medium to 7.Separation between drain rock and growing medium:
overflow elevation);Simplified: 12", Presumptive: Use filter fabric(see SWMM Exhibit 2-5)or
9"-18 a gravel lens(%-'/4 inch washed,crushed rock 2 to 3 inches
c.Flat bottom width:2'min. deep).
d.Side slopes of basin:3:1 maximum.
8.Growing medium:
3.Setbacks(from midpoint of facility): a.18"minimum
a.Infiltration basins must be 10'from foundations and b.See Appendix F.3 for specification or use
5'from property lines. . sand/loam/compost 3-way mix.
b.Flow-through swales must be lined with connection
to approved discharge point according to SWMM 9.Vegetation:Follow landscape plans otherwise refer to plant
Section 1.3. list in SWMM Appendix F. Minimum container size is 1
gallon. p of plantings per 100sf of facility area):
4.Overflow: a.Zone A(wet): 115 herbaceous plants OR 100
a.Overflow required for Simplified Approach. herbaceous plants and 4 shrubs
b.Inlet elevation must allow for 2"of freeboard, b.Zone B(moderate to dry): 1 tree AND 3 large
minimum. shrubs AND 4 medium to small shrubs.
c.Protect from debris and sediment with strainer or The delineation between Zone A and B shall be either at the
grate. outlet elevation or the check dam elevation,whichever is
lowest.
5.Piping:shall be ABS Sch.40,cast iron,or PVC Sch.40. 3"
pipe required for up to 1,500 sq ft of impervious area, 10. Install washed pea gravel or river rock to transition from
otherwise 4"min. Piping must have 1%grade and follow the inlets and splash pad to growing medium.
Uniform Plumbing Code.
11. Inspections:Call BDS IVR Inspection Line, (503)823-7000.
for appropriate inspections.
STORMWATER MANAGEMENT MANUAL TYPICAL DETAILS
- Simplified / Presumptive Design Approach - NUMBER
• Basin SW-140
Bureau of Environmental Services
j i • LOGARD rM
53" FILTER INSERT
(MODEL FGP-24F)
WOVEN MESH
93 FILTER BODY
Er]
Q =t NOTES:
I li '♦° .
`� BOX FABRICATED FROM
cv ral ♦ ♦�♦♦�♦♦• 10 GA. MATERIAL
j �,`♦� NEOPRENE GASKET
(TWO SIDES)
OUTLET f 48" LONG DUCTILE IRON SOLID LID
& DUCTILE IRON GRATE
PLAN VIEW
BIKE PROOF, HEAVY
I SILT & DEBRIS HIGH DUTY TRAFFIC GRATE
CONTAINMENT AREA FLOW SUPPORTS AASHTO
L22x2x6 BYPASS H25 LOADS
FRAME
53"
T_
' -.& tr±t
OUTLET ,Y -
' c
r
\—SEDIMENT TRAP
W/ HINGED l\_
xf
cv LID SEDIMENT
TRAP
I
1 i
48" 1 REPLACEABLE
j i ABSORBENT
SIDE VIEW POUCHES ISOMETRIC
SEDIMENT & HYDROCARBONS FILTRATION SYSTEM
STATE APPROVED — ASPHALT DIPPED
S
24"x42" 6"0 OUTLET
j SAND COLLECTOR CATCH BASIN DWG #
l PROJ. MAN. DOUG P D . PAUL G SCALE NONE
Gibson Steel Basins
SINCE 1972 DATE: JAN. 23, 06 MODEL: SCBF10-42HB-6
247 Washington St. Eugene, Or. 97401 ph:(541) 687 — 8672 fax:344-0207