HomeMy WebLinkAboutPlan, Final APPLICANT 12/22/2020Revision Notes on Summary
SPRINGFIELD
TYPE I MINIMUM DEVELOPMENT STANDARDS - MAJOR
STAFF REPORT & DECISION 6k
OREGON
Project Name: Part Lumber Storage Buildings and Warehouse
Nature of Application: Type I Minimum Development Standards —Major (MDS) Review
Case Number: 811-20-000172-TYPI f
Project Locution: 1291 South A Street aa>•
(Map 17-03-35-01 TL 8900 & 9200)
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Current Site Conditions: Site is developed s
with an existing warehouse commercial —_
building, driveway, parking lot and driving
aisles, lumber storage yard, and paved track
maneuvering areas.
Zoning: Heavy Industrial (HI)
Comprehensive Plan Designation:
HI (Metra Plan)
Zoning of Surrounding Properties:
Low Density Residential (LDR),
Community Commercial (CC) and HI
Application Submitted Date: September 22, 2020
Decision Issued Date: October 23, 2020
Recommendation: Approval with Conditions
Associated Applications: 811-17-000133-TYP I (Minimum Development Standards —Major)
CITY OF SPRINGFIELD DEVELOPMENT REVIEW TEAM
POSITION
REVIEW OF
NAME
PHONE
Project Manager
Planning
Andy Limbird
541-726-3784
Transportation Planning Engineer
Transportation
Michael Liebler
541-736-1034
Public Works Civil Engineer
Utilities
Clayton McEachem
541-736-1036
Public Works Civil Engineer
Sanitary & Storm Sewer
Clayton McEachem
541-736-1036
Deputy Fire Marshal
Fire and Life Safety
Eric Phillips -Meadow
541-726-2293
Building Official
Building
Chris Carpenter
541-736-1029
Applicenr.
Melinda McMillan
Ankrom Moisan Architects Inc.
38 NW Davis, Suite 300
Portland OR 97209
Property Owner.
Dave Frank
Parr Lumber Co. Springfield LLC
5360 NW Century Blvd
Hillsboro OR 97124
Applicant's Representative:
Brad Kilby
Harper Hoof Peterson Righellis Inc.
205 SE Spokane St, Suite 200
Portland OR 97202
Purpose: Minimum Development Standards (MDS) are intended to support economic development by minimizing
City review for minor additions, expansions or changes in use. MDS shall ensure compliance with specific
appearance; transportation safety and efficiency; and stormwater management standards specified in the Springfield
Development Code (SDC) and otherwise protect public health, safety and welfare.
Proposal: The applicant is seeking approval for construction of two covered sheds for lumber storage and a new
—5,168 fta warehouse building with truck loading dock in the southeast comer of the site. Concurrent with
construction of the new buildings, the applicant is proposing to repave a portion of the lumber storage yard and vehicle
circulation area and to install two vegetated stonnwater management facilities — all within the southern half of the site.
The site was previously approved for a change of use to a retail lumber yard and warehouse commercial building
through Minimum Development Standards Case 811-17-000133-TYPI. The applicant requested and was granted
deferral of the requirement to install a sanitary drain to serve the trash enclosure so this remains an outstanding item.
The remainder of the required improvements conditioned by the land use decision were completed and the site has
been in operation since 2018.
The proposed covering and enclosing of the lumber storage racks along with construction of a new warehouse building
and truck loading dock triggers the requirement for a Minimum Development Standards approval, and the overall area
of affected impervious surfaces and new building rooftops elevates the review to an MDS Major.
Criteria of Approval: In order to grant MDS Major approval, the Director shall determine compliance with Criteria
A -H of SDC 5.15-120 as specified below:
A. A five-foot wide landscaped planter strip, including street trees, with approved irrigation or approved
drought resistant plants as specified in SDC Sections 4.4-100 and 4.2-140 shall be installed between the
sidewalk and parking areas or buildings.
Finding: In accordance with SDC 4.2-140 and SDC 4.4-105, street trees are required within the public right-of-
way or can be planted on private property where there is insufficient room in the curbside planter strip. Street trees
are to be minimum 2 -inch caliper at the time of planting and taken from the City's Approved Street Tree list found
in Appendix 6A of the City's Engineering Design Standards and Procedures Manual (EDSPM). The applicant is
proposing to retain the existing landscaping installed along the property frontage on South A Street. No other
street frontage landscaping is proposed with the subject development application.
Finding: Maintenance of street trees in the public right-of-way is the responsibility of the City. However,
maintenance of the streetside planter strip and any street trees located on private property is the responsibility of
the adjacent landowner in accordance with SDC 4.2-135.
Conclusion: As proposed, this requirement has been met.
® Complies as Shown on Plot Plan
0 Proposal Complies when the following revision is made:
N/A
B. Trash receptacles shall be screened, covered and connected to the sanitary system in accordance with the
Engineering Design Standards and Procedures Manual as applicable. All outdoor storage areas shall be
screened by a structure or enclosure permanently affixed to the ground as specified in Section 4.4-110.
Finding: In accordance with SDC 4.4-110.A.4, all trash and recycling enclosures shall be covered and screened
from view. Outdoor storage and vehicle parking areas abutting residential properties also shall be screened.
Finding: In accordance with Chapter 3.02.4.A of the City's EDSPM and Section 3.4 of the City of Eugene
Stonnwater Management Manual, trash enclosure areas shall be covered and hydraulically isolated from potential
stonnwater runoff, and directed to the sanitary system.
Finding: The applicant installed a new trash and recycling enclosure on the site behind the warehouse commercial
building in conjunction with the previous MDS Major approval issued in 2017 (Case 811-17-000133-TYPI). The
existing trash enclosure is covered and screened, but is not equipped with a floor drain that is connected to the
sanitary sewer system.
Finding: The applicant requested deferral of the sanitary sewer connection requirement for the trash enclosure in
2018 to facilitate issuance of occupancy and commencement of operations on the site. Staff agreed to the deferral
and advises that the floor drain and sanitary sewer connection now will need to be installed for the trash enclosure
concurrent with this project.
Conclusion: As conditioned herein, this requirement has been met
13 Complies as Shown on Plot Plan
® Proposal Complies when the following revision is made:
1. The Final Plot Plan shall provide far installation of a Boor drain that is plumbed to the sanitary
sewer system for the existing trash and recycling enclosure on the site.
C. Bicycle parking spaces shall be added to meet the numerical standards for the appropriate use or upgraded
to meet the standards specified in SDC Sections 4.6-140, 4.6-145 and 4.6-155.
Finding: The applicant previously installed a sufficient number of bicycle parking spaces on the site in
conjunction with MDS approval 811-17-000133-TYPI. Because the subject application adds additional covering
for the existing lumber storage racks, and unoccupied warehouse storage space in the new building, no additional
bicycle parking is required for this application,
Conclusion: As proposed, this requirement has been met.
® Complies as Shown on Plot Plan
13 Proposal Complies when the following revision is made:
N/A
D. Parking and circulation areas shall be provided. Paving, striping and wheel stops shall be installed as
specified in SDC Sections 4.6-100 and 4.6-120. Required paving and other impervious surfaces on the site
shall comply with on-site stormwater management standards as specified in SDC Section 4.3-110.
Finding: In accordance with SDC 4.6-110.A.1 & 2, off-street parking is required for all industrial uses, including
changes of use or intensification of use on an existing industrial site.
Finding: In accordance with SDC 4.6-120.A & C, all parking areas shall have a durable, dust -free surface of
asphalt, concrete or other acceptable materials. All parking stalls fronting onto walkways, structures or landscaped
areas shall have a secured wheel stop or linear curb installed to prevent vehicle encroachment. Alternatively, the
landscaping and walkway areas can be widened and designed to accommodate a minimum of two feet (24 inches)
of bumper overhang.
Finding: In accordance with SDC 4.6-120.C, all parking spaces shall be permanently and clearly marked with
striping and (if necessary) symbols including standard, compact, and handicap accessible spaces. Any pedestrian
crossing areas within the parking lot also need to be appropriately delineated.
Finding: The applicant previously installed standard and handicap accessible parking spaces on the site in
conjunction with MDS Major approval 811-17-000133-TYPl. Because the current proposal is to cover existing
lumber storage racks and to construct a new, unoccupied warehouse building there is no additional vehicle parking
requirement generated by this application. In the event that on-site parking demand exceeds available supply,
vehicle parking would overflow to portions of the truck loading and vehicle maneuvering areas and into the lumber
storage yard driving aisles, and would not impact public rights-of-way or adjacent sites. Therefore, the existing
33 parking spaces developed on the site are sufficient for this proposal.
Finding: The applicant is proposing to heat runoff from the site using the existing network of catch basins prior to
discharge to the public stormwater system in South A Street. Stormwater management facilities are addressed in
more detail in Section H below.
Conclusion: As proposed, this requirement has been met.
® Complies as Shown on Plot Plan
❑ Proposal Complies when the following revision is made:
N/A
E. Access from the proposed development area to the public right-of-way shall comply with SDC Section 4.2-
120.
Finding: Section 4.2-105.6.2 of the SDC requires that whenever a proposed land division or development will
increase traffic on the City street system and that development has any unimproved street frontage abutting a fully
improved street, that street frontage shall be fully improved to City specifications. Along the property frontage,
South A Street is fully developed to urban standards with paving, curb and gutter, lane striping, and striped bicycle
lane. The sidewalk and other improvements along the subject property frontage are in good condition.
Finding: The applicant is not proposing to modify the public street frontage of the site.
Funding: In conjunction with MDS Major approval 811-17-000133-TYP I, the applicant previously obtained state
and local permits and installed a new commercial driveway approach onto South A Street along the northern
property frontage. The applicant is not proposing to adjust the existing driveway, and no modifications to the site
access are required for this project.
Conclusion: As proposed, this requirement has been met.
0 Complies as Shown on Plot Plan
❑ Proposal Complies when the following revisions are made:
N/A
F. Concrete sidewalks shall be installed where the proposed development area abuts a curb and gutter street
as specified in SDC Section 4.2-135.
Finding: In accordance with SDC 5.15-120.F, concrete sidewalks shall be installed where the site abuts a curb and
gutter street as specified in Section 4.2-135. The subject site has frontage on South A Street along the north
boundary, and there is an existing curbside sidewalk along the property frontage. The applicant is not proposing to
change the existing sidewalk configuration along the South A Street frontage of the site.
Finding: In accordance with Section 3.310 of the City's Municipal Code, the property owner is responsible for
repair, replacement, or reconstruction of any damaged sidewalk along the street frontage of the property.
Conclusion: As proposed, this requirement has been met.
® Complies as Shown on Plot Plan
❑ Proposal Complies when the following revision is made:
N/A
G. Streetfights required to serve the development area shall be installed as specified in SDC Section 4.2-145.
Finding: The applicant previously improved the street lighting fixtures and positioning of the street light heads in
conjunction with MDS Major approval 811-17-000133-TYP I. The street lights along the property frontage now
meet current City standards and no additional modifications are required.
Conclusion: As proposed, this requirement has been met.
® Complies as Shown on Plot Plan
❑ Proposal Complies when the following revisions are made:
N/A
H. The development area shall connect to public utilities as specified in SDC Sections 4.3-105, 4.3-110, 4.3-120,
4.3-125 and 4.3-130 and comply with the Springfield Building Safety Codes, where applicable. Easements
may be required as specified in Section 4.3-140.
Finding: A full suite of urban utilities already exist or are available to serve the site, including sanitary sewer,
storm sewer, water, electricity and telecommunications.
Water Service
Finding: The applicant is proposing to retain the existing potable and fire water line connections to the public
system in South A Street, and to install a new dedicated private fire line and private fire hydrant near the southwest
comer of the existing warehouse commercial building. The existing and proposed connections should be sufficient
for the proposed development.
Electrical Service
Finding: The applicant is proposing to use the existing electrical service to the site, which should be sufficient for
the proposed development.
Sanitary Sewer
Finding: Section 4.3-105.A of the SDC requires that sanitary sewers shall be installed to serve each new
development and to connect developments to existing mains. Additionally, installation of sanitary sewers shall
provide sufficient access far maintenance activities.
Finding: Pursuant to Chapter 3.02.4.e of the City's Engineering Design Standards and Procedures Manual and
Section 3.6 of the City of Eugene Stormwater Management Manual, loading docks and hash enclosures shall be
covered and hydraulically isolated from potential stormwater runoff, and directed to the sanitary sewer system (see
also Section B above). The applicant is proposing to install a new truck loading dock to serve the warehouse
building in the southwest corner of the site. The proposed loading dock drain discharges to the on-site stormwater
management facility. However, there is no drain at the loading dock interface that is plumbed to the sanitary sewer
system. Additionally, the applicant is proposing to have only a 2 -foot roofline overhang above the loading dock
area. The overhang will need to comply with the requirements of Section 3.6 of the Eugene Stormwater
Management Manual to allow for hydraulic isolation of the loading dock interface and the sewer drain.
Alternatively, a sufficiently -sized canopy or awning could be installed to provide suitable coverage for the loading
dock interface.
Stormwater Manaeement
Finding: Section 4.3-1103 of the SDC requires that the Approval Authority shall grant development approval
only where adequate public and/or private stormwater management systems provisions have been made as
determined by the Development & Public Works Director, and consistent with the City's EDSPM.
Finding: Section 4.3-110.0 of the SDC states that a stormwater management system shall accommodate potential
runoff from its entire upstream drainage area, whether inside or outside of the development.
Finding: Section 4.3-1 IO.D of the SDC requires that runoff from a development shall be directed to an approved
stonnwater management system with sufficient capacity to accept the discharge.
Finding: Section 4.3-110.E of the SDC requires new developments to employ drainage management practices that
minimize the amount and rate of surface water runoff into receiving streams, and that promote water quality.
Finding: To comply with Sections 4.3410.1) & E, stonnwater runoff from the portion of the site being
redeveloped will be treated with a combination of infiltration rain gardens and catch basin filters. The existing site
is effectively 100% impervious and the overall site discharge will be to its historic collection point on the western
property boundary.
Water Ouah
Finding: Under Federal regulation of the Clean Water Act (CWA), Endangered Species Act (ESA), and National
Pollutant Discharge Elimination System (NPDES), the City of Springfield has obtained a Municipal Separate
Storm Sewer System (MS4) permit. A provision of this permit requires that the City demonstrates efforts to
reduce the pollution in urban stormwater to the Maximum Extent Practicable (MEP).
Finding: Federal and Oregon Department of Environmental Quality (ODEQ) rules require that the City's MS4
plan addresses six "Minimum Control Measures." Minimum Control Measure 5, 'Post -Construction Stormwater
Management for New Development and Redevelopment," applies to the proposed development.
Finding: Minimum Control Measure 5 requires the City of Springfield to develop, implement and enforce a
program to ensure the reduction of pollutants in stonnwater runoff to the MEP. The City must also develop and
implement strategies that include a combination of structural or non-structural Best Management Practices (BMPs)
appropriate for the community.
Finding: Minimum Control Measure 5 requires the City of Springfield to use an ordinance or other regulatory
mechanism to address post construction runoff firam new and re -development projects to the extent allowable
under State law. Regulatory mechanisms used by the City include the Springfield Development Code (SDC), the
City's EDSPM and the Stormwater Facilities Master Plan (SFMP).
Finding: Section 3.01 of the City's EDSPM states the Development & Public Works Department will accept, as
interim design standards for stornwater quality, water quality facilities designed pursuant to the policies and
procedures of the City's EDSPM and the City of Eugene Stormwater Management Manual.
Finding: Section 3.02 of the City's EDSPM states all public and private development and redevelopment projects
shall employ a system of one or more post -developed BMPs that in combination are designed to achieve at least a
70 percent reduction in the total suspended solids in the runoff generated by that development. Section 3.03.4.E of
the manual requires a minimum of 50 percent of the non -building rooftop impervious area on a site shall be treated
for stonnwater quality improvement using vegetative methods.
Finding: To meet the requirements of the City's MS4 permit, the SDC, and the City's EDSPM, the applicant is
proposing to use a combination of infiltration planters and filtering catch basins on the site.
Finding: The vegetation proposed for use in the planters will serve as the primary pollutant removal mechanism
for the stonnwater runoff, and will remove suspended solids and pollutants through the processes of sedimentation
and filtration. Satisfactory pollutant removal will occur only when the vegetation has been fully established.
Finding: The applicant has provided a sample cross-section diagram for the proposed infiltration planters but no
plant species list or planting schedule is included.
Finding: The applicant has supplied an Operations and Maintenance Agreement that includes the infiltration
planters but does not include the catch basin filters.
Fire Protection
Finding: The Eugene -Springfield Fire Department advises that the development site has sufficient access and
water supply for fire protection. The applicant has proposed to install a new private fire hydrant near the
southwest corner of the main warehouse commercial building on the site. The proposed fire hydrant would
provide fire protection for the entire site.
Finding: The applicant has clarified that building supplies — specifically, windows and doors — will be stored
inside the new warehouse building and will comply with maximum overall stack height for Class BI stored
materials.
Drinkin¢ Water Protection
Finding: The site is within the mapped 20+ year Time of Travel Zone (TOTZ) for the Q Street drinking water
wellhead. The TOTZ should be noted on the Final Plot Plan as a reference contour for the City's drinking water
wells. Based on the nature of the proposed development on the site (i.e. covered storage for commercial lumber
and building materials), a Drinking Water Protection (DWP) permit is not required for this proposal. However,
staff recommends observing "best practices" water quality protection measures during construction and operation
of the facility.
Finding: During site construction and operation, the applicant and their contractors shall be responsible for the
safe handling and storage of chemicals, petroleum products, and fertilizers and the prevention of groundwater and
stonnwater runoff contamination. The applicant should maintain a spill response kit at the site in the event of a
hazardous materials spill.
Finding: A standard Springfield wellhead protection sign will need to be posted outside the truck loading dock of
the new warehouse building.
Public and Private Easements
Finding: Section 4.3-140.A of the SDC requires applicants proposing developments to make arrangements with
the City and each utility provider for the dedication of utility easements necessary to fully service the development
or land beyond the development area. The minimum width for all other public utility easements shall be 7 feet.
The Development & Public Works Director may require a larger easement to allow for adequate maintenance.
Finding There is an existing, vintage, public stonnwater main crossing the site at a skewed east -west alignment.
The existing stormwater line runs beneath the building and does not appear to lie within a public utility easement.
❑ Complies as Shown on Plot Plan
Proposal Complies when the following revisions are made:
2. The Final Plot Plan and architectural drawings for the warehouse building shall provide for a roof
overhang above the truck loading dock bay door that meets the requirements of Section 3.6 of the
Eugene Stormwater Management Manual. Alternatively, another mechanism such as an awning or
canopy providing sufficient coverage shall be provided for the loading dock area.
3. The Final Plot Plan shall provide for a sanitary Door drain for the base of the truck loading dock
interface at the new warehouse building. The Door drain shall be hydraulically isolated and plumbed
to the sanitary sewer system.
4. Prior to approval of the Final Plot Plan, the applicant shall provide an Operations and Maintenance
plan acceptable to the Cit' ensuring the long-term maintenance and operation of the catch basin
filters as well as the infiltration planters, consistent with the maintenance criteria in Section 3.03.1 of
the EDSPM. The plan shall designate maintenance responsibility for operating and maintaining the
system, and should be distributed to all property owners and tenants of the site.
5. Prior to approval of the Final Plot Plan, the applicant shall submit a suitable vegetation plan for the
infiltration planters to be used on the site. The vegetation plan shall list the species and number of
plants to be installed in each planter. The City of Eugene Stormwater Management Manual and
Chapter 6 of the EDSPM may be referenced for design.
6. The Final Plot Plan shall provide for installation of a standard wellhead protection sign at the truck
loading dock for the new warehouse building.
SUMMARY
Timelines and Required Revisions: The applicant has 90 days from the date of this decision (ic. by January 21,
2021) to submit a Final Plot Plan demonstrating compliance with the following required revisions:
1. The Final Plot Plan shall provide for installation of a Door drain that is nlumhed to the sanitary sewer
system for the existing trash and recycling enclosure on the site. New drain included. See Civil sheets.
2. The Final Plot Plan and architectural drawings for the warehouse building shall provide for a roof
overhang above the truck loading dock bay door that meets the requirements of Section 3.6 of the Eugene
Stormwater Management Manual. Alternatively, another mechanism such as an awning or canopy
providing sufficient coverage she!! he prarided ar!he !o_d!^.g d^_^k =r^e.
Overhang revised, new drain included. See Arch and Civil sheets.
3. The Final Plot Plan shall provide Por a sanitary uoor drain Por the base of file truck ivaiiwg riuck inieriawe
at the new warehouse building. The Door drain shall be hydraulically isolated and plumbed to the sanitary
sewer system. New drain included. See Civil sheets.
4. Prior to approval of the Final Plot Plan, the applicant shall provide an Operations and Maintenance plan
acceptable to the Cit ensuring the long-term maintenance and operation of the catch basin filters as well as
the infiltration planters, consistent with the maintenance criteria in Section 3.03.1 of the EDSPM. The plan
shall designate maintenance responsibility for operating and maintainine the system, and should be
distributed to all property owners and tenants of the site. O&M Included In new documents.
5. Prior to approval of the Final Plot Plan, the applicant shall submit a suitable vegetation plan for the
infiltration planters to be used on the site. The vegetation plan shall list the species and number of plants to
be installed in each planter. The Cit, of Eugene Stormwater Management Manual and Chanter 6 of the
EDSPM may be referenced for desigm planting plan included in new documents. See Civil sheets.
6. The Final Plot Plan shall provide for installation of a standard wellhead protection sign at the truck loading
dock for the new warehouse building. Signage noted. See Civil sheets.
In order to complete the review process, a Development Agreement is required within 90 days train the date of Final
Plot Plan approval to ensure the terms and conditions of this application are binding upon both the applicant and the
City. This agreement will be prepared by Staff upon approval of the Final Plot Plan, and must be signed by the
property owner prior to issuance of a building permit or occupancy.
THE APPLICANT MAY SUBMIT CONSTRUCTION OR BUILDING PLANS TO OTHER CITY DEPARTMENTS
FOR REVIEW PRIOR TO FINAL PLOT PLAN APPROVAL IN ACCORDANCE WITH SDC 5.17-135 AT THEIR
OWN RISK. ALL CONCURRENT SUBMITTALS ARE SUBJECT TO REVISION FOR COMPLIANCE WITH
THE FINAL PLOT PLAN. A DEVELOPMENT AGREEMENT IN ACCORDANCE WITH SDC 5.17-140 WILL
NOT BE ISSUED UNTIL ALL PLANS SUBMITTED BY THE APPLICANT HAVE BEEN
REVISED. CONFLICTING PLANS CAUSE DELAYS.
The construction of the required improvements shall begin within two (2) years of the execution of the Development
Agreement. If the established timeline cannot be met, the applicant may submit a written request for a timeline
extension as specified in SDC Section 5.15-125.C.
The Director may allow a one-time extension of the two year start of construction time line due to situations including
but not limited to, required permits from the City or other agencies, weather conditions and the unavailability of
asphalt or the unavailability of street trees. If the time extension is allowed, security shall be provided as specified in
SDC Section 5.17-150. The time line extension shall not exceed an additional one year.
If the established timeline is not met and the applicant has not requested an extension, the Director shall declare the
application null and void if the property is occupied and the property owner shall be considered in violation of this
Code. If the established timeline is not met and the applicant has requested an extension and that timeline has not been
met, the Director may require that the improvements be installed as specified in SDC Section 5.17-150.
Additional Information: The application, all documents, and evidence relied upon by the applicant, and the
applicable criteria of approval are available for free inspection and copies are available for a fee at the Development
Services Department, 225 Fifth Street, Springfield, Oregon.
Appeals: This Type I Ministerial decision is exempt from the provisions of ORS 197.195, 197.763 and 227.173 and
therefore cannot be subject to the appeal provisions of SDC Section 5.3-100, Appeals. In the event the applicant
disagrees with the application of the development standards in this decision, the applicant may request a Type IB
Formal Interpretation or a Type II Site Plan Review application.
Questions: Please call Andy Limbird in the Land Development Division of the Development & Public Works
Department at (541) 726-3784 or email alimbird@soringf Id -or goy if you have any questions regarding this process.
Prepared by:
Qwelry, �im�vea�
Andy Limbird
Senior Planner
Please be advised that the following is provided for information only and is not a
component of the Minimum Development Standards decision.
FEES AND PERMITS
SYSTEMS DEVELOPMENT CHARGE:
Pay applicable Systems Development Charges when building permits are issued for developments within the City
limits or within the Springfield Urban Growth Boundary. (The cost relates to the amount of increase in impervious
surface area, transportation trip rates, and plumbing fixture units. Some exceptions apply to Springfield Urban Growth
areas.) [Springfield Code Chapter 11, Article 11]
Systems Development Charges (SDCs) will apply to the construction of buildings and site improvements within the
subject site. The Charges will be based upon the rates in effect at the time of permit submittal for buildings or site
improvements on each portion or phase of the development. Staff can prepare an SDC estimate for the proposed
project on request. The final charge will be calculated at the time of Building Plans submittal using documents
submitted for the Building Permits.
OTHER CITY PERMITS:
Encroachment Permit or Sewer Hookup Permit (working within rigbt-of-way or public easements) example: new tap
to the public storm or sanitary sewer, or adjusting a manhole. [The current rate is $345.00 for processing plus
applicable fees and deposits]
Land & Drainage Alteration Permits (LDAP) for stripping and/or grading activities. [Contact the Springfield
Development & Public Works Department @ 541-726-5849 for appropriate applications/requirements]
ADDITIONAL PERMITS/APPROVALS MAY BE NECESSARY:
• Building Permit(s) for plumbing, electrical and structural work on the site
• Building and Fire inspections for any buildings or portions of buildings being constructed
• Commercial Paving Permit, if applicable
O&M Plan
Parr Lumber — Phase 2
Stormwater Operations and Maintenance Plan
Parr Lumber — Phase 2
December 17, 2020
Prepared by: Kelly Ota, P.E.
Harper Houf Peterson Righellis Inc.
205 SE Spokane Street
Portland, OR 97202
Responsibility
These facilities are to be maintained by the Owner. The system can easily be maintained by maintenance
staff, and this maintenance plan can be used as a reference for that work.
Property Legal Description:
Township 17 South Range 3 West, Section 35, SE Y, NE Y, Taxlot 9200
Description
Stormwater management for the redeveloped southern portion ofthis site is met using infiltration rain
gardens. The released flows from these facilities are collected on-site and directed to an existing private
site storm line. This private storm line flows to a public storm line, which exists on site through an
easement to the city.
Infiltration rain gardens are landscaped basins used to infiltrate, detain, and filter stormwater runoff,
allowing pollutants to settle and filter out as stormwater infiltrates into the soil. Higher flows will overflow
the rain garden and flow into the piped system.
Existing stormwater catch basins impacted by this redevelopment will be retrofitted with Flogard insert
filters. Flogard inserts provide solids filtration through a filter liner and hydrocarbon capture with an
absorbent pouched material.
Notice of Operations and Maintenance Agreement
Private Stormwater Management and Treatment System
The undersigned owner(s), is hereby given notice that stormwater runoff from the "Property' described below
requires stormwater management facilities to be located, designed, and constructed in compliance with the City
of Springfield's Engineering Design and Procedures Manual. Said facilities shall be operated and maintained
in accordance with the Operations and Maintenance Agreement (O&M Agreement) on file with the City of
Springfield, Development and Public Works Department.
Parr Lumber (Property Owner/Developer)
acknowledges and agrees to maintain private stonnwater treatment facilities listed in this document. The
maintenance of the stomnwater facilities listed in this document is required as part of the Development
Agreement with the City of Springfield. This facility will be operated and maintained in accordance with the
requirements stated in this document and in the latest edition of the City of Springfield Engineering Design
Standards and Procedures Manual, Chapter 3. The City reserves the right to enter and inspect any stow nwater
facility located on the "Property' to ensure the facilities are operating as designed. Failure of the responsible
party to inspect and maintain the facilities can result in an adverse impact to the public stomnwater system and
the quality of receiving waters.
The requirement to operate and maintain the stonnwater treatment facilities in accordance with the approved
site development agreement and the site O&M Agreement is binding on all current and future owners of the
property. The Agreement and its O&M Plan may be modified under written consent of new owners with
written approval by and re -filing with the City. The O&M Agreement and O&M Plan for facilities constructed
pursuant to this notice are available at the Development and Public Works Department, 225 Fifth St, Springfield
Oregon, or call (541)-736-3753, between the hours of S a.m. and 5 IT m., Monday through Friday.
The Subject premises, is legally described as follows: (Tax lot minter cannot be usedto describe the property. Legal
rkscriphons may be obtatredfronn the conolly assessor's office).
SEE EXHIBIT "A"
ATTACHED HERETO AND INCORPORATED HEREIN BY REFERENCE
By signing below, the signer accepts and agrees to the terms and conditions contained in the Operations and
Maintenance Plan and in any documents attached. This instrument is intended to be binding upon the parties
hereto, their heirs, successors, and assigns.
In Witness whereof, the undersigned has executed this instrument on this day of
20
Owner(s):
Signature
Print Name
STATE OF OREGON, County of Lane,
❑ Thus instrnment as acknowledged beforeme on
by , owner(s) of the above
described premises.
❑ Thus instrnment as acknowledged beforeme on
by
as
of
Notary Public for Oregon
RETURN TO: CITYOF SPRINGFIELD
DEVELOPMENT &PUBLIC WORKS DEPT.
225 FIFTH ST.
SPRINGFIELD, OREGON 97477
owner(s) of the above described
My Commission Expires
RESERVE THIS SPACE
FOR RECORDING STICKER
"Avoid $20 nonstanda orc (font too small)...
Print this form on Legal size paper."
Appendix 3A-1 RevontTltD Page 1 of 1 EDSP Adopted December 03, 2012
Land I
Owner
Phone
Mailin
Site
Operations and Maintenance Agreement
Private Stormwater Management and Treatment System
Site Map and Tax lot No.: 1703354109200
(Or attach document with adrfltional lot information ifthe facility crosses more than one lot)
Type ofFacility(ies) Rain Gardens and Flocard catch basin inserts
Requirements
1) Stormwater Management Site Plan, (min. 8 1/2" x 11" attached to this form) showing the location of
the facility(ies) in relation to building structures or other permanent monuments on the site, sources of
runoff entering the facility(ies), and where stormwater will be discharged to after leaving the
fmility(ies). Landscape and vegetation should be clear on the Plan submitted or submit a separate
Landscape Plan document showing vegetation type, location, and quantity (landscape plan). These
can be the same Plans submitted for development review.
The stormwater management facility(ies) shown on the Site Plan are a required condition of
development approval for the identified property. The owner of the identified property is required to
operate and maintain the facility(ies) in accordance with the Facility Specific Operation and
Maintenance Plans) (O&M Plan(s)) attached to this form and on file with the City. The O&M Plan
for the facility(ies) will be available at the Development and Public Works Department, 225 5's Street,
Springfield, Oregon between the hours of 8 a.m. and 5 p.m, Monday through Friday.
2) Financially responsible party (circle one):
Property Owner Homeowner Association Other (describe)
3) Party(ies) responsible for maintenance (only if other than owner).
Daytime phone no. (�
Emergency/after-hours contact phone no
Maintenance Contact Party(ies) Name & Business Address:.
4) Maintenance practices and schedule for the stormwater fmility(ies) are included in the Facility
Specific O&M Plan(s) attached to this form and filed with the Development and Public Works
Department, City of Springfield. The operation and maintenance practices are based on the version of
the City of Eugene's Stomrwater Management Manual in effect at the date of development
application, as modified by any plans attached to this document at the time of signing.
Application Date:
By signing below, Filer accepts and agrees to the terns and conditions contained in the Operations and
Maintenance Plan(s) and in any document executed by Filer and recorded with it.
Filer Signature:
Print Name:
Appendix 3A-2 Rev 01/26/16 Page 1 of 1 EDSP Adopted December 03, 2012
_ EXISTING COLLECTION 1
POINT FOR BASIN P1
(ROADWAY GUTTER)
EXISTING COLLECTION �I
POINT FOR BASIN P2
(ASSUMED CONNECTION TO
PUBLIC 24" WOOD STORM)
EXISTING CATCH BASIN —m -----
EXISTING
COLLECTION
POINT FOR
BASINS P3 -P10
(ASSUMED
ROUTING TO
• PUBLIC 24"
WOOD STORM) �, 1
EXISTING CATCH BASIN
NEW FLOGARD CATCH
BASIN INSERT FILTER
I
1
1
1 �
67+00
'IN
BASIN s,�
P2 / PHA
BASIN
68+00 69+00 70+00
i
126_RLc— — 1-1 —
EXISTING
BUILDING
BASIN BASIN
�
Wx\ \ 1
------------ H
T -SHED I ASPHALT
PAVEMENT
SHED 11 III BUILDING
PROPOSED GRAVEL -
RAIN GARDEN A -
PROPOSED RAIN GARDEN _ J
OVERFLOW DRAIN (SNICN
PACIFIC RAlLROA0
PROPOSED
RAIN GARDEN B
R E V I S 1 0 H
PROPOSED SANITARY
CATCH BASIN
EXISTING CATCH BASIN
NEW FLOGARD CATCH
BASIN INSERT FILTER
TRENCH DRAIN
PROPOSED SANITARY
CATCH BASIN
EXISTING COLLECTION
POINT FOR BASIN P11
(ROUGH DITCH LINE)
o
1-.
Houf Peterson
Righellis Inc.
R
KKV
SCALE:
1"=
60 '
CELEMERIDID
ryRB em�in�etea4—ewrtvm.� min uv�
0 30
60
120
SCALE:
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0&M RAIN GARDEN & CATCH BASIN PLAN
PARR LUMBER - PHASE 2
SPRINGFIELD, OREGON
1
PARS
2.3.9 Rain Garden
Facility Description
Rain Gardens are
vegetated, flat bottomed, Rain Gar
shallow landscape
depressions used to collect
and hold stormwater
runoff. This allows
pollutants to settle and
filter out as water infiltrates
into the ground. Rain
gardens are water
reservoirs to collect and
treat stormwater runoff by
allowing the pollutants to
settle and filter out as the
water percolates through vegetation and soil
mediums before infiltrating into the ground
below or being piped to its downstream
destination. Rain gardens can also be sized to
infiltrate the flood control design storm and are
often used as complete on-site systems. Rain
gardens can be configured in a number of
different shapes making them very versatile for
integrating into site and landscape plans
Rain Gardens can be used to help fulfill a site's
required landscaping area requirement and should be integrated into the overall site
design. Numerous design variations of shape and planting scheme can be used to fit the
character of a site.
Rain Gardens qualify as infiltration and filtration facilities. Rain Gardens meet the
stormwater management standards for water quality and flow control when designed
under the Simplified Approach. Rain Gardens meet the stormwater management standards
for water quality, flow control and flood control when designed under the Presumptive
Approach.
Design Requirements
All facilities shall require an overflow to an approved discharge point unless sized to fully
infiltrate the flood control storm
Sizing, The Simplified Approach may be utilized for surface areas less than 15,000 square -
feet of impervious area. Rain Gardens shall use a sizing factor of 0.05 for water quality
using the Simplified Approach. Rain Gardens shall use a sizing factor of 0.11 for flow
control with the Simplified Approach.
Stormwater Management Manual 2-25
Eugene 2014
The Presumptive Approach shall be used for all other water quality, flow control and flood
control designs in conjunction with a measured infiltration rate. Rain gardens shall be
designed to pond water for less than 30 hours after each storm event.
Soil Suitability: Soils with infiltration rates greater than 2 in/hr shall be designed as
infiltration treatment facilities. Soils with infiltration rates less than 2 in/hr shall be
designed as filtration facilities.
Dimensions and Slopes: The facility storage depth must be at least 6 inches, unless the rain
garden is horizontally sized larger than required. The facility storage depth shall be no
more than 12 inches. Side slopes shall be a maximum of 3:1. The minimum bottom width
shall be 2 feet. The bottom shall have no more than 0.5% slopes.
Setbacks: Rain Gardens located within 10 -feet of building structures or 5 feet of property
lines must be lined with an impermeable waterproof liner.
Materials
Pining: Pipes shall be sized to convey design flow rates but shall be no less than 3 inches for
private piping. Private piping shall conform to the requirement of the Uniform Plumbing
Code. Sizing of public conveyance piping shall conform to the Public Improvement Design
Standards Manual.
Drain Rock: Drain rock may be used below the growing medium of a Rain Garden. Drain
rock can be used for retention, detention or conveyance. Drain rock shall be open graded,
washed 3/4 inch to 2-1/2 inch diameter. Drain rock and growing medium must be
separated by a geotextile.
Mulch: Washed pea gravel, river run rock or other non -floating mulch is recommended for
Rain Gardens. It should be applied 2 - 3 inches thick to cover all solid areas between plants.
It should not be over applied.
Waterproof Liners: The use of waterproof liners is discouraged as infiltration is
encouraged on all facility types. Waterproofing liners may be required in areas where
hydraulic isolation is required due to existing structural, hydrologic or geotechnical
limitations. Rain Gardens located within 10 feet of building foundations or 5 feet of
property lines must be lined with an impermeable membrane of 30 mil (minimum) plastic
film or equivalent.
Vegetation
The entire Rain Garden must maintain 90 percent coverage for vegetation. Vegetation shall
conform to the facility planting list located in Appendix D.
Stormwater Management Manual 2-26
Eugene 2014
Vegetated Rain Gardens shall be planted with minimum plant quantities from Schemes I, II
or III. Minimum plant quantities for vegetated Rain Gardens are as follows:
Vegetated Rain Garden Planting Scheme
I
II
III
Ground Cover, 4 -inch pots spaced 1' on center (per
100
80
80
100 square feet of the facffit
Large Shrubs, 3 gal. pots spaced 4' on center (per
2
2
100 square feet of the facffit
Small Shrubs, 1 gal. pots spaced 2' on center (per
4
4
100 square feet of the facffit
Evergreen tree, min. 6' height (per 200 square feet
1
of the facility)
Deciduous tree, 1-1h inch caliper (per 200 square
1
feet of the facility)
Rain Gardens may elect to use grasses for side slopes. Grasses on side slopes must have
100 percent coverage at establishment by native grasses, turf grasses, native wildflower
blends, native ground covers, or any combination thereof Seed shall be applied at the rates
specified by the supplier.
Vegetation or seed cover shall be established as soon as possible after the Rain Garden is
completed, and before water is allowed to enter the facility. Unless vegetation or seed cover
is established, biodegradable erosion control matting shall be installed in the flow area of
the Swale before allowing water to flow through the Swale.
Growine Medium: The growing medium shall be a minimum 12 inches of topsoil or the soil
shall be amended to support plant growth. Imported topsoil shall be a sandy loam mixed
with compost or a sand/soil/compost blend. It shall be roughly one-third compost by
volume, free -draining, and support plant growth. The compost shall be derived from plant
material; animal waste is not allowed. In all cases, the growing medium shall be 12 inches
deep.
Stormwater Management Manual 2-27
Eugene 2014
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1. Provide protection from all vehicle traffic, equipment staging,
and bot traffic in proposed infiltration areas priorlo, during,
and after construction.
2. Dimensions:
a. Depth of rain garden: 6" minimum and 17 maximum
b. Flat bottom width: 2' min.
c. Side slopes of Rain Garden: 3:1 maou num.
3. Setbacks:
a. Infiltration rain gardens must be 1 I from
foundations and 5' ftom property lines.
Filtration Rain Garden do not require a setback with
an approved waterproof liner.
4. Overlow:
a. Overflows are required unless sized to fully infiltrate
the flood control design storm.
b. Inlet elevation must Alm for 2" of freeboard,
minimum.
5. Piping: Minimum 3" pipe required for up to 1,5DD sq fl of
impervious area, otherwise F min. Piping material, slopes
and installation shal blow the Unflarm Plumbing Code,
6. Growing medium:
a.12" minimum
b. Imported topsoil or amended native topsoil.
Vegetation: Folowlandscape plans otherwise refer to plant list in
SIMAMAppendi F. Number of plantings per 1DDsf offacility area:
a.1DD Ground Covers, OR
b. 8D Ground Covers, 2 Large Shrubs 4 Small Shrubs
and 1 tress (deciduous or evergreen)
11). Install washed pea gravel or river rock to transition from
inlets and splash pad to growing medium.
CITY OF INFILTRATION RAIN GARDENscn�E "Nis
EUGENE, OREGON DRnuN err sNG
2 DEPARTMENT OF PUBLIC WORKS TYPICAL DETAILS
ENGINEERNG DIVISIDN
STORMWATER MANAGEMENT FACILITY
INSPECTION AND MAINTENANCE LOG
Property Address: 1291 S A Street, Springfield, Oregon 97477
Inspection Date:
Ins ection Time:
Inspected By:
Approximate Date/Time of Last Rainfall:
Type of Stormwater Management Facility: Rain garden
Location of Facility on Site (In relation to buildings or other permanent structures):
Water levels and observations (Oil sheen, smell, turbidity, etc.):
Sediment accumulation and record of sediment removal:
Condition of vegetation (Height, survival rates, invasive species present, etc.) and record of
replacement and management (mowing, weeding, etc.):
Condition of physical properties such as inlets, outlets, piping, fences, irrigation facilities, and
side slopes. Record damaged items and replacement activities:
Presence of insects or vectors. Record control activities:
Identify safety hazards present. Record resolution activities:
Appendix 3A-3 Page 1 of 1 EDSP Adopted December 03, 2012
Rain Gardens
Operations and Maintenance Plan
A vegetated Infiltration Basin or rain garden is a vegetated depression created by excavation, berms,
or small dams to provide for short-term ponding of surface water until it percolates into the soil. The
basin shall infiltrate stormovater within 24 hours. All facility components and vegetation shall be
inspected for proper operations and stmchual stability, at a minimum, quarterly for the first 2 years from
the date of installation, 2 times per year thereafter, and within 49 hours after each maj or storm event. The
facility owner must keep a log, recording all inspection dates, observations, and maintenance activities.
The following items shall be inspected and maintained as stated:
Basin Inlet shall assure umestiicted stormwater flow to the vegetated basin.
• Sources of erosion shall be identified and controlled when native soil is exposed or erosion channels
are present.
• Inlet shall be cleared when conveyance capacity is plugged.
• Rocks lash pads shall be replenished to prevent erosion.
Embankment, Dikes, Berms and Side Slopes retain water in the infiltration basin.
• Structural deficiencies shall be corrected upon discovery:
o Slopes shall be stabilized using appropriate erosion control measures when soil is exposed/ flow
charnels are forming.
o Sources of erosion damage shall be identified and controlled.
Overflow or Emergency Spillway conveys flow exceeding reservoir capacity to an approved stormwater
receiving system.
• Overflow shall be cleared when 25% of the conveyance capacity is plugged.
• Sources of erosion damage shall be identified and controlled when soil is exposed.
• Rocks or other armament shall be replaced when only one layer of rock exists.
Filter Media shall allow stormwater to percolate uniformly through the infiltration basin. If water
remains 36-49 hours after storm, sources of possible clogging shall be identified and corrected.
• Basin shall be raked and, if necessary, soil shall be excavated, and cleaned or replaced.
• Infiltration area shall be protected from compaction during construction.
Sediment/ Basin Debris Management shall prevent loss of infiltration basin volume caused by
sedimentation. Gauges located at the opposite ends of the basin shall be maintained to monitor
sedimentation.
• Sediment and debris exceeding 3 inch in depth shall be removed every 2-5 years or sooner if
performance is affected.
Debris and Litter shall be removed to ensure stormovater infiltration and to prevent clogging of overflow
drains and interference with plant growth.
• Restricted sources of sediment and debris, such as discarded lawn clippings, shall be identified and
prevented.
Vegetation shall be healthy and dense enough to provide filtering while protecting underlying soils from
erosion.
• Mulch shall be replenished as needed to ensure healthy plant growth
• Vegetation, large shrubs or trees that limit access or interfere with basin operation shall be pruned or
removed.
• Grass shall be mowed to 4"-9" high and grass clippings shall be removed no less than 2 times per
year.
• Fallen leaves and debris from deciduous plant foliage shall be raked and removed if build up is
damaging vegetation.
• Nuisance or prohibited vegetation (such as blackberries or English Ivy) shall be removed when
discovered. Invasive vegetation contributing up to 25% of vegetation of all species shall be removed.
• Dead vegetation shall be removed to maintain less than 10% of area coverage or when infiltration
Appendix 3A-4 Page 15 of 31 EDSP Adopted December 03, 2012
basin function is impaired. Vegetation shall be replaced within 3 months, or immediately if required
to control erosion.
Spill Prevention measures shall be exercised when handling substances that contaminate stormwater.
Releases of pollutants shall be corrected as soon as identified.
Training and/or written guidance information for operating and maintaining vegetated infiltration
basins shall be provided to all property owners and tenants. A copy of the O&M Plan shall be provided to
all property owners and tenants.
Access to the infiltration basin shall be safe and efficient. Egress and ingress routes shall be maintained
to design standards. Roadways shall be maintained to accommodate size and weight of vehicles, if
applicable.
• Obstacles preventing maintenance personnel and/or equipment access to the infiltration basin shall be
removed.
• Gravel or ground cover shall be added if erosion occurs, e.g., due to vehicular or pedestrian traffic.
Insects and Rodents shall not be harbored in the infiltration basin. Pest control measures shall be taken
when insects/roderts are found to be present.
• If a complaint is received or an inspection reveals that a stormwater facility is significantly infested
with mosquitoes or other vectors, the property owner/owners or their designee may be required to
eliminate the infestation at the City inspector's discretion. Control of the infestation shall be
attempted by using first non -chemical methods and secondly, only those chemical methods
specifically approved by the City's inspector. Acceptable methods include but are not limited to the
following:
i. Installation of predacious bird or bat nesting boxes.
ii. Alterations of pond water levels approximately every four days in order to disrupt mosquito larval
development cycles.
iii. Stocking ponds and other permanent water facilities with fish or other predatory species.
iv. If non -chemical methods have proved unsuccessful, contact the City inspector prior to use of
chemical methods such as the mosquito larvicides Bacillus thurengensis var. israchensis or other
approved larvicides. These materials may only be used with City inspector approval if evidence
can be provided that these materials will not migrate off-site or enter the public stormwater
system. Chemical larvicides shall be applied by a licensed individual or contractor.
• Holes in the ground located in and around the infiltration basin shall be filled.
If used at this site, the following will be applicable:
Fences shall be maintained to preserve their functionality and appearance.
• Collapsed fences shall be restored to an upright position.
• Jagged edges and damaged fences shall be repaired or replaced.
Appendix 3A-4 Page 16 of 31 EDSP Adopted December 03, 2012
FloGard®+PLUS Catch Basin Insert Filter
GENERAL FILTER CONFIGURATION
FlaGard®rpLU$ catch basin imertfilker shall provide solids filhatbn through a filter screen or filter liner, and
hydrocarbon opium shall be e" using a non-loaching obssrberemakerial cankeined in a pouch or similar
nemovable restraint. Hydrocarbon obsorbentsholl netbe plows aton egased locatbn atthe entry b the filter that
would allow Uirding by debris and sdimentwithoul prevision for selfcleaning in operatbn.
Filtershop cardarm to the dimensions of the inlet in which it is applied, allow nemwal and replacement of all internal
components, and allow camplde inspection and cleaning in the fila.
FLOW CAPACITY
Filter shall provide Iwo intenal higbuav bypass locatiom that in tool exceed the inlotpeak flow capacity. Fifer shall
provide littered Bow capacity in aaess of the required°EM f6h" trweeo flow. Unit shall no innpede winto or
through the catch basin when properly sized and imbued.
MATERIALS
Filter support Inane shall be constructed of type 334 stainless skeel. Filter Breen, when used in place of filter liner,
shall be type 334 or 316 stainless steel, with an apparent opening size of no less than 4 U.S. mesh. Filter liner, when
used in place of filter screen, shall be woven polypropylene geoWle fabric liner with an Wrenn opening size
IACSI of rot less than 40 U.S. mesh as determined by ASTM D 4751. Filter liner shall include a sypod basket of
polypropylene Ell with sunless steel cable reirdacemeo.
Fifer frame shall be raked ata minimum 25 -year service life. All other materials, with the exception of the hydrocarbon
absorbent, shall hove a rated service Ire in excess of 2 years.
FloGard6ows TEST RESULTS SUMMARY
Testing Agency
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%PAHRemasal
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80
70 to 80
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78 to 95
for city of Auckland
U of Hawaii
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20 to 40
(for city of Honolulu)
KRISTAR
�Od�ard°
t�'LUS
Catch Basin Insert Filter
FEATURES
• Easy b install, inspect and maintain
• Can be rdrditid to misting drain catch basins -
orwed in new projects
• Ecancenical and efficient
• Call pd46ne where they are easiest
local (al the inkt)
• No standing wall - minmizes nectar, bacteria
and odor problems
• Can be incorporated as part of a °Trermeo Train"
BENEFITS
• Lower installation, inspection and mainkeneneeccets
• Versatile imbllafian applications
• Higher return on inmeAs eo
• Allows fa imtal6fian an small and coshr�ed sill
• Minimizes vector, bacteria and odor problems
• Allows user b target specific pollutants
�lard°
*PLUS si
Catch Basin Insert Filter
INSTALLATION AND MAINTENANCE
Filter shall be installed and nniMrined in accardonce with manerkidurees general imhutnm and rezemmendal
PERFORMANCE
Filter shall provide 80% mi oftall suspended solids (l ken treated flow with a paddesae distributor,
wnsistentwith "kal urban street depositad sediments. Filer shall wptare at least 70% of oil and grease and 40%
of trial phwpi (l associakd with organk debris km treated flow. Unitshall prande for isoldion of trapped
pollutants, ircluding debris, sediments, and Imitable trash and hydrocarbons, from bypass flow suh that resuspension
and los of pollutants is mininnissed during peak Bow eeMs.
FloGardillows COMPETITIVE FEATURE COMPARISON
Evaluation 0 FloG0nli Units
(Baa¢d On f ovC mpYBPI¢ anlla) (Seen 1-10,10 Pena Pon)
FloGnunt 3
Other lead Filter Thi
FIgO RBB
10
7
Removal E01e19eW
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45%
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Installation— Fas¢ M Handling I Installation
6
6
Esse a Inspection &MBl element
7
7
Value
10
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'a ppmernmem Wasnal on rin saalmeir rem" rarryln urban snee[apprpbon •arerzpe
Long Term Coed Comps son
(6eale 1 10,10 be ng lmt st cost, maM1¢rnamP r b llry P¢A)
FIO(inhat 065
Other mart Filter Types
Unit cosi—initial($/es treated)
19
4
Installation cost($/es treated)
9
6
Adsorbent replacement(annual avg$/cfstreatey
19
2
Unit materials replacement(annual wg$/¢is treat
19
19
Ma1m¢nance cost (annual wg$bfs triater!)
9
6
T01flmtyrl$/ohtreate0)
19
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Total Antral A"($/eg traded. eq Wer 20 yi
19
5
assumes a v. anneal mention
Captured debris From
FloGordtPLUS,
Dana Poie, CA
NSW
KRISTAR
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RaedGredn4t
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P 0. B. 6419
Sonia Rua, CA 954061419
PH00057W819
FAX7075241P106
www.laislartam
02WM. an.a6w, nc
1FPT 11,11hon.
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STORMWATER MANAGEMENT FACILITY
INSPECTION AND MAINTENANCE LOG
Property Address: 1291 S A Street, Springfield, Oregon 97477
Inspection Date:
Inspection Time:
Inspected By:
Approximate Date/Time of Last Rainfall:
Type of Stormwater Management Facility: FloGard catch basin insert filters
Location of Facility on Site (In relation to buildings or other permanent structures):
Water levels and observations (Oil sheen, smell, turbidity, etc.):
Sediment accumulation and record of sediment removal:
Condition of vegetation (Height, survival rates, invasive species present, etc.) and record of
replacement and management (mowing, weeding, etc.):
Condition of physical properties such as inlets, outlets, piping, fences, irrigation facilities, and
side slopes. Record damaged items and replacement activities:
Presence of insects or vectors. Record control activities:
Identify safety hazards present. Record resolution activities:
Appendix 3A-3 Page 1 of I EDSP Adopted December 03, 2012
PARR LUMBER
SPRINGFIELD, OREGON
FLOGARD+PLUS® CATCH
BASIN INSERT FILTER
OPERATIONS AND
MAINTENANCE
Sl
A division of
OldcastkPre ast
6 Stormwater
Training and written guidance shall be provided to all property owners, managers and
tenants. A copy of this O&M Plan shall be provided to all owners, managers and tenants.
Spill Prevention measures shall be exercised when handling substances that
contaminate stormwater. Releases of pollutants shall be corrected as soon as identified.
RECOMMENDED FREQUENCY OF SERVICE:
Drainage Protection Systems (DPS) recommends that! nstalled FloGard+PlusCatch Basin InsertFiltersbe
serviced on a recurring basis. Ultimately, thefrequency dependson theamountof runoff, pollutant loading
andinterference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended thateach
installation beserviced a minimum of three times per year, with a change of filter medium once per year.
DPS technicians are available to do an onsite evaluation, upon request.
RECOMMENDED TIMING OF SERVICE:
Inlets shall be inspected on a weekly basis during wet weather months from October
through May. Inspections during dry months shall be scheduled after every rainfall event
during dry months from June through September.
SERVICE PROCEDURES:
1. The catch basin grate shall be removed and set to one side. The catch basin shall be visually inspected
fordefects and possible illegal dumping. If illegal dumping has occurred, the properauthorities and
property owner representative shal I be notified as soon as practicable.
2. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a
truck -mounted vacuum for servicing FloGard+Plus catch basin inserts.)
3. When all ofthecollected materials have been removed, the filter medium pouches shall be removed
by unsnapping the tetherfrom the D -ring and setto oneside. The filter liner, gaskets, stainless steel
frame and mounting brackets,etc., shall be inspected forcontinued serviceability. Minordamageor
defects found shall becorrected on-the-spotand a notation madeon the Maintenance Record.
4. More extensivedeficiencies thataffect the efficiency of the filter (torn I iner, etc.) will becorrected and
recorded in the Maintenance Record.
5. Thefiltermedium pouchesshall be inspected fordefects and continued serviceability and replacedas
necessary and the pouch tethers re -attached to the liner's D -ring
REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS
The frequency of filter medium be change occur at least once per year. During the
appropriate service, or if so determined by the service technician during a non-scheduled
service, the filter medium will be replaced with new material. Once the exposed pouches
and debris have been removed they must be disposed of it in accordance with local, state
and federal agency requirements.
r Harper
r ,<� ,Q _ Houf Peterson
r�
Righellis Inc.
r
Prepared For:
Parr Lumber
5630 NW Five Oaks E
Hillsboro, Oregon 971
Prepared By
Harper Houf Peterson
205 SE Spokane Street
Portland, OR 97202
P: 503-221-1131 F:51
Kelly Ota P.E. - Civil E
Parr Lumber- Phase 2
PAR -36
Stormwater
Management Report
DEVELOPMENT AND PUBLIC WORKS
SPRINGFIELD—"
225 INGFI STREET
ORaGGK SPRINGFIELD, OR 97477
PHONE.' 541.726.3753
FAX..- 541.726.1021
www.spdngfield-or.gov
STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK
-------------------- __ (Area below this linefilled out by Applicant) ---------------- ._ .. _________
(Please return to Clayton 1f Eachern @ City of Springfield Development and Public Warks; Fax # 736-1021, Phone # 736-1036),
email: emceaehern@springfield-or.gov
Project Name:
Parr Springfield - Phase 2
Applicant:
Kelly Ota
Assessors Parcel #:
1703354109200
Date:
August 10 2020
Land Use(s):
Industrial - Lumber storage yard
Phone #:
503-221-1131
Project Size (Acres):
1.09 ac
Fax #:
503-221-1171
Approx. Impervious
Area: 0.81 ac
Email:
KellyO@hhpr.com
Project Description (Include a copy of Assessor's map):
Redevelopment (Phase 2) of the south portion of the Parr Lumber site at 1291 S A Street. Phase 1
completed in 2018. Phase 2 consists of 1 new warehouse building, 1 new lumber shed, and 1 new T -shed,
along with new asphalt pavement and stormwater facilities.
Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary:
The majority of the proposed redevelopment area will surface flow to proposed filtration rain gardens.
Overflow from the rain gardens will connect to the existing site storm system, which outfalls to the existing
public 24" wood storm running through an easement on site. Proposed drainage patterns for the site will
remain largely the same as the existing condition. See attached site plan.
Proposed Stormwater Best Management Practices:
The redeveloped portion of the site will be treated with rain gardens (per the development issues meeting,
only treatment will be required). Existing catch basins with be protected with inlet protection.
r----- _,:---------- (ifrtac tsd th& line tilled an hr rrrc Cin, and Returned to the AOer t) ------ - ----
(AI a mmemum.'all boxes checked by the City on the (rant and back of ibis sheet shall he.submkted
or an application to he com Tete ar.submittal, although other requirements may he necessary.)
DrainageStudy 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 Hydmgraph Method for calculations)
❑ Full Drainage Development Study — (use Unit Hydmgraph Method for calculations)
Environmental Considerations
Wellhead Zone: ❑ Hillside Development: pr A
Floodway/Floodplain: VIA
Wetland/Riparian:❑
Soil Type: 1 Other Jurisdictions �y� A
Downstream Analysis:
® N/A -PO„ daelarr+n{ cont elrt.eecj Gurrehi rVnd r^iCS
❑ 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 McEaehern @ City of Springfield, email: cmceachern@spdngfiefd-or,gov, FAX: (541) 736-1021
COMPLETE STUDY ITEMS"
• Based upon the information provided on the front ofthis sheet, thefollowing 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 her, of the Springfreld
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 completedform has been
.signed in the space in below:
Interim Design Standards/Water Quality (FASM Chapter 3
Req'd N/A
® All non -building rooflop (NBR) impervious surfaces shall be pre-treated (e.g. malf-chambered catchbasin wind filtration
media) for smrmwater quality. Additionally, a minimum of 50% of the NER 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 Stomrwater 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 Stumiwater Management Manual (Sec2.4.1).
If a stormwater treatment swale is proposed, submit calculationslspecificalions for sizing, velocity, flow, side slopes,
bottom slope, and most mix consistent with City of Springfield or Eugene's Stimmidater Management Manual.
® ❑ Water Quality calculations as required in Section 3.03.1 of the EDSPM.
® E] All building rooflop mounted equipment, or other fluid containing equipment located outside of the building, shall
® 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 reap.
® Calculations showing system capacity for a 2 -year storm event and overflow effects of 25 -year storm event.
M F7 The time of concentration (Te) shall be determined using a 10 minute start time for developed basins.
A downsneam 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 80,000 lb load
without failure of the pipe structure.
[K Ej Manning's "n" values for pipes shall be consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to
M F-] 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 plaris when private stormwater flows from one property In
another.
® F� Drywells shall not receive nmoff from any surface wio 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, I flo (` d tatju_r,jLs writhe ' ham fm 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 sta mwater study.
P!lhfPORT4NT. ENGINEER P,I,EASE READ RELO u`
As the engineer of record,1 hereby certify, the above required items are complete and included with the submitted stormwater study
and plan set. Signature Date
Form Version 5: lune 2015
Parr Lumber —Phase 2 Stormwater Drainage Report
Prepared by:
Harper Houf Peterson Righellis, Inc.
Date:
December 17, 2020
Job No:
PAR -36
Permit No:
xxxxxxxx
Site Address:
1291 S A Street
Springfield, Oregon 97477
Owner/Developer:
Parr Lumber
Designer's Certification and Statement
I hereby certify that this Stormwater Drainage Report for Parr Lumber — Phase 2 has been
prepared by me or under my supervision and meets minimum standards of the City of
Springfield, City of Eugene Stormwater Manual (Chapter 2), and normal standards of
engineering practice. I hereby acknowledge and agree that the jurisdiction does not and will not
assume liability for the sufficiency, suitability, or performance of drainage facilities designed by
me.
86,073
¢ ', V 220<' , y
�/ Y �oN
E mmm: 12/31/2020
Parr Lumber— Phase 2
Stormwater Management Report
December 2020
Table of Contents
Project Introduction
Existing Conditions
Methodology
Proposed Conditions
Water Quality
Downstream Analysis
Water Quantity
Conveyance
Operations and Maintenance
Conclusion
Tables
Table 1 — On -Site Basin Summary Table
Table 2 — Water Quality Summary for Infiltration Rain Gardens
Table 3 — Water Quality Summary
Appendices
Appendix A — Exhibits
Vicinity Map
Existing Basin Map
Proposed Basin Map
Assessor's Map
Appendix B — Water Quality
Infiltration Rain Garden Standard Detail
Rain Garden Information Sheets
Facility Sizing Spreadsheets
Appendix C — Water Quantity
Hydrographs
Appendix D — Conveyance
Conveyance Spreadsheet
1
1
1
1
2
2
2
3
3
3
Parr Lumber — Phase 2
Stormwater Management Report
December 2020
Project Introduction
Parr Lumber is proposing to construct one newwarehouse, one new lumber shed, and on new T -
shed as part of the second phase of the redevelopment of their retail and lumber storage site.
Additional improvements include construction of new asphalt pavement areas and installation of a
fire hydrant to meet code requirements for the new structures. The project site is located at 1291
S A Street in Springfield, Oregon. (See Appendix A for Vicinity Map).
The purpose of this drainage report is to present stormwater best management practices (BMP)
for water quality treatment to be installed as part of this project, designed to comply with City of
Springfield Engineering Design Standards & Procedures Manual dated December 2012 and the
City of Eugene Stormwater Management Manual (Chapter 2). The stormwater improvements
include construction of infiltration rain gardens to treat the site runoff and new stormwater piping
to convey rain garden overflow off site.
Existing Conditions
The Parr Lumber site is located in Springfield city limits along S A Street. S A Street is an ODOT
highway (OR126 Business) developed to urban arterial standards. The existing on-site conditions
consist of a retail and lumber storage building, lumber T -sheds, an asphalt parking lot, and other
asphalt paved areas for lumber storage. No stormwater treatment facilities exist on site. The
majority of the runoff from the site is collected in catch basins and conveyed to a public 24" wood
storm line. The remainder flows offsite, either to S A Street or to neighboring properties. Refer to
Appendix A for Existing Basin Map.
Methodology
This site requires the engineerto perform a Mid -Level Stormwater Study based on the
Stormwater Scoping Form. Hydrologic calculations are to be based on the Unit Hydrograph
Method, using an SCS Type 1A Distribution. Rainfall intensity levels are shown in the Design
Standards & Procedures Manual, Section 4.03.3. A 2 -year storm event frequency is to be used
for runoff volumes up to 5 cfs. This will be used for Water Quantity purposes.
Stormwater facilities will be designed to meet Water Quality requirements. Because the
development area is over 15,000 sr, the Presumptive Approach will be used to size stormwater
facilities, based on the City of Eugene facility sizing spreadsheet. Thewater quality design storm
is 0.83 inches per 24-hour period.
Proposed Conditions
As noted previously, on-site improvements include a newwarehouse, newsheds, and asphalt
pavement areas. (See Appendix A for Proposed Basin Map). Stormwater runoff management
consists of two new infiltration rain gardens to meet current stormwater management water
quality standards. Further, existing catch basins which will be impacted by this development will
have Flogard inserts installed.
Runoff from Basins P1 -P6 will remain unchanged after redevelopment. These basins include
existing buildings, the parking lot, landscape frontage area, and other asphalt pavement areas.
See Table 1 on the next page for the On -Site Basin Summary Table.
Runoff from Basins P8 -P10 will be directed to new site infiltration raingardens. Downspouts from
the newwarehouse building will either direct runoff to sheet flow at ground level or be piped
directly to Rain Garden B. Runoff from the new sheds will sheet flow over the roof edge then
surface flowto planters at ground level. This runoff will then sheet flowthrough concrete valley
gutters and across asphalt pavement to each basins' respective rain garden. Overflow from the
rain gardens will be piped to the existing site storm, which connects to an existing public 24"
wood storm.
1
Parr Lumber — Phase 2
Stonnwater Management Report
December 2020
Table 1 - On -Site Basin Summary Table
'Proposed basin P9/10 encompasses area of basins E9 & E10
Water Quality
Per the City of Springfield requirements, all non -building rooftop areas shall be pretreated, with
the additional requirement that 50% of non -building rooftop areas be treated by vegetative
methods. This project aims to treat as much redeveloped area as possible by means of vegetated
rain gardens, including new rooftop areas. Because all runoff sheet flows to the proposed rain
gardens, no pretreatment will occur outside of the rain gardens.
Basins 1-6 will not be affected by this redevelopment; therefore, no treatment is proposed for
these basins. Basin 7will be affected, but the impervious area will be reduced; no treatment is
proposed for this basin based on site constraints. Basins 8-10 will largely be redeveloped; each of
these basins will routed to a new rain garden. See Table 2 below for a summary of the Rain
Gardens. Basin 11 will be largely redeveloped but will not have any treatment due to site
constraints and the reduction in impervious area.
Table 2 — Water Qualitv Summary for Infiltration Rain Gardens
Existing
Condition
Proposed Condition
Basin
Impervious
Area ac
Pervious
Area ac
Impervious
Area ac
Pervious Area
ac
1-6
1.49
0.07
1.49
0.07
7
0.29
0.01
0.27
0.01
8
0.39
0
0.26
0.03
9
0.37
0
0.50'
0.04'
10
0.11
0.02
11
0.07
0.30
0.06
0.39
Total
2.72
0.40
2.56
0.55
'Proposed basin P9/10 encompasses area of basins E9 & E10
Water Quality
Per the City of Springfield requirements, all non -building rooftop areas shall be pretreated, with
the additional requirement that 50% of non -building rooftop areas be treated by vegetative
methods. This project aims to treat as much redeveloped area as possible by means of vegetated
rain gardens, including new rooftop areas. Because all runoff sheet flows to the proposed rain
gardens, no pretreatment will occur outside of the rain gardens.
Basins 1-6 will not be affected by this redevelopment; therefore, no treatment is proposed for
these basins. Basin 7will be affected, but the impervious area will be reduced; no treatment is
proposed for this basin based on site constraints. Basins 8-10 will largely be redeveloped; each of
these basins will routed to a new rain garden. See Table 2 below for a summary of the Rain
Gardens. Basin 11 will be largely redeveloped but will not have any treatment due to site
constraints and the reduction in impervious area.
Table 2 — Water Qualitv Summary for Infiltration Rain Gardens
The proposed Rain Gardens are sized appropriately to treat the water quality rain event, based
on the City of Eugene Facility Sizing spreadsheet. See Appendix B for more information.
Downstream Analysis
The conveyance system downstream ofthe sitewas not identified as needing further study
through the Stormwater Management System Scope of Work. However, the post -development
site runoff rate cannot exceed the pre -development site runoff rate. See Water Quantity section
below.
Water Quantity
Per city staff, water quantity reduction will not be required for this project because the site has
been historically impervious. As noted previously, one water quantity requirement is that the post -
development site runoff cannot exceed the pre -development site runoff rate. Calculationswere
ran using the unit hydrograph method to compare the existing site runoff to the proposed
condition site runoff. See Table 3 for Water Quantity Summary Table on the following page, as
well as Appendix C for the hydrograph data.
Contributing
Impervious Area
Proposed Facility Pollution Reduction
Facility
Basin
Bottom Are Standards Met?
Rain Garden A
P8
11,271
295 Yes
Rain Garden B
P9/10
21,645
625 Yes
The proposed Rain Gardens are sized appropriately to treat the water quality rain event, based
on the City of Eugene Facility Sizing spreadsheet. See Appendix B for more information.
Downstream Analysis
The conveyance system downstream ofthe sitewas not identified as needing further study
through the Stormwater Management System Scope of Work. However, the post -development
site runoff rate cannot exceed the pre -development site runoff rate. See Water Quantity section
below.
Water Quantity
Per city staff, water quantity reduction will not be required for this project because the site has
been historically impervious. As noted previously, one water quantity requirement is that the post -
development site runoff cannot exceed the pre -development site runoff rate. Calculationswere
ran using the unit hydrograph method to compare the existing site runoff to the proposed
condition site runoff. See Table 3 for Water Quantity Summary Table on the following page, as
well as Appendix C for the hydrograph data.
Parr Lumber — Phase 2
Stonnwater Management Report
December 2020
Table 3 —Water Quantity Summary Table
Stone Event
Exiting Site
Runoff cfs
Proposed Site
Runoff cfs
Proposed Site Runoff—
Rain Garden Included cfs
Flow
Reduction?
Water Quality
0.425
0.399
0.284
Yes
2- ear
2.283
2.252
Yes
25 -year
3.420
3.391
3.322
Yes
The table above includes the proposed site runoff, which assumes bypassing of the rain gardens.
The proposed site runoff with rain gardens included takes into account the flow reduction from
infiltration and storage in the rain gardens. Regardless, the proposed site runoff is reduced in the
proposed condition whether or not the rain garden benefits are accounted for.
Conveyance
Minor on-site conveyance systems are proposed. These improvements include outfall pipes from
rain garden overflow drains and pipes connecting to the existing site storm system. Pipes have
been sized appropriately to convey, at a minimum, the 25 -year storm event flow. See Appendix D
for conveyance information.
Operations and Maintenance
Private Facility: Proposed rain gardens will treat the runoff from the majority of the redeveloped
area of the private property. Existing catch basins impacted by this development will have
pretreatment via Flogard insert filters. The developer, Parr Lumber, will be responsible for O&M of
these private facilities and catch basin filters.
All facilities shall be maintained per the separate O&M Plan. Also, refer to the City of Eugene
Stormwater Management Manual for guidance.
Conclusion
The proposed stormwater management plan will achieve pollutant removal to the maximum
extent practicable via rain gardens designed to target pollutants expected with a commercial
development. The proposed facilities satisfy City of Springfield and City of Eugene water quality
requirements. As designed, this project shall not create any adverse impacts to the downstream
storm system.
Parr Lumber — Phase 2
Stormwater Management Report
APPENDIX A - EXHIBITS
r
1
VICINITY MAP
N.T.S.
Harper
Houf Peterson
Righellis Inc.
PARPAR-361R E V I S I O R S IMCEMER=IE V I S 1 O R S I MCEMER=I m5eaea6 s— suMm,�wJns�ow nam
ymcf n�us� ... w noun
VICINITY MAP
PARR LUMBER - PHASE 2
SPRINGFIELD, OREGON
EXISTING COLLECTION 1
POINT FOR BASIN E1
(ROADWAY GUTTER)
EXISTING COLLECTION �I
POINT FOR BASIN E2
(ASSUMED CONNECTION TO
PUBLIC 24" WOOD STORM)
EXISTING
CATCH BASIN
EXISTING
COLLECTION
POINT FOR
BASINS E3 -E10
(ASSUMED
ROUTING TO
• PUBLIC 24"
WOOD STORM) �, 1
50'ACCESS EASEMENT --L:
I
I
I
1
1
1
T -
EXISTING
CATCH BASIN
67+00
wrIL
Nd
skim,
Ni
\s', BAM \ ASPHALT
PAVEMENT
68+00 69+00
-70+00
i
128_RLc— — 1-1 —
` GRAVE
46— BASIN i
--q—LI
UNION
PACIFICRAI(R04
ry yui
R E V 1 5 1 0 R 5
CATCH BASIN
EXISTING COLLECTION
POINT FOR BASIN E11
(ROUGH DITCH LINE)
o
1—
Houf Peterson
IMPERVIOUS
AREA
ROUTED TO
Righellis Inc.
R
KKV
NII Ns •vie
E2
0 ac
0.12 ac
Ex. Site Stm
CELEMERAID
ylvee v�ineeev.4www.Mn�mPfv. vvn��i�
NOTES: SITE DOES NOT CONTAIN
ENVIRONMENTALLY SENSITIVE AREAS.
SITE DOES NOT LIE WITHIN 100 -YR
FLOODPLAIN OF THE WILLAMETTE RIVER.
BASIN
PERVIOUS
AREA
IMPERVIOUS
AREA
ROUTED TO
E1
0.07 ac
0.30 ac
Ex. ROW
E2
0 ac
0.12 ac
Ex. Site Stm
E3
0 ac
0.56 ac
Ex. Site Stm
E4
0 ac
0.21 ac
Ex. Site Stm
E5
0 ac
0.23 ac
Ex. Site Stm
E6
0 ac
0.07 ac
Ex. Site Stm
E7
0.01 ac
0.29 ac
Ex. Site Stm
E8
0 ac
0.39 ac
Ex. Site Stm
E9
0 ac
0.37 ac
Ex. Site Stm
E10
0.02 ac
0.11 ac
Ex. Site Stm
E11
0.30 ac
0.07 ac
Ex. Ditch
0 30
60
120
SCALE:
1"=
60 '
EXI STI N G BASI N MAP
PARR LUMBER - PHASE 2
SPRINGFIELD, OREGON vaaae
EXISTING COLLECTION 1
POINT FOR BASIN P1
(ROADWAY GUTTER)
EXISTING COLLECTION �I
POINT FOR BASIN P2
(ASSUMED CONNECTION TO
PUBLIC 24" WOOD STORM)
EXISTING
CATCH BASIN
EXISTING
COLLECTION
POINT FOR
BASINS P3 -P10
(ASSUMED
ROUTING TO
• PUBLIC 24"
WOOD STORM)
50'ACCESS EASEMENT
I
I
EX6"E =464236
I
I
RIM =468.62
6" IE CUT (N) =464.75
PROPOSED—
RAIN
ROPOSEDRAIN GARDEN A
PROPOSED RAIN GARDEN -
OVERFLOW DRAIN
67+0
68+00 69+00 70+00
TR (OR126_RI mi = —1 1 —
SHED
RIM = 467.59
6 IE =465.26
UNION PACIFIC RAILROAD z yew
�y Q�
N W
PROPOSED—
RAIN GARDEN B
R E V 1 5 1 0 R 5
BUILDING
!T4 IE=46733
i ww
Q
s'y¢
w
RIM =488.95
6" IE MT (NO =465.&
CATCH BASIN
TRENCH DRAIN
RIM = 464.33
EXISTING COLLECTION
POINT FOR BASIN P11
(ROUGH DITCH LINE)
p
1—
Houf Peterson
IMPERVIOUS
AREA
ROUTED TO
P1
0.07 ac
Righellis Inc.
R
46a P�
s
PHAL
L
Ex. Site Stm
LAN -Al .
-MEMEN
srM�
`
P5
6 i
EXISTING
Ex. Site Stm
4
BUILDING
BASIN
?
P6
0 ac
4
I
P7
0.01 ac
\
BAM 468
BASIN
0.03 ac
�\
\ f
RIM=48].93 P6
F7
0.04 ac
-\\
EXB"IE
P11
0.39 ac
0.06 ac
'64.36±
I I
\
+!ice
o s>
n o\
PROPOSED ASPHALT
��
T -SHED -. PAVEMENT
N
f
j
SHED
RIM = 467.59
6 IE =465.26
UNION PACIFIC RAILROAD z yew
�y Q�
N W
PROPOSED—
RAIN GARDEN B
R E V 1 5 1 0 R 5
BUILDING
!T4 IE=46733
i ww
Q
s'y¢
w
RIM =488.95
6" IE MT (NO =465.&
CATCH BASIN
TRENCH DRAIN
RIM = 464.33
EXISTING COLLECTION
POINT FOR BASIN P11
(ROUGH DITCH LINE)
p
1—
Houf Peterson
IMPERVIOUS
AREA
ROUTED TO
P1
0.07 ac
Righellis Inc.
R
P2
Ra
- NII NI ...a
Ex. Site Stm
LAN -Al .
X.EIRERbA
vvn��i�
Ex. Site Stm
ylveevineeev.4www.Mn mPfv.
NOTES: SITE DOES NOT CONTAIN
ENVIRONMENTALLY SENSITIVE AREAS.
SITE DOES NOT LIE WITHIN 100 -YR
FLOODPLAIN OF THE WILLAMETTE RIVER.
BASIN
PERVIOUS
AREA
IMPERVIOUS
AREA
ROUTED TO
P1
0.07 ac
0.30 ac
Ex. ROW
P2
0 ac
0.12 ac
Ex. Site Stm
P3
0 ac
0.56 ac
Ex. Site Stm
P4
0 ac
0.21 ac
Ex. Site Stm
P5
0 ac
0.23 ac
Ex. Site Stm
P6
0 ac
0.07 ac
Ex. Site Stm
P7
0.01 ac
0.27 ac
Ex. Site Stm
P6
0.03 ac
0.26 ac
Rain Garden A
P9110
0.04 ac
0.50 ac
Rain Garden B
P11
0.39 ac
0.06 ac
Ex. Ditch
0 30
60
120
SCALE:
1"=
60 '
PROPOSED BASIN MAP
PARR LUMBER - PHASE 2
SPRINGFIELD, OREGON vARae
e
9
0
SEE MAP
17033542
FORASSESSMENTAND
TAXATION ONLY
2100
0.17AC 1
i
2200
2300
0.17AC
2400
0A7AC
5200
N.E.1/4 S.E.1/4 SEC. 35 T.17S. R.3W. W.M.
Lane County
1" = 100'
MAP
REVISIONS
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SPRINGFIELD
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17033541
Parr Lumber — Phase 2
Stormwater Management Report
APPENDIX B - WATER QUALITY
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1. Provide protection from all vehicle traffic, equipment staging,
and bot traffic in proposed infiltration areas priorlo, during,
and after construction.
2. Dimensions:
a. Depth of rain garden: 6" minimum and 17 maximum
b. Flat bottom width: 2' min.
c. Side slopes of Rain Garden: 3:1 maou num.
3. Setbacks:
a. Infiltration rain gardens must be 1 I from
foundations and 5' ftom property lines.
Filtration Rain Garden do not require a setback with
an approved waterproof liner.
4. Overlow:
a. Overflows are required unless sized to fully infiltrate
the flood control design storm.
b. Inlet elevation must Alm for 2" of freeboard,
minimum.
5. Piping: Minimum 3" pipe required for up to 1,5DD sq fl of
impervious area, otherwise F min. Piping material, slopes
and installation shal blow the Unflarm Plumbing Code,
6. Growing medium:
a.12" minimum
b. Imported topsoil or amended native topsoil.
Vegetation: Folowlandscape plans otherwise refer to plant list in
SIMAMAppendi F. Number of plantings per 1DDsf offacility area:
a.1DD Ground Covers, OR
b. 8D Ground Covers, 2 Large Shrubs 4 Small Shrubs
and 1 tress (deciduous or evergreen)
11). Install washed pea gravel or river rock to transition from
inlets and splash pad to growing medium.
CITY OF INFILTRATION RAIN GARDENscn�E "Nis
EUGENE, OREGON DRnuN err sNG
2 DEPARTMENT OF PUBLIC WORKS TYPICAL DETAILS
ENGINEERNG DIVISIDN
2.3.9 Rain Garden
Facility Description
Rain Gardens are
vegetated, flat bottomed, Rain Gar
shallow landscape
depressions used to collect
and hold stormwater
runoff. This allows
pollutants to settle and
filter out as water infiltrates
into the ground. Rain
gardens are water
reservoirs to collect and
treat stormwater runoff by
allowing the pollutants to
settle and filter out as the
water percolates through vegetation and soil
mediums before infiltrating into the ground
below or being piped to its downstream
destination. Rain gardens can also be sized to
infiltrate the flood control design storm and are
often used as complete on-site systems. Rain
gardens can be configured in a number of
different shapes making them very versatile for
integrating into site and landscape plans
Rain Gardens can be used to help fulfill a site's
required landscaping area requirement and should be integrated into the overall site
design. Numerous design variations of shape and planting scheme can be used to fit the
character of a site.
Rain Gardens qualify as infiltration and filtration facilities. Rain Gardens meet the
stormwater management standards for water quality and flow control when designed
under the Simplified Approach. Rain Gardens meet the stormwater management standards
for water quality, flow control and flood control when designed under the Presumptive
Approach.
Design Requirements
All facilities shall require an overflow to an approved discharge point unless sized to fully
infiltrate the flood control storm
Sizing, The Simplified Approach may be utilized for surface areas less than 15,000 square -
feet of impervious area. Rain Gardens shall use a sizing factor of 0.05 for water quality
using the Simplified Approach. Rain Gardens shall use a sizing factor of 0.11 for flow
control with the Simplified Approach.
Stormwater Management Manual 2-25
Eugene 2014
The Presumptive Approach shall be used for all other water quality, flow control and flood
control designs in conjunction with a measured infiltration rate. Rain gardens shall be
designed to pond water for less than 30 hours after each storm event.
Soil Suitability: Soils with infiltration rates greater than 2 in/hr shall be designed as
infiltration treatment facilities. Soils with infiltration rates less than 2 in/hr shall be
designed as filtration facilities.
Dimensions and Slopes: The facility storage depth must be at least 6 inches, unless the rain
garden is horizontally sized larger than required. The facility storage depth shall be no
more than 12 inches. Side slopes shall be a maximum of 3:1. The minimum bottom width
shall be 2 feet. The bottom shall have no more than 0.5% slopes.
Setbacks: Rain Gardens located within 10 -feet of building structures or 5 feet of property
lines must be lined with an impermeable waterproof liner.
Materials
Pining: Pipes shall be sized to convey design flow rates but shall be no less than 3 inches for
private piping. Private piping shall conform to the requirement of the Uniform Plumbing
Code. Sizing of public conveyance piping shall conform to the Public Improvement Design
Standards Manual.
Drain Rock: Drain rock may be used below the growing medium of a Rain Garden. Drain
rock can be used for retention, detention or conveyance. Drain rock shall be open graded,
washed 3/4 inch to 2-1/2 inch diameter. Drain rock and growing medium must be
separated by a geotextile.
Mulch: Washed pea gravel, river run rock or other non -floating mulch is recommended for
Rain Gardens. It should be applied 2 - 3 inches thick to cover all solid areas between plants.
It should not be over applied.
Waterproof Liners: The use of waterproof liners is discouraged as infiltration is
encouraged on all facility types. Waterproofing liners may be required in areas where
hydraulic isolation is required due to existing structural, hydrologic or geotechnical
limitations. Rain Gardens located within 10 feet of building foundations or 5 feet of
property lines must be lined with an impermeable membrane of 30 mil (minimum) plastic
film or equivalent.
Vegetation
The entire Rain Garden must maintain 90 percent coverage for vegetation. Vegetation shall
conform to the facility planting list located in Appendix D.
Stormwater Management Manual 2-26
Eugene 2014
Vegetated Rain Gardens shall be planted with minimum plant quantities from Schemes I, II
or III. Minimum plant quantities for vegetated Rain Gardens are as follows:
Vegetated Rain Garden Planting Scheme
I
II
III
Ground Cover, 4 -inch pots spaced 1' on center (per
100
80
80
100 square feet of the facffit
Large Shrubs, 3 gal. pots spaced 4' on center (per
2
2
100 square feet of the facffit
Small Shrubs, 1 gal. pots spaced 2' on center (per
4
4
100 square feet of the facffit
Evergreen tree, min. 6' height (per 200 square feet
1
of the facility)
Deciduous tree, 1-1h inch caliper (per 200 square
1
feet of the facility)
Rain Gardens may elect to use grasses for side slopes. Grasses on side slopes must have
100 percent coverage at establishment by native grasses, turf grasses, native wildflower
blends, native ground covers, or any combination thereof Seed shall be applied at the rates
specified by the supplier.
Vegetation or seed cover shall be established as soon as possible after the Rain Garden is
completed, and before water is allowed to enter the facility. Unless vegetation or seed cover
is established, biodegradable erosion control matting shall be installed in the flow area of
the Swale before allowing water to flow through the Swale.
Growine Medium: The growing medium shall be a minimum 12 inches of topsoil or the soil
shall be amended to support plant growth. Imported topsoil shall be a sandy loam mixed
with compost or a sand/soil/compost blend. It shall be roughly one-third compost by
volume, free -draining, and support plant growth. The compost shall be derived from plant
material; animal waste is not allowed. In all cases, the growing medium shall be 12 inches
deep.
Stormwater Management Manual 2-27
Eugene 2014
Stormwater Surface Filtration/Infiltration Facility Sizing Spreadsheet
24 Hour Storm, NRCS Type 1A Rainfall Distribution
City of Eugene
Name:
Pan Lumber -Phase 2
Date:
16 -Dec -20
Address:
1291 SA&rest
Permit Number:
rPermitM
Total Square Footage of Drainage Area=
Sodnafield, OR 97477
CatchmentID:
Basin P8
:r:
Kelly Ota PE
W
Hamer Hoof Peterson Riohellis
Time of Concentration Pre -Development= 10min
Soil Data
Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach.
Provide 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 1 acre (43,560 SF)
For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate d0.5 in/hr.
For all facilities use a maximum scil infiltration rate of 2.5 in/hr for topsoil/growing medium.
noose' yes" from the dmpdowm boxes below next to the design standards requirements for Ihis facility.
Pollution Reduction (PR( es
Flow Control (FC)i No
Destination(DT) No •An nmramrfteonrymusn beck—a,mehminynypeo meetdsmamn«yw«mem:
Total Square Footage Impervious Area=
11271
sou
Total Square Footage Pervious Area= 1431 sgfi
Impervious Area CN=l
98
Flan Control
Pervious Area CN=l 85
Total Square Footage of Drainage Area=
12102
sfi
Time of Concentration Post Development - min
Weighted Average CN=
9T
Site Data -Pre Development (Data in this section is only used if Flow Control is required)
Pre -Development CN= 85
Time of Concentration Pre -Development= 10min
Soil Data
Tested Soil Infiltration Rate-
in/Iv(S-Nae4) Destination Design=—imhr
Design Soil Infiltration R&e=l
2.5
infitr
Soil Infiltration Rate
R uiremen[
Rainfall De th
Desi n Storm
Pdlulion Reit
1.4 intoes
Water Cosily
Flan Control
3.6 inches
I Flood Control
Destination
I 3.6 inches
I Flood Control
Facility
Facility Side Slope
Max. Ponding Depth
in Stormwater Facility -
Depth of Growing Medium (So
12/1]2020.]:21 AM
Facility Surface
Facility Surface Perin
Facility Bottom
Basin V.
Ratio of Facility Area to Impervious
Pollution Reduction-Calculadon Results
Peak Flow Rare to Stonnwarer Facility= DD87 ds
Peak Facility Overflow Rate= D.DDD ds
Total Runoff Volume to 5[onnwarer
Facility a1104 d
Total Overflow Volume= D d
Max. Depth of Stormvater in Facility= 5.1 in
Drawdown Time= 0.2 hours
Yes Facility Sizing Meets Pollution Reduction Standards?
VE3 Meets Requirement of No Facility Flooding?
VE3 Meets Requirement for Maximum of 18 Hour Drawdown Time?
Flow Control -Calculation Results
Peak Flow Rare to Stormwarer Facility= 0.266 cfs
Peak Facility Overflow Rare= 0.242 cfs
Total Runoff Volume to Sorin at
Facility a 3382 d
Total Overflow Volume= 1371 of
Peak Offsite Flow Rare
Max. Depth of Stormuater in Facility= 6.0 in
Filtration Facility Undercirairn MA ors
Drawdown Time= 2.3 hours
Pre -Development Runoff Dare
Peak Flow Rare a 0.152 dis
Total Runoff Volume =1 2227 d
N77 Facility Sizing Meets Flow Control Standards?
NSA Meets Requirement for Post Development offsite flow less or equal to Pre -Development Flow?
NW Meets Requirement for Maximum of 1B Hour Drawdown Time?
Destination-Calculadon Results
Peak Flow Rareto Stormwarer Facility= tls
Peak Facility Overflow Rare= N/Ads
Total Runoff Volume to Sorin at
Facility a cf
Total Over Volume= N/A d
Max. Depth of Stormeater in Facility= in
Drawdown Time= hours
—Facility Sizing Meets Destination Standards?
-Meets Requirement of No Facility Flooding?
Meets Requirement for Maximum of 30 hour Drawdown Time?
I I d i WI0v- K- l%Aki L1 M
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Runoff
Time (min)
Flow Control Xydrograph
0018
0.0800
0.014
0.012
0.0800
0.0400
0.0200
0.0000
0.0200
s s s
Time (min)
Flow Control Xydrograph
0018
0016
0.014
0.012
0.010
°+°°' '8°"ry°b'yAe"P°
nme)Mn)
—Design Slam Runoff
—Facility Inflflnticn
Runoff Inflow- Outflow
Stormwater Surface Filtration/Infiltration Facility Sizing Spreadsheet
24 Hour Storm, NRCS Type 1A Rainfall Distribution
City of Eugene
Name:
Pan Lumber -Phase 2
Date:
16 -Dec -20
Address:
1291 SA&rest
Permit Number:
rPermitM
Total Square Footage of Drainage Area=
Sodnafield, OR 97477
CatchmentID:
Basin P9/10
:r:
Kelly Ota PE
W
Hamer Hoof Peterson Riohellis
Time of Concentration Pre -Development= 10min
Soil Data
Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach.
Provide 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 1 acre (43,560 SF)
For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate d0.5 in/hr.
For all facilities use a maximum scil infiltration rate of 2.5 in/hr for topsoil/growing medium.
noose' yes" from the dmpdowm boxes below next to the design standards requirements for Ihis facility.
Pollution Reduction (PR( es
Flow Control (FC)i No
Destination(DT) No•An nRnMxnmnrymustbech— a,mehminynypeo meetdsmamn«yw«mem:
Total Square Footage Impervious Area=
21645
sou
Total Square Footage Pervious Area= 1858 sgfi
Impervious Area CN=l
98
Flan Control
Pervious Area CN=l 85
Total Square Footage of Drainage Area=
23503
sfi
Time of Concentration Post Development - min
Weighted Average CN=
9T
Site Data -Pre Development (Data in this section is only used if Flow Control is required)
Pre -Development CN= 85
Time of Concentration Pre -Development= 10min
Soil Data
Tested Soil Infiltration Rate-
in/Iv(S-Nae4) Destination Design=—imhr
Design Soil Infiltration R&e=l
2.5
inmr
Soil Infiltration Rate
R uiremen[
Rainfall De th
Desi n Storm
Pdlulion Reit
1.4 intoes
Water Cosily
Flan Control
3.6 inches
I Flood Control
Destination
I 3.6 inches
I Flood Control
Facility
Facility Side Slope
Max. Ponding Depth
in Stormwater Facility -
Depth of Growing Medium (So
12/1]2020.]:23 AM
Facility Surface
Facility Surface Perin
Facility Bottom
Basin V.
Ratio of Facility Area to Impervious
Pollution Reduction -Calculation Results
Peak Flow Rare to Stonowarer Facility= DA68 ds
Peak Facility Overflow Rate= D.DDD ds
Total Runoff Volume to 5[onnwarer
Facility a 2110 d
Total Overflow Volume= D d
Max. Depth of Stormvater in Facility= 4.? in
Drawdown Time= 0.2 hours
Yes Facility Sizing Meets Pollution Reduction Standards?
VES Meets Requirement of No Facility Flooding?
VES Meets Requirement for Maximum of 18 Hour Drawdown Time?
Flow Control -Calculation Results
Peak Flow Rare to Stormwarer Facility=Hds
Peak Facility Overflow Rare= 0.452 ds
Total Runoff Volume to S[ormwat
Facility ad
Total Overflow Volume= 2440 d
Peak Offsite Flow Rare
Max. Depth of Stormuater in Facility=in
Filtration Facility Undercirairn MA ds
Drawdown Time=hours
Pre -Development Runoff Dare
Peak Flow Rare= 0.281 ds
Total Runoff Volume =1 4120 d
N77 Facility Sizing Meets Flow Control Standards?
MA Meets Requirement for Post Development offsite Flow less or equal to Pre -Development Flow?
NW Meets Requirement for Maximum of 1B Hour Drawdown Time?
Destination -Calculation Results
Peak Flow Rareto Stormwarer Facility= tls
Peak Facility Overflow Rare= NIA ds
Total Runoff Volume to S[ormwat
Facility a d
Total Over Volume= N/A d
Max. Depth of Stormwater in Facility= in
Drawdown Time= hours
—Facility Sizing Meets Destination Standards?
-Meets Requirement of No Facility Flooding?
Meets Requirement for Maximum of 30 hour Drawdown Time?
12/17/2020-7:23AM
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PomalNmaar: IFrma/n
CaeNmn110: amnMIO
.
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_ 02000
0.1500
0.1000
0.0500
0.0000
u
-0.0500
Runoff
Time (min)
—Desgn Sloan Runoff
—FacilityInfiflnlim
Runoff Inflow- Outflow
Flow Control Xydrograph
o.oao
o.M
o.mo
0.025
0'M
—Pr DO Wmml ftn`n
—Fwlily Ow
FI wMtfo
2
—Ttlal P�-Oe Wmml oT le acw
0.015
0.010
O.WS
1717
0...,
-1
q�gAp
A.9
TImeIMn)
Parr Lumber — Phase 2
Stormwater Management Report
APPENDIX C - WATER QUANTITY
r
Hydraflow Table of Contents PAR36-ate easbns.gpw
HydraMwHydrographs 15rtension for AutcdesW Civil 3M by Autodesk, Inc. J2020
W Jrresday, 09/9/2020
1 -Year
SummaryReport .........................................................................................................................
1
HydrographReports...................................................................................................................
2
Hydrograph No.
1, SBUH Runoff, Basin E1/P1........................................................................
2
Hydrograph No.
2, SBUH Runoff, Basin E2/P2........................................................................
3
Hydrograph No.
3, SBUH Runoff, Basin E3/P3........................................................................
4
Hydrograph No.
4, SBUH Runoff, Basin E4/P4........................................................................
5
Hydrograph No.
5, SBUH Runoff, Basin E5/P5........................................................................
6
Hydrograph No.
6, SBUH Runoff, Basin E6/P6........................................................................
7
Hydrograph No.
7, Combine, Unaffected Basins.....................................................................
8
Hydrograph No.
9, SBUH Runoff, Basin E7.............................................................................
9
Hydrograph No.
10, SBUH Runoff, Basin E8.........................................................................
10
Hydrograph No.
11, SBUH Runoff, Basin E9.........................................................................
11
Hydrograph No.
12, SBUH Runoff, Basin E10.......................................................................
12
Hydrograph No.
13, SBUH Runoff, Basin E11.......................................................................
13
Hydrograph No.
14, Combine, Ex. Affected Basins................................................................
14
Hydrograph No.
15, Combine, Ex. Site..................................................................................
15
Hydrograph No.
17, SBUH Runoff, Basin P7.........................................................................
16
Hydrograph No.
18, SBUH Runoff, Basin P8.........................................................................
17
Hydrograph No.
19, SBUH Runoff, Basin P9/10....................................................................
18
Hydrograph No.
20, SBUH Runoff, Basin P11.......................................................................
19
Hydrograph No.
21, Combine, Pr. Affected Basins...............................................................
20
Hydrograph No.
22, Combine, Pr. Site...................................................................................
21
2 -Year
SummaryReport .......................................................................................................................
22
HydrographReports.................................................................................................................
23
Hydrograph No.
1, SBUH Runoff, Basin E1/P1......................................................................
23
Hydrograph No.
2, SBUH Runoff, Basin E2/P2......................................................................
24
Hydrograph No.
3, SBUH Runoff, Basin E3/P3......................................................................
25
Hydrograph No.
4, SBUH Runoff, Basin E4/P4......................................................................
26
Hydrograph No.
5, SBUH Runoff, Basin E5/P5......................................................................
27
Hydrograph No.
6, SBUH Runoff, Basin E6/P6......................................................................
28
Hydrograph No.
7, Combine, Unaffected Basins...................................................................
29
Hydrograph No.
9, SBUH Runoff, Basin E7...........................................................................
30
Hydrograph No.
10, SBUH Runoff, Basin E8.........................................................................
31
Hydrograph No.
11, SBUH Runoff, Basin E9.........................................................................
32
Hydrograph No.
12, SBUH Runoff, Basin E10.......................................................................
33
Hydrograph No.
13, SBUH Runoff, Basin E11.......................................................................
34
Hydrograph No.
14, Combine, Ex. Affected Basins................................................................
35
Hydrograph No.
15, Combine, Ex. Site..................................................................................
36
Hydrograph No.
17, SBUH Runoff, Basin P7.........................................................................
37
Hydrograph No.
18, SBUH Runoff, Basin P8.........................................................................
38
Hydrograph No.
19, SBUH Runoff, Basin P9/10....................................................................
39
Hydrograph No.
20, SBUH Runoff, Basin P11.......................................................................
40
Hydrograph No.
21, Combine, Pr. Affected Basins...............................................................
41
Hydrograph No.
22, Combine, Pr. Site...................................................................................
42
25 - Year
Contents continued...
PAR36-ate Msins.gpw
SummaryReport .......................................................................................................................
43
HydrographReports.................................................................................................................
44
Hydrograph No.
1, SBUH Runoff, Basin E1/P1......................................................................
44
Hydrograph No.
2, SBUH Runoff, Basin E2/P2......................................................................
45
Hydrograph No.
3, SBUH Runoff, Basin E3/P3......................................................................
46
Hydrograph No.
4, SBUH Runoff, Basin E4/P4......................................................................
47
Hydrograph No.
5, SBUH Runoff, Basin E5/P5......................................................................
48
Hydrograph No.
6, SBUH Runoff, Basin E6/P6......................................................................
49
Hydrograph No.
7, Combine, Unaffected Basins...................................................................
50
Hydrograph No.
9, SBUH Runoff, Basin E7...........................................................................
51
Hydrograph No.
10, SBUH Runoff, Basin E8.........................................................................
52
Hydrograph No.
11, SBUH Runoff, Basin E9.........................................................................
53
Hydrograph No.
12, SBUH Runoff, Basin E10.......................................................................
54
Hydrograph No.
13, SBUH Runoff, Basin E11.......................................................................
55
Hydrograph No.
14, Combine, Ex. Affected Basins................................................................
56
Hydrograph No.
15, Combine, Ex. Site..................................................................................
57
Hydrograph No.
17, SBUH Runoff, Basin P7.........................................................................
58
Hydrograph No.
18, SBUH Runoff, Basin P8.........................................................................
59
Hydrograph No.
19, SBUH Runoff, Basin P9/10....................................................................
60
Hydrograph No.
20, SBUH Runoff, Basin P11.......................................................................
61
Hydrograph No.
21, Combine, Pr. Affected Basins...............................................................
62
Hydrograph No.
22, Combine, Pr. Site...................................................................................
63
Hydrograph Summary Report
Hytlraitow Hytlrographs Extension for Autodesk® Civil 3M by Aulotlesic, Inc. J2020
Hyd
M.
Hytrograph
M.
(origin)
Peak
flow
(o )
Time
interval
(mm)
Ti me to
Peak
(min)
Hyd.
volume
(—ft)
Inflow
hyrl(s)
Maadmum
d..Uen
(ft)
Tolal
sang. useri
(cult)
Hytlmgraph
Besariplion
1
SBUH Runoff
0.043
2
478
644
----
---
---
Basin E1/P1
2
SBUH Runoff
0.019
2
476
273
----
---
---
Basin E2/P2
3
SBUH Runoff
0.091
2
476
1,275
----
---
---
Basin E3F3
4
SBUH Runoff
0.034
2
476
478
----
---
---
Basin EVP4
5
SBUH Runoff
0.037
2
476
524
----
---
---
Basin EaP5
6
SBUH Runoff
0.011
2
476
159
----
---
---
Basin E6/P6
7
Combine
0238
2
476
3,352
1, 2, 3,
---
---
Unaffected Basins
4, 5, 6
9
SBUH Runoff
0.049
2
476
683
----
---
---
Basin E7
10
SBUH Runoff
0.063
2
476
888
----
---
---
Basin E8
11
SBUH Runoff
0.060
2
476
842
----
---
---
Basin E9
12
SBUH Runoff
0.015
2
478
me
----
---
---
Basin E10
13
SBUH Runoff
0.003
2
524
187
----
---
---
Basin Ell
14
Combine
0.189
2
476
2,826
9, 10, 11,
---
---
Ex. Affected Basins
12,13
15
Combine
0.425
2
476
6,178
7,14
---
---
Ex. Site
17
SBUH Runoff
0.045
2
476
837
----
---
---
Basin P7
18
SBUH Runoff
0.040
2
476
577
----
---
---
Basin P8
19
SBUH Runoff
0.075
2
476
1,073
----
---
---
Basin P9/10
20
SBUH Runoff
0.004
2
524
228
----
---
---
Basin Pll
21
Combine
0.163
2
478
2,515
17,18,19,
---
---
Pr. Affectetl Basins
20
22
Combine
0.399
2
476
5,867
7,21
---
---
Pr. ate
PAR36- Site Basins.gpw
Return Period: 1 Year
Wednesday, 0919 12020
I
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 1
Basin E1/P1
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.043 cfs
Storm frequency
= 1 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 644 cult
Drainage area
= 0.370 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370
Basin E1/P1
1
0 01
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 2
Basin E2/P2
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.019 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 273 cult
Drainage area
= 0.120 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0420 x 88)] / 0420
Basin E2/P2
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
4
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 3
Basin E3/P3
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.091 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 1,275 cult
Drainage area
= 0.560 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.580 x 98)] / 0580
Basin E3/P3
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240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 4
Basin E4/P4
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.034 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 478 cult
Drainage area
= 0.210 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210
Basin E41P4
0.10 0.10
I I �iiiiiiiiiiiiiiiiii��iiiiiiiiiiiiiiiiii��iiiiiiiiiiiiiiiiii��iiiiii����iiiiiiiiiiiii�►- r_III
7=7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 5
Basin E5/P5
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.037 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 524 cult
Drainage area
= 0.230 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M
Basin E51P5
���w�lltltltltlr��lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt�
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Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 6
Basin E6/P6
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.011 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 159 cult
Drainage area
= 0.070 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0
Basin E61P6
Itttttttttt� ltttttttttt� l� l� � r.� ltttttttttt� ltttttttttt� ltttttttttt� ltt� ltttttttttt� ltttttttttt� ltttttttttt� ltttttttttt�
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0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW civil 3M by Autodesk, Inc. 0I=
W ne ay, 09/9/2020
Hyd. No. 7
Unaffected Basins
Hydrograph type
= Combine
Peak discharge
= 0.236 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 3,352 cult
Inflow hyds.
= 1, 2, 3, 4, 5, 6
Contrib. drain. area
= 1.560 ac
Unaffected Basins
2I21
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120 240 360 480 600 720
840 960 1080
1200 1320 1440
1560
I
Hydrograph Report
HydraMwHydroraphs F ension for Autcdcsb® Civil 3M by Autotlesk, Inc. 0 I=
Wdresday, 09/9/21M
Hyd. No. 9
Basin E7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.049 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 683 cult
Drainage area
= 0.300 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Ti
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Composite (Area/Cl =1(0.280 x W) ♦ (0.010 x 85)] / 0.300
Basin E7
of
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0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
10
Hydrograph Report
HydraMwHydrographs Eatenswn fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 10
Basin E8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.063 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 888 cult
Drainage area
= 0.390 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.390 x 98)] 10.390
Basin E8
MI
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11
No
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Hydrograph Report
HydraMwHydrographs Eatenswn fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 11
Basin E9
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.060 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 842 cult
Drainage area
= 0.370 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposte (Area/CN) =1(0.370 x 98)] / 0.370
Basin E9
OR
r r ����ME��������� r r
Moo ���������
MR
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0.01 aa0.01
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0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
12
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 12
Basin E10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.015 cfs
Storm frequency
= 1 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 226 cult
Drainage area
= 0.130 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 M
Basin E10
r r Iltltltltltltl�lltltltltltltl�lltltltltltltl�l��l�l�l�l�l�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� r r
r rr 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
13
Hydrograph Report
HydraBow Hydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 13
Basin E11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.003 cfs
Storm frequency
= 1 yrs
Time to peak
= 524 min
Time interval
= 2 min
Hyd. volume
= 187 cult
Drainage area
= 0.370 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370
Basin E11
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
14
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 14
Ex. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 0.189 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 2,826 cult
Inflow hyds.
= 9, 10, 11, 12, 13
Contrib. drain. area
= 1.560 ac
Ex. Affected Basins
r r
A0
00
ML
f
�_0.00
0 240 360 •:r 600
720 :•r 960 1080
1200 1320 1440 1560
10
15
Hydrograph Report
HydraMwHydrographs e4lension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 15
Ex. Site
Hydrograph type
= Combine
Peak discharge
= 0.425 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 6,178 cult
Inflow hyds.
= 7, 14
Contrib. drain. area
= 0.000 ac
Fac. Site
MENOMINEE
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Hydrograph Report
HydraMwHydrographs Falension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 21M
Hyd. No. 17
Basin P7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.045 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 637 cult
Drainage area
= 0.280 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W
Basin P7
MI
0.01 ��� rt���tta��tr�t�l������� 0.01
Ittttttttttt�ltttt(_f/�I�I�I�I�I�IIltttttrrrraa77=---��
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
17
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csk® Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 18
Basin P8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.040 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 577 cult
Drainage area
= 0.290 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.280 x W) ♦ (0.030 x 85)] / 0.280
Basin P8
MR
������I\��Illl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
18
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 19
Basin P9/10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.075 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 1,073 cult
Drainage area
= 0.540 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.500 x 98) ♦ (OD40 x 85)] / 0.540
Basin P9/10
in
mol
���w��� �wlltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�r�lltltltltltltl�lltltltltltltl�lltltltt�� �����
000 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
19
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 20
Basin P11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.004 cfs
Storm frequency
= 1 yrs
Time to peak
= 524 min
Time interval
= 2 min
Hyd. volume
= 228 cult
Drainage area
= 0.450 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
` Canposite(Area/CN)=i(0.W x 98)+(0.390 x 85)]/ OA50
Basin P11
. 20
Itttttttttt� ltttttttttt� ltttttttttt� ltttttttttt� �.ltrr� � ttrr� l� ltttttttttt� trrrrr� � �
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
20
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 21
Pr. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 0.163 cfs
Storm frequency
= 1 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 2,515 cult
Inflow hyds.
= 17, 18, 19, 20
Contrib. drain. area
= 1.560 ac
Pr. Affected Basins
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt�r��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
����r� r�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
I 120 240 360 4:I 600 720 :4I •.I 1080 1200 1320 1440 1560
20
21
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 21M
Hyd. No. 22
Pr. Site
Hydrograph type
= Combine
Peak discharge
= 0.399 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 5,867 cult
Inflow hyds.
= 7, 21
Contrib. drain. area
= 0.000 ac
Pr. Site
OR
Iltltltltltltl�lltltltltltltl�lltltltltltltl�rr,�\��Iltltltltltltl��� ������
Itttttttttt�lttttttllll��/.����_�����t��_ �
Itititititt�ltttttr1111111���-1-1-1-1-Ittllllllll���- fttltltltttt�
111 tlllllllllll.li ���������1111111111 ��,� 111
1 II .I:I .11 1 I •.I I:I 11 11 .I
22
Hydrograph Summary Report
Hytlraitow Hytlrographs Extension for Autodesk® Civil 304s by Aulotlesic, Inc. J2020
Hyd
M.
Hytrograph
M.
(ein9n)
Paas
flow
(mss)
T.ne
inleraal
(mi-)
Ti me to
Peak
(min)
Hyd.
volume
(—ft)
Inflow
hyoys)
Maximum
d..Uan
(ft)
Tole)
sirs. useE
(cult)
Hytlmgraph
Besesiplixn
1
SBUH Runoff
0271
2
474
3,825
----
---
---
Basin ElRl
2
SBUH Runoff
0.092
2
474
1,336
----
---
---
Basin E21P2
3
SBUH Runoff
0.432
2
474
6,235
----
---
---
Basin E31P3
4
SBUH Runoff
0.162
2
474
2,338
----
---
---
Basin E4R4
5
SBUH Runoff
0.171
2
474
2,561
----
---
---
Basin EatP5
6
SBUH Runoff
0.054
2
474
T19
----
---
---
Basin E&P6
7
Combine
1.188
2
474
17,074
1, 2, 3,
---
---
Unaffected Basins
4, 5, 6
9
SBUH Runoff
0231
2
474
3,340
----
---
---
Basin E7
10
SBUH Runoff
0.301
2
474
4,342
----
---
---
Basin E8
11
SBUH Runoff
0285
2
474
4,119
----
---
---
Basin E9
12
SBUH Runoff
0.095
2
474
1,344
----
---
---
Basin E10
13
SBUH Runoff
0.184
2
478
2,691
----
---
---
Basin Ell
14
Combine
1.095
2
474
15,837
9, 10, 11,
---
---
Ex. Affected Basins
12,13
15
Combine
2283
2
474
32,910
7,14
---
---
Ex. Site
17
SBUH Runoff
0216
2
474
3,117
----
---
---
Basin P7
18
SBUH Runoff
0219
2
474
3,112
----
---
---
Basin P8
19
SBUH Runoff
0.407
2
474
5,794
----
---
---
Basin PW10
20
SBUH Runoff
0224
2
478
3,273
----
---
---
Basin Pll
21
Combine
1.063
2
474
15,296
17,18,19,
---
---
Pr. Affected! Basins
20
22
Combine
2252
2
474
32,370
7,21
---
---
Pr. ate
PAR36- Site Basins.gpw
Return Period: 2 Year
Wednesday, 0919 12020
23
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 1
Basin E1/P1
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.271 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,825 cult
Drainage area
= 0.370 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposte (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370
Basin E1/P1
MEMORIES!! I
Mai
tl
11111
00t
MR
005 0.05
00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
24
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 2
Basin E2/P2
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.092 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 1,336 cult
Drainage area
= 0.120 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0420 x 88)] / 0420
Basin E2/132
I r r r
MEMORIES MEMORIES
REMEMER
6 S. SIEMENS
SIEMENS I
SIEMENS III
r r: ISIEMENS IN
SIEMENS
��������� r r.
IRS
MR
SIEMENS � � � � la � lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw
Iltltltltlw lltltltltlw lltltltltlw lltlw � ll� � lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw
SIEMENS
SIE
r r ��IIIIIIIIif♦f♦�f♦�f♦������� r r
��IIIItiI♦f♦ �� ���������
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Iltltltltlw��lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltltltl�lt��lltltltltlw
IIS � Iltltttttw � litltltltlw lid l� l� l� ll� � � �
r rr ��Iltltltltlwlltltltltltt�l�lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltlt���1� r rr
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25
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 3
Basin E3/P3
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.432 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 6,235 cult
Drainage area
= 0.560 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.580 x 98)] / 0580
Basin E3/P3
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� �� ����Ittttttttttt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlttttttt��lttttttttti��� � 66
r r -r .r -:r .rr r :-r •.r r:r rr r --r .r
F
Hydrograph Report
Hydratlow Hydroraphs F ension for Autotl W Civil 308 by Autodesk, Inc. 0 I=
W ne ay, 09/9/2020
Hyd. No. 4
Basin E4/P4
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.162 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 2,338 cult
Drainage area
= 0.210 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210
Basin E4/P4
0.50 0.50
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Is
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� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt��ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �ttltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt����lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llt��l�l�l�l�l�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
r_� ���� ��II�Iltttttttttt���
r_ �I�I�Irtttttttit�l�l�l�l���—�
ooh 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
27
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 5
Basin E5/P5
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.177 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 2,561 cult
Drainage area
= 0.230 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M
Basin E51P5
21
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
28
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 6
Basin E6/P6
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.054 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 779 cult
Drainage area
= 0.070 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0
Basin E6/136
r_
6 66 6 66
f f .f .r -:r .rr f :-r •.r r:r ff f ..f .r
Hydrograph
Report
29
HydraMwHydroraphs F ension for AutocsW civil 308 by Autodesk, Inc. 0I=
W ne ay, 09/9/2020
Hyd. No. 7
Unaffected Basins
Hydrograph type
= Combine
Peak discharge
= 1.188 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 17,074 cuft
Inflow hyds.
= 1, 2, 3, 4, 5, 6
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Unaffected Basins
Hyd. No. 7 -- 2 Year
Q (cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 — Hyd No. 1 — Hyd No. 2 — Hyd No. 3 Time (min)
— Hyd No. 4 Hyd No. 5 — Hyd No. 6
30
Hydrograph Report
HydraMwHydro raphsF ension for Auto csW Civil 3M by Autodesk, Inc. 0 I=
We rn ay, 09/9/2020
Hyd. No. 9
Basin E7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.231 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,340 cult
Drainage area
= 0.300 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.280 x W) ♦ (0.010 x 85)] / 0.300
Basin E7
���Iltltltltwlltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltwrlltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt���lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlw �tltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��Iltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��ttltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��i ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
SO
MR
�����Il�.�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�llw�lltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0.05
0!4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
31
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 10
Basin E8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.301 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,342 cult
Drainage area
= 0.390 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.390 x 98)] 10.390
Basin E8
0.05 0.05
—��������� 7!♦
f—I�f♦f♦�f♦f♦f♦f♦f♦f•��
32
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 11
Basin E9
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.285 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,119 cult
Drainage area
= 0.370 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.370 x 98)] / 0.370
Basin E9
6 IN
IN
IN
���II!��Iltltlr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
005 �
0.05
i�������_���
0.00
0 120
240 360 480 600 720 840 960 1080 1200 1320 1440 1560
33
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 12
Basin E10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.095 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 1,344 cult
Drainage area
= 0.130 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 W
Basin E10
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltl�ltltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0111
r r Mkliiiiiiii�tttttttttttttl♦II♦II♦II♦II♦Iiiiiiiiiii�liiiiiiiiii�liiiiiiiiii� r r
��—�����Illl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl���lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltttttla��l�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0.01 �__� �Iltltltltltltl�lltltltltltltl�l�l�l�l�ta��l�l� 0.01
�� �Itttttttttt�ltttttttttt�l�l�l�l�l�lltltltltltltl�l�l��
Itttttttttt�i�ltttttttttt�l�l(_I�I�I�I�I�I�I� r_
000 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
34
Hydrograph Report
HydraBow Hydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 13
Basin E11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.184 cfs
Storm frequency
= 2 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 2,691 cult
Drainage area
= 0.370 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370
Basin E11
MI
���Ir�lltltltltltltl�lltltltltltlt���— �����
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hydrograph
Report
35
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 14
Ex. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 1.095 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 15,837 cuft
Inflow hyds.
= 9, 10, 11, 12, 13
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Ex. Affected Basins
Hyd. No. 14 -- 2 Year
Q (cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 — Hyd No. 9 — Hyd No. 10 — Hyd No. 11 Time (min)
— Hyd No. 12 — Hyd No. 13
Hydrograph
Report
36
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 15
Ex. Site
Hydrograph type
= Combine
Peak discharge
= 2.283 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 32,910 cuft
Inflow hyds.
= 7, 14
Contrib. drain. area
= 0.000 ac
Q (cfs)
3.00
2.00
1.00
0.00 V'
0 120 240 36
Hyd No. 15
Fac. Site
Hyd. No. 15 -- 2 Year
0 480 600 720 840 960
Hyd No. 7 — Hyd No. 14
Q (cfs)
3.00
2.00
1.00
nL 10.00
1080 1200 1320 1440 1560
Time (min)
Q (cfs)
3.00
2.00
1.00
nL 10.00
1080 1200 1320 1440 1560
Time (min)
37
Hydrograph Report
HydraMwHydrographs Falension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 21M
Hyd. No. 17
Basin P7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.216 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,117 cult
Drainage area
= 0.280 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W
Basin P7
AM
01
OWT
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
38
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 18
Basin P8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.219 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,112 cult
Drainage area
= 0.290 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.280 x W) ♦ (0.030 x 85)] / 0.280
Basin P8
MI
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
39
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 19
Basin P9/10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.407 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 5,794 cult
Drainage area
= 0.540 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.500 x 98) ♦ (OD40 x 85)] / 0.540
Basin P9/10
r r M0,01
r r
Nmop
r r l��������� f r
MM am66
r f -f .r -:r .rr f :-r •.r r:r ff f --f .r
40
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 20
Basin P11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.224 cfs
Storm frequency
= 2 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 3,273 cult
Drainage area
= 0.450 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
` Canposite(Area/CN)=](0.O x 98)+(0.390 x 85)]/ OA50
Basin P11
1
1�������fit
r`�������
000 1
Hydrograph
Report
960
41
HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 21M
Hyd. No. 21
Pr. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 1.063 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 15,296 cuft
Inflow hyds.
= 17, 18, 19, 20
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Pr. Affected Basins
Hyd. No. 21 -- 2 Year
0.00
0 120 240 360 480 600
— Hyd No. 21 — Hyd No. 17
— Hyd No. 20
720
840
960
Hyd No.
18
Q (cfs)
2.00
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)
Hyd No. 19
Hydrograph
Report
42
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 22
Pr. Site
Hydrograph type
= Combine
Peak discharge
= 2.252 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 32,370 cuft
Inflow hyds.
= 7, 21
Contrib. drain. area
= 0.000 ac
Q (cfs)
3.00
2.00
1.00
0.00 fir
0 120 240 36
Hyd No. 22
Pr. Site
Hyd. No. 22 -- 2 Year
0 480 600 720 840 960
Hyd No. 7 — Hyd No. 21
Q (cfs)
3.00
2.00
1.00
IL1 0.00
1080 1200 1320 1440 1560
Time (min)
Q (cfs)
3.00
2.00
1.00
IL1 0.00
1080 1200 1320 1440 1560
Time (min)
43
Hydrograph Summary Report
Hytlraitow Hytlrographs Extension for Autodesk® Civil 304s by Aulotlesic, Inc. J2020
Hyd
M.
Hytrograph
M.
(ein9n)
Paas
flow
(mss)
T.ne
inleraal
(mi-)
Ti me to
Peak
(min)
Hyd.
volume
(—ft)
Inflow
hyrl(s)
Maximum
d..Uan
(fl)
Tole)
sirs. useE
(cult)
Hytlmgraph
Besemplixn
1
SBUH Runoff
0.408
2
474
5,821
----
---
---
Basin ElRl
2
SBUH Runoff
0.138
2
474
1,988
----
---
---
Basin E21P2
3
SBUH Runoff
0.834
2
474
9,277
----
---
---
Basin E31P3
4
SBUH Runoff
0238
2
474
3,479
----
---
---
Basin E4R4
5
SBUH Runoff
0261
2
474
3,810
----
---
---
Basin EatP5
6
SBUH Runoff
0.079
2
474
1,160
----
---
---
Basin E6R6
7
Combine
1]56
2
474
25,534
1,2,3,
---
---
Unaffected Basins
4, 5, 6
9
SBUH Runoff
0.340
2
474
4,970
----
---
---
Basin E7
10
SBUH Runoff
0.442
2
474
6,461
----
---
---
Basin E8
11
SBUH Runoff
0.419
2
474
6,129
----
---
---
Basin E9
12
SBUH Runoff
0.143
2
474
2,045
----
---
---
Basin E10
13
SBUH Runoff
0.320
2
476
4,539
----
---
---
Basin Ell
14
Combine
1.664
2
474
24,143
9, 10, 11,
---
---
Ex. Affected Basins
12,13
15
Combine
3.420
2
474
49,68
7,14
---
---
Ex. Site
17
SBUH Runoff
0.317
2
474
4,838
----
---
---
Basin P7
18
SBUH Runoff
0.325
2
474
4,682
----
---
---
Basin P8
19
SBUH Runoff
BAN
2
474
8,719
----
---
---
Basin PW10
20
SBUH Runoff
0.389
2
476
5,520
----
---
---
Basin Pll
21
Combine
1.635
2
474
23,559
17,18,19,
---
---
Pr. Affected! Basins
20
22
Combine
3.391
2
474
49,093
7,21
---
---
Pr. ate
PAR36- Site Basins.gpw
Return Period: 25 Year
Wednesday, 0919 12020
44
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 1
Basin E1/P1
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.408 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 5,821 cult
Drainage area
= 0.370 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370
Basin E1/P1
tl ���������
0t
01
mol
MM am
� � ���IlA�lltltltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
66
r r -r .r -:r .rr r :-r •.r r:r rr r --r .r
45
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 2
Basin E2/P2
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.136 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 1,988 cult
Drainage area
= 0.120 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0420 x 88)] / 0420
Basin E2/P2
������� ��r.lttttttttttttr•Ir_Ir_Ir_Ir_Ir_
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
F
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
W ne ay, 09/9/2020
Hyd. No. 3
Basin E3/P3
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.634 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 9,277 cult
Drainage area
= 0.560 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.580 x 98)] / 0580
Basin E3/P3
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
r .r Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� r .r
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
r ;r Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� r ;r
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
IN
���� � Il�llt�llt�llt�llt�llt����
Ilt�llt�llt�ll��Ilt�llt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt� �I�Ilt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt� mot�Ilt�llt�llt�llt�llt�llt�llt�llt�
Op �Ilt�llt�llt�llt�llt�llt�llt�llt�
ON It�llt�llt�llt�llt�llt�llt�llt�llt�
MOM
Ilt�llt�llt�llt��r�llt�llt�llt�llt�llt�llt�llt�llt�
r r Ilt�llt�llt�llt��llr�llt�llt�llt�llt�llt�llt�llt�llt� r r
Ilt� llt� llt� llt� � lltr � llt� llt� llt� llt� llt� llt� llt� llt�
Ilt� llt� llt� llA� llt�� llt� llt� llt� llt� llt� llt� llt� llt�
Ilt�llt�llt��i�llt�'_��Ilt�llt�llt�llt�llt�llt�llt�
0.10 0.10
Iltt� �� llt� � l� litittttttttt� l� l� l� � � t� llt�
I�it�l��lttttttttttt�l�l�l�l�l�l�ttt� �
000 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
47
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 4
Basin E4/P4
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.238 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,479 cult
Drainage area
= 0.210 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210
Basin E4/P4
01
mop
�����Ilr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltl��lltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltt�lltltlt���l�lltltltltltltlIIIN����1����
0.
00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
48
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 5
Basin E5/P5
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.261 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,810 cult
Drainage area
= 0.230 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M
Basin E5/P5
�����Itltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl����
���� � rttttttttt�tltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltt����
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt��Itltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl�MIltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��Itltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��lltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��tltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt��i ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �iltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �I ltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
moll
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt����lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltlt��lltlt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
�� Iltltltltltltl�lltltltltltltl�lltltlt�tlltltltltltl�lltltltltltlr �I�I�I�I�Iltltltltltltl�lltltltltltltl�lltltltltltltl� ��
Il�lltl�
��r�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltltl�
OF
on ��Iltltltltltltl�Il�ltltltltltltl�Il�ltltltltltltl�Iltlttltttlttttttttttltti�� ll�ltltltltltltl�ll�ltltltltltltl�ll�ltltltltltltl�ll�ltltltltltltl�llllttilttltttlrtlrtrl�tl��lltltltltltltl��lltltlt�
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
49
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 6
Basin E6/P6
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.079 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 1,160 cult
Drainage area
= 0.070 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0
Basin E6/136
01
moll
I• ���� ���������� I I,
I I I .I :I .11 I :I •.I I:I 11 I I .I
Hydrograph
Report
50
HydraMwHydroraphs F ension for AutocsW civil 3M by Autodesk, Inc. 0I=
W ne ay, 09/9/2020
Hyd. No. 7
Unaffected Basins
Hydrograph type
= Combine
Peak discharge
= 1.756 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 25,534 cuft
Inflow hyds.
= 1, 2, 3, 4, 5, 6
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Unaffected Basins
Hyd. No. 7 -- 25 Year
Q (cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 — Hyd No. 1 — Hyd No. 2 — Hyd No. 3 Time (min)
Hyd No. 4 — Hyd No. 5 — Hyd No. 6
51
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09 /9 /20211
Hyd. No. 9
Basin E7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.340 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,970 cult
Drainage area
= 0.300 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposte (Area/CN) =1(0.280 x W) ♦ (0.010 x 85)] / 0.300
Basin E7
01
MI
mol
MR
0.05
��—�IIIIIIIIIIIIIir.�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�
IIIIIIIIIIIIII�IIIIIIIt� tltllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�lllllllllll����llllllllllllll�llllllllllllll�llllllllllllll�
II11111111111� �Illllllllttttt��l�lt�l�l�l�ltttllrr����
Iii
o �� ��Illlllllllllll�lllllllllllltt��lttttttttil�llllllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�lllllllllllllr��t� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
52
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 10
Basin E8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.442 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 6,461 cult
Drainage area
= 0.390 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.390 x 98)] 10.390
Basin E8
MR
No
I I I .I :I .11 I :I •.I I:I 11 I I .I
53
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 11
Basin E9
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.419 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 6,129 cult
Drainage area
= 0.370 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.370 x 98)] / 0.370
Basin E9
001
mof
No
���—Iltltltiv��lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlw
66
rr Iltltltltlwlltltlt�itltltltltlwlltltltltlwl�l�l����lltltltltlwlltltltltlwlltltltltlw rr
f f -r .r -:r .rr f :-r •.r r:r ff f --f .r
54
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 12
Basin E10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.143 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 2,045 cult
Drainage area
= 0.130 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 M
Basin E10
r r Iltltltltltltl�lltltltltltltl�lltltltltltltl�l��<��������� r r
-� ��f♦f♦f♦���
--LEI
00 trrrrrr ���t���������� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
55
Hydrograph Report
HydraBow Hydrographs Eatenswn fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 13
Basin E11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.320 cfs
Storm frequency
= 25 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 4,539 cult
Drainage area
= 0.370 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370
Basin E11
6 6fill
moll
ON
r.ENI
IN
1
�7
r_
111
r f -f .r -:r .rr f :-r •.r r:r ff f --f .r
Hydrograph
Report
56
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 14
Ex. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 1.664 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 24,143 cult
Inflow hyds.
= 9, 10, 11, 12, 13
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Ex. Affected Basins
Hyd. No. 14 -- 25 Year
0.00—'-
0 120 240 360 480 600
Hyd No. 14 — Hyd No. 9
Hyd No. 12
720
840 960
Hyd No. 10
— Hyd No. 13
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Hyd No. 11
Hydrograph
Report
57
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 15
Ex. Site
Hydrograph type
= Combine
Peak discharge
= 3.420 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 49,677 cuft
Inflow hyds.
= 7, 14
Contrib. drain. area
= 0.000 ac
Q (ofs)
4.00
3.00
2.00
1.00
0.00 I .
0 120 240 36
Hyd No. 15
Fes(. Site
Hyd. No. 15 -- 25 Year
0 480 600 720 840 960
Hyd No. 7 — Hyd No. 14
Q (cfs)
4.00
3.00
2.00
1.00
W I0.00
1080 1200 1320 1440 1560
Time (min)
Q (cfs)
4.00
3.00
2.00
1.00
W I0.00
1080 1200 1320 1440 1560
Time (min)
58
Hydrograph Report
HydraMwHydrographs Falenswn fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 20211
Hyd. No. 17
Basin P7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.317 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,638 cult
Drainage area
= 0.280 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W
Basin P7
IN
motON
MIK
ME
Ilt�llt�llt��itlt�llt���llt�llt�llt�llt�llt�llt�llt�
0.05 0.05
Iltt� �� llt� ltttttttttr l� l� l� l� l� � � t� llt�
I�11 i itttttttttrlttttttttttt�l�l�l�l�l�l�atar�
000 1
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
59
Hydrograph Report
HydraMwHydrographs e4lension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 18
Basin P8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.325 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,682 cult
Drainage area
= 0.290 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.280 x 98) ♦ (0.030 x 85)] / 0.290
Basin P8
mot
ME
���In�lltltlt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl� lltltltltltltl� lltltltltltltl� �r � � � � � � � � � �
0.0 0.05
I��Jl�ltttttttttt�l�l�l�l�l�a��atrt�ltttttttttt�
I� Ittttttttttt� ltti� l� l� l� l� l� lttttttttttt� lrr� t_
00 ().Or
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 19
Basin P9/10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.604 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 8,719 cult
Drainage area
= 0.540 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.500 x 98) ♦ (OD40 x 85)] / 0.540
Basin P9/10
���� � I�Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�ltttttttttt�ltttttttttt�ltttttttttt�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltl��a�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0.10 0.10
f—I�f♦f♦�f♦f♦f♦f♦f♦f•��
11 0.00
61
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 20
Basin P11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.389 cfs
Storm frequency
= 25 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 5,520 cult
Drainage area
= 0.450 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](O.OW x 98) ♦ (0.390 x 85)] / OA50
Basin P11
. 20 25 Year Q (cfs)
Mop
Iltltltltltltl�lltltltltltltl�lltltltltltltl�—Iltltltltltltl�lltltltltltltl�lltltltt�� �_����
r rr
r f .r .r -:r .rr f :-r •.r r:r ff f ..f .r
Hydrograph
Report
960
62
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 21
Pr. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 1.635 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 23,559 cuft
Inflow hyds.
= 17, 18, 19, 20
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Pr. Affected Basins
Hyd. No. 21 -- 25 Year
0.00
0 120 240 360 480 600
Hyd No. 21 — Hyd No. 17
— Hyd No. 20
720
840
960
Hyd No.
18
Q (cfs)
2.00
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)
Hyd No. 19
Hydrograph
Report
63
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 22
Pr. Site
Hydrograph type
= Combine
Peak discharge
= 3.391 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 49,093 cuft
Inflow hyds.
= 7, 21
Contrib. drain. area
= 0.000 ac
Q (ofs)
4.00
3.00
2.00
1.00
0.00 I .
0 120 240 36
Hyd No. 22
Pr. Site
Hyd. No. 22 -- 25 Year
0 480 600 720 840 960
Hyd No. 7 — Hyd No. 21
Q (cfs)
4.00
3.00
2.00
1.00
W I0.00
1080 1200 1320 1440 1560
Time (min)
Q (cfs)
4.00
3.00
2.00
1.00
W I0.00
1080 1200 1320 1440 1560
Time (min)
Parr Lumber — Phase 2
Stormwater Management Report
APPENDIX D - CONVEYANCE
r
Drainage Conveyance
Parr Lumber - Phase 2
Prepared by Harper Houf Peterson Righellis Inc.
Job No. PAR -SO
September 9, 2020
Pipe Segment Pipe Size
(In)
Mannings
n
H
Slope
(%)
Contributing Basin
I
Qx
I (cfs)
QppppCRY
(cfs)
Min, Slope
(%)
Velocity
Full
(fps)
Capacity
Met?
Rain Garden A Outfall 6
0.014
1,00%
PS
0.24
0.52
0.21%
2.85
VES
Rain Garden B Outlell 6
0.014
1.00%
P9110
0.45
0.52
0]5%
2.65
VES
AA Transmittal
Ankrom Moisan
38 NW Davis / Suite 300, Portland, OR 97209
PROJECT: Parr Lumber- Springfield TI DATE: 12/22/2020
194250
SUBJECT: Parr Lumber - Springfield, TRANSMITTAL ID: 00001
PURPOSE: For your review and comment VIA: Info Exchange
FROM
NAME
COMPANY
EMAIL
PHONE
Melinda McMillan
12/22/2020
2020 10 22 City of Springfield Parr Lumber Conditional
Approval Letter Annotated. df
38 NW Davis/Suite 300
12/18/2020
melindam@ankrommoisan.co
or.gov
12/22/2020
Parr Springfield Phase 2 - O&M Plan.pdf
+1(503)892-5352
Portland OR 97209
12/22/2020
m
United States
12/17/2020
Revised Architectural Plan LU Permit Set -1 2-18-20.pdf
TO
NAME
COMPANY
EMAIL
PHONE
smorris@springfeld-
12/22/2020
2020 10 22 City of Springfield Parr Lumber Conditional
Approval Letter Annotated. df
1
12/18/2020
smorris@springfeld-or.gov
or.gov
12/22/2020
Parr Springfield Phase 2 - O&M Plan.pdf
REMARKS: Shannon -
I appreciate your help in getting our revised LU documents submitted. All
conditions of our LU Approval have been incorporated; I've added notes on
the City letter in the Summary as responses. Please let me know if there is
additional information I can provide.
Enjoy your holidays,
Melinda McMillan
DESCRIPTION OF CONTENTS
CITY
DATED
TITLE
NOTES
1
12/22/2020
2020 10 22 City of Springfield Parr Lumber Conditional
Approval Letter Annotated. df
1
12/18/2020
HHPR Parr Springfield Phase 2- LU Set.pdf
1
12/22/2020
Parr Springfield Phase 2 - O&M Plan.pdf
1
12/22/2020
Parr Springfield Phase 2 - Stormwater Report.pdf
1
12/17/2020
Revised Architectural Plan LU Permit Set -1 2-18-20.pdf
COPIES:
Mariah Kiersey
David Frank
(Ankrom Moisan Architects, Inc.)
(Parr Lumber)
Page 1 of 1