HomeMy WebLinkAboutItem 05 AIS EDSPM Update AGENDA ITEM SUMMARY Meeting Date: 11/20/2023
Meeting Type: Regular Meeting
Staff Contact/Dept.: Stan Petroff
Haley Campbell
Staff Phone No: 541-726-1673
541-726-3647
Estimated Time: Consent Calendar
S P R I N G F I E L D
C I T Y C O U N C I L
Council Goals: Maintain and Improve
Infrastructure and
Facilities
ITEM TITLE: ENGINEERING DESIGN STANDARDS & PROCEDURES MANUAL UPDATE
ACTION
REQUESTED:
Take action to adopt a RESOLUTION AMENDING THE SPRINGFIELD
ENGINNERING DESIGN STANDARDS AND PROCEDURES MANUAL
(EDSPM) CHAPTERS 1, 3, 4, 5, AND 12.
ISSUE
STATEMENT:
Updates to Chapters 1, 5, and 12 of the Manual are required to keep up with current
practices, improve efficiency when importing GIS data, and update commercial
general liability coverage requirements for Public Improvement Permit Projects.
As for amendments to Chapters 3 and 4, the City must adopt an updated
Stormwater resolution to ensure ongoing compliance with the City’s Phase II
Municipal Separate Storm Sewer System (MS4) permit standards which regulates
pollution from stormwater.
ATTACHMENTS: 1: City Council Resolution
Exhibit A: Legislative Version of EDSPM Table of Contents
Exhibit B: Legislative Version of Chapter 1 Amendments
Exhibit C: Legislative Version of Chapter 3 Amendments
Exhibit D: Legislative Version of Chapter 4 Amendments
Exhibit E: Legislative Version of Chapter 5 Amendments
Exhibit F: Legislative Version of Chapter 12 Amendments
DISCUSSION/
FINANCIAL
IMPACT:
Updates to the five chapters of the Engineering Design Standards and Procedures
Manual (EDSPM) include:
• Chapter 1 includes striping, pavement, and reference changes to bring the
manual up to date with current practice.
• Chapters 3 and 4 include changes to ensure ongoing compliance with the City’s
MS4 permit. Regulations for post-construction stormwater runoff are contained
in the Springfield Development Code and the Engineering Design Standards
and Procedures Manual (or EDSPM). Construction specifications and design
standards that only apply to public infrastructure approvals or that are non-
mandatory guidelines will remain in the EDSPM.
• Chapter 5 includes illumination and electrical changes to bring the manual up
to date with current practice.
• Chapter 12 includes removing the requirement for engineers and design
professionals to carry $2 million per occurrence and $3 million aggregate GL
on PIP Projects.
There are no significant changes in financial impact due to any of these updates.
The Council held a joint work session and public hearing with the Lane County
Board of Commissioners on November 6, 2023, and moved to adopt a related
Ordinance that amends the Springfield Development Code. The draft Resolution
was provided as part of that agenda packet to show the relationship between the
amendments to the Development Code and the EDSPM.
{00030356:2}
CITY OF SPRINGFIELD, OREGON
RESOLUTION NO. ___________
A RESOLUTION ADOPTING AMENDMENTS TO THE FOLLOWING CHAPTERS OF THE
ENGINEERING DESIGN STANDARDS AND PROCEDURES MANUAL: CHAPTER 1 “STREETS,”
CHAPTER 3 “STORMWATER QUALITY,” CHAPTER 4 “STORMWATER QUANTITY,” CHAPTER 5
“TRAFFIC STANDARDS,” AND CHAPTER 12 “PUBLIC IMPROVEMENT PROJECT PERMITS”
WHEREAS, Chapter 3, “Public Improvements,” of the City of Springfield Municipal Code vests the
Public Works Director of the City of Springfield with the authority to approve plans and grant permits
for public works infrastructure construction within the City of Springfield;
WHEREAS, the Engineering Design Standards and Procedures Manual was adopted by Resolution 02-
46 as the standards and procedures for development of public infrastructure within the City of
Springfield, and has been subsequently amended by the adoption of Resolutions 2021-19, 2020-01,
2018-13, 2012-23, and 06-23;
WHEREAS, the Department of Development and Public Works has prepared amendments to remove
Chapter 3 (Stormwater Quality) and amend Chapter 4 (Stormwater Quantity) by including all relevant
provisions regarding stormwater and to update certain provisions for consistency with the Springfield
Development Code amendments adopted in planning file 811-23-000124-TYP4 to comply with the
requirements of the City’s Phase II Municipal Separate Storm Sewer System (MS4) General Permit;
WHEREAS, the Department of Development and Public Works has prepared amendments to Chapters
1 (Streets), 5 (Traffic Standards) and 12 (Public Improvement Project Permits) to update and
streamline certain provisions of the Manual; and
WHEREAS, the City Council considers it in the public interest to amend the Engineering Design
Standards and Procedures Manual to incorporate the aforementioned amendments,
NOW, THEREFORE, BE IT RESOLVED BY THE COMMON COUNCIL OF THE CITY OF SPRINGFIELD:
Section 1: The amendments to Engineering Design Standards and Procedures Manual
developed by the City of Springfield Development and Public Works Department and shown in Exhibits
A through F are hereby adopted and incorporated into the Engineering Design Standards and
Procedures Manual adopted pursuant to Resolution 02-46 and as amended by Resolutions 2021-19,
2020-01, 2018-13, 2012-23, and 06-23.
Section 2: The Engineering Design Standards and Procedures Manual shall be used to guide
permitting and construction of public works infrastructure required by the Springfield Development
Code and Springfield Municipal Code.
Section 3: The Development and Public Works Community Development Division Director is
authorized to interpret the provisions of the Engineering Design Standards and Procedures Manual in a
manner that gives effect to the sound, responsible and safe development of public infrastructure and
provides internal consistency. To fulfill these requirements, the Development and Public Works
Community Development Division Director is authorized to make clarifying amendments, corrections or
interpretations, or update the technical appendices, provided however, such amendments, corrections,
Attachment 1 Page 1 of 98
{00030356:2}
interpretations, or updates which require textual change to the Manual must be approved and ratified
by the City of Springfield not later than 45 days after such textual change.
Section 4: In the event that unique or special circumstances arise which are not addressed by
the requirements of the Engineering Design Standards and Procedures Manual, the Development and
Public Works Community Development Division Director may impose, on a case-by-case basis,
alternate standards and/or procedures which address those special circumstances and which provide
for sound, responsible, and safe development of public infrastructure.
Section 5: This Engineering Design Standards and Procedures Manual adopted herein shall not
affect rights and duties that matured, penalties that were incurred, and proceedings and development
applications, which were begun prior to the applicable effective date, specified in Section 7.
Section 6: The sections, subsections, paragraphs, provisions, clauses, phrases, and words of the
Engineering Design Standards and Procedures Manual are severable. If a section, subsection,
paragraph, provision, clause, phrase, or word of this Engineering Design Standards and Procedures
Manual is declared by a court of competent jurisdiction to be unconstitutional or invalid, the judgment
shall not affect the validity of the remaining portions of the Manual. Every other section, subsection,
paragraph, provision, clause, phrase, or word of the Manual as approved, irrespective of the enactment
or validity of the portion declared unconstitutional or invalid, is valid.
Section 7: This Resolution will take effect immediately upon adoption.
ADOPTED by the Common Council this _____ day of ______________, 2023. Adopted by a
vote of ____ for and ____ against.
ATTEST:
_______________________
AJ Nytes, City Recorder
Attachment 1 Page 2 of 98
Legislative Version of Amendments to the Engineering Design
Standards and Procedures Manual Table of Contents to
Incorporate MS4 Permit Requirements
AMENDMENTS
Various Sections of the Engineering Manual (EDSPM) are amended to remove barriers to Low-
Impact Development and define stormwater terms. The amendments are show in legislative
format (deleted text with strike-thru red font and new text with double underline red font).
Commentary is shown in purple italics font, preceding the text to which it is referring.
EDSPM APPENDIX TABLE OF CONTENTS
Section I Design Standard
Chapter 1.00 Streets and Sidewalks
Appendix 1A Appendix 1A: Glenwood Riverfront Street Cross-Section Standards
**Effective May 21, 2018 Appendix 1A has been moved to the
Development Code **
Chapter 2.00 Sanitary Sewers and Pump Stations
Commentary: Chapter 3 of the Engineering Manual (EDSPM) is no longer in the
EDSPM. Sections are part of the Springfield Development Code (SDC) or
moved to other portions of the EDSPM.
Chapter 3.00 Stormwater Quality Reserved for Future Use
Appendix 3A Appendix 3A: Information Packet for Stormwater Quality Facility
Operations and Maintenance Plan
Appendix 3A-1 Appendix 3A-1: Notice of Operations and Maintenance Agreement
Appendix 3A-2 Appendix 3A-2: Operations and Maintenance Agreement
Appendix 3A-3 Appendix 3A-3: Stormwater Management Facility Inspection and
Maintenance Log
Appendix 3A-4 Appendix 3A-4: Facility Specific Operations and Maintenance Plans
Commentary: Chapter 4 of the Engineering Manual (EDSPM) has been revised. Some
sections are part of the Springfield Development Code (SDC) or were
moved to other portions of the EDSPM.
Chapter 4.00 Stormwater Capacity
Appendix 4A Stormwater Subsurface Filtration/Infiltration Spreedsheet
Appendix 4B Stormwater Surface Filtration/Infiltration Spreedsheet
Appendix 4C Simplified Approach to Stormwater Management (SIM Form)
Chapter 5.00 Traffic Standards
Appendix 5A Appendix 5A: Intersection Control Checklist
Exhibit A Page 1 of 2
Attachment 1 Page 3 of 98
Commentary: Appendices 6A and 6B of the Engineering Manual (EDSPM) is no longer
in the EDSPM. Sections are part of the Springfield Development Code
(SDC).
Chapter 6.00 Landscape Vegetation
Appendix 6A Appendix 6A: Approved Street Tree List
Appendix 6B Appendix 6B: Approved Vegetation List
Drawing 2.1 Drawing 2.1: Street Tree Location
Drawing 2.2 Drawing 2.2: Street Tree Installation
Chapter 7.00 Hillside Development
Chapter 8.00 Erosion and Sediment Control Plan Design
Appendix 8A Appendix 8A: Oregon Department of Environmental Quality General
Permit 1200-C
Appendix 8B Appendix 8B: Oregon Department of Environmental Quality General
Permit 1200-CN
Section II Drafting Standards
Chapter 9.00 Drafting Standards
Chapter 10.00 Electronic Acceptance Standards
Section III Procedures
Chapter 11.00 Pre-Design
Chapter 12.00 Public Improvement Permit Projects
NEW: Some of the requirements and forms referenced in Chapter 12.00 have changed as of
July 1, 2021. New forms containing all current requirements are available at the following link:
Engineering & Construction Resources.
Chapter 13.00 Reserved For Future Use
Exhibit A Page 2 of 2
Attachment 1 Page 4 of 98
Section I - DESIGN STANDARDS 1 - 1 EDSP Adopted January 21, 2020 November 20, 2023
Legislative Version of Amendments to the
Engineering Design Standards and Procedures Manual Chapter 1
AMENDMENTS
The amendments are shown in legislative format (deleted text with strike-thru red font and new
text with double underline red font). For ease of review, this legislative format does not show
where code language was moved from one place to another.
STREETS AND SIDEWALKS
1.00 DESIGN STANDARDS
1.01 PURPOSE
These standards are meant to provide a consistent policy under which certain physical aspects of
street design and plan preparation shall be implemented. The following standards apply to
public streets. Only the Basic Geometry (1.02.1), Pavement Design (1.02.7), Driveway
Approaches (1.02.13), and Private Improvements (1.02.15) sections apply to private streets.
These standards cannot provide for all situations and are not intended to substitute for
competent work by design professionals. It is expected that the Engineer of Record
representing the Applicant will bring to each project the best professional skills from their
respective disciplines.
These standards are also not intended to limit any reasonable, innovative, or creative effort
which could result in better quality and/or lower costs. Any proposed departure from these
standards, however, shall be brought to the attention of the City Engineer and City Traffic
Engineer, and will be judged on the likelihood that it will produce a comparable result that will
be satisfactory for the user and Springfield.
1.02 DESIGN STANDARDS - GENERAL
These standards are intended to be consistent with the Springfield Development Code
(SDC), the Eugene-Springfield Metropolitan Area General Plan (Metro Plan), any relevant
refinement plans, the Springfield Transportation System Plan, and the current Springfield
Standard Construction Specifications. These standards pertain to the design of streets within
Springfield and its Urban Growth Boundary; establish appropriate right-of-way widths and
improvement requirements; and provide standards for the various City street classifications.
All public streets are considered fire department emergency apparatus access roads and shall
meet the fire code minimum design standards. Private streets may or may not be considered
fire department emergency apparatus access roads as determined by the Fire Marshal.
All new or altered public streets and all other facilities located in the public right-of-way must
meet the Public Rights-of-Way Accessibility Guidelines (2011) (“PROWAG”) published by
the U.S. Access Board. By this reference, the City adopts the PROWAG into its standards.
Where the PROWAG conflicts with standards in this manual or in the Springfield Standard
Exhibit B Page 1 of 14
Attachment 1 Page 5 of 98
Section I - DESIGN STANDARDS 1 - 2 EDSP Adopted January 21, 2020 November 20, 2023
Construction Specifications, the PROWAG standards will prevail.
Streets shall be engineered in a manner to allow economical future maintenance, provide the
lowest life cycle cost, and to ensure a minimum practical street design life of at least 20 years
for local streets and 30 years for arterial and collector class streets.
1.02.1 Basic Geometry
The location, width, and grade of streets shall be considered in their relation to existing and
planned streets, topographical conditions, and the planned use of land to be served by the streets.
Grades, tangents, curves, and intersection angles shall be appropriate for the traffic to be carried,
considering the terrain.
1.02.2 Design Speed
Unless otherwise approved by the City Engineer and City Traffic Engineer, the design speeds
identified in Table 1-1, Minimum Design Speeds, shall be used in the design of all public
streets. The Engineer of Record is responsible for evaluating and choosing the necessary
design speed for the conditions. In the event that a project is a continuation of an existing
street, the design speed of the new project shall be appropriate for the context of the
extended street.
Exhibit B Page 2 of 14
Attachment 1 Page 6 of 98
Section I - DESIGN STANDARDS 1 - 3 EDSP Adopted January 21, 2020 November 20, 2023
Table 1-1: Minimum Design Speed
Street Classification Zoning Minimum Design Speed (MPH)
Local Residential 20 in nodal overlay zones, otherwise 25
Non-Residential 20 in nodal overlay zones and business districts of
high pedestrian activity, otherwise 25
Collector Residential 25 in nodal overlay zones, otherwise 30
Non-Residential 25 in nodal overlay zones and business districts of
high pedestrian activity, otherwise 35
Arterial All 35 - 50
1.02.3 Right-of-Way and Street Width
Right-of-way and street width shall be determined by applying standards specified in this
Manual and other adopted policies such as the SDC; the Metro Plan, applicable refinement plans,
and Springfield Transportation System Plan. Final decisions on street width may be a function of
information provided in a Traffic Impact Study (TIS). A TIS may be required by the City Traffic
Engineer for streets within, or adjacent to, developments.
1.02.4 Vertical Alignment
A vertical curve shall be used at all grade transitions on collector and arterial class streets. Grade
breaks may be utilized on low speed local class streets where the grade transition is 2 percent
(algebraic difference) or less. Multiple grade brakes shall not be used in lieu of a vertical curve.
Vertical curves shall be designed in accordance with the most recent standards set forth in “A
Policy on Geometric Design of Highways and Streets” published by AASHTO. Vertical curves
shall be of adequate length to provide ample sight distance and safe stopping sight distances for
wet pavements based on minimum design speeds identified in Section 1.02.2 or as determined by
the Engineer of Record and approved by the City Traffic Engineer and City Engineer.
1.02.5 Horizontal Alignment and Super-elevation
Horizontal alignment and super-elevation shall be designed in accordance with the most recent
standards set forth in “A Policy on Geometric Design of Highways and Streets” published by
AASHTO.
Horizontal curves shall be of adequate lengths to provide ample sight distance and safe stopping
sight distances for wet pavements based on minimum design speeds identified in Section 1.02.2
or as determined by the Engineer of Record and approved by the City Engineer and City Traffic
Engineer.
Spiral curves shall not be used on any City streets unless otherwise approved or required by the
City Engineer and City Traffic Engineer.
Super-elevation shall be considered for use on all collector and arterial streets in Springfield. A
maximum super-elevation rate of 4 percent shall be used unless otherwise approved by the City
Engineer and Cit y Traffic Engineer.
Exhibit B Page 3 of 14
Attachment 1 Page 7 of 98
Section I - DESIGN STANDARDS 1 - 4 EDSP Adopted January 21, 2020 November 20, 2023
1.02.6 Maximum Street Grades
Standard street grades shall not exceed the following grades:
Street Class Grade (Percent)
Arterial 8
Collector 10
Local Streets 12*
* Street grades may exceed the 12 percent local street standard only where topographical
conditions make it impractical to meet the 12 percent standard, subject to the following
conditions:
(a) No driveways or intersections shall be permitted where street grades exceed 12
percent;
(b) No street with a grade of 15 percent or greater shall be permitted for a distance of
more than 200 feet; and
(c) In no case shall a street grade exceed 18 percent for any distance.
Refer to Chapter 7 Hillside Development and related Sections for special design considerations
and conditions for developing on hillsides in Springfield.
1.02.7 Pavement Design
A pavement design shall be submitted for review with the construction plans for all street
construction projects in Springfield with the following exceptions:
A. The proposed street completes a partial width street (2/3 or 1/2) and the existing design is
utilized.
B. The proposed street is classified as a “local street” or a private street in a residentially
zoned area with internal circulation only, and will never carry through traffic, as
approved by the City Engineer. In this case, the minimum flexible pavement design
structure of 4 inches of Asphalt Concrete on 12 inches of crushed rock or the minimum
rigid pavement design structure of 7 inches of Portland Cement Concrete pavement on 6
inches of crushed rock and geotextile fabric shall be utilized.
C. The requirement is waived by the City Engineer.
All local street pavements shall have a minimum of a 20-year or greater design life. Collector
and Arterial class streets shall have a 30-year or greater design life.
Transitions between pavement types (flexible and rigid) shall be made at or near an intersection.
On all collector and arterial streets and selected local streets (as determined by the City),
both flexible and rigid pavement designs shall be included in the plan set and bid as
alternates. The Engineer of Record shall then submit the cost difference to the City Engineer
for review and approval prior to construction. If requested by the City Engineer, the Engineer of
Record shall prepare life-cycle cost analysis to show the difference in cost savings over time. If
the City Engineer determines the more expensive alternate is required, Springfield will reimburse
the developer for the cost difference between the two alternatives after the project is accepted.
Exhibit B Page 4 of 14
Attachment 1 Page 8 of 98
Section I - DESIGN STANDARDS 1 - 5 EDSP Adopted January 21, 2020 November 20, 2023
All plan sets, regardless of the anticipated construction schedule, shall include a wet weather
construction provision. The wet weather design shall be used for any project which initiates
excavation for street construction prior to May 1st. The City Engineer will begin considering the
use of the dry weather standard after May 1, depending on ground conditions and existing and
forecasted weather conditions. In addition, any project that is started after May 1st, but is not
scheduled for pavement by October 15th of that same calendar year, shall use the wet weather
construction standard. Minimum wet weather provisions include 8 inches of additional crushed
rock and geotextile fabric under the dry weather design pavement structure (rigid or flexible).
These minimum provisions may be increased at the Construction Inspector’s discretion if
materials tests and field inspection dictate.
In all cases the pavement structure shall be placed on a subgrade that is firm and unyielding
(verified by proof rolling) and compacted according to the specifications. The Construction
Inspector, at their discretion, may require additional measures to ensure the pavement structure
meets the design standard intent.
1.02.7.1 Flexible Pavement Design
Asphaltic Concrete (flexible) pavement structures shall be designed in accordance with the
most recent edition of the “AASHTO Guide for Design of Pavement Structures.” Alternate
design standards which provide an equivalent or more durable road structure may be used if
approved by the City Engineer. The following steps are necessary to calculate a flexible
pavement design.
Step 1: Order soils test from independent testing laboratory to obtain the Effective Roadbed Soil
Resilient Modulus, Mr.
Soils tests shall be made at a depth of the proposed subgrade, no less than 2 feet below
the existing ground level. Soils tests shall be gathered from enough locations within the
proposed right-of-way for the sampling to be representative of actual conditions. At a
minimum, one soil test shall be obtained for every 500 feet of proposed roadway. Where
possible, a soil test shall be taken in the intersection of two newly proposed roadways.
Soil test information shall be submitted with the pavement design. As an alternative, the
Effective Roadbed Soil Resilient Modulus, Mr, can by determined if the Effective
Modulus of Subgrade Reaction, k, is known by the relationship: Mr = 19.4 * k
Step 2: Determine the estimated total 18-kip Equivalent Single Axle Load Applications, W18, as
described in Appendix D of the AASHTO guide.
Traffic volumes shall be based upon actual counts and/or traffic studies. See Table 1-2
below for minimum terminal serviceability values based on roadway classification when
using the AASHTO design method. Assume an initial structural number, SN, of 3 and a
minimum of 10 percent truck traffic. This calculation shall be submitted with the
pavement design.
Step 3: Obtain the minimum acceptable values of the Reliability (R%), Overall Standard
Deviation (So), and Design Serviceability Loss (PSI) from Table 1-2 below based on the
roadway classification.
Exhibit B Page 5 of 14
Attachment 1 Page 9 of 98
Section I - DESIGN STANDARDS 1 - 6 EDSP Adopted January 21, 2020 November 20, 2023
Table 1-2: Minimum Acceptable Values for Flexible Pavement Design
Local Collector Arterial
Reliability, R% 90 95 99
Overall Standard Deviation, So 0.35 0.35 0.35
Initial Serviceability, Po 4.2 4.2 4.2
Terminal Serviceability, Pt 2.5 2.5 3
Design Serviceability Loss, PSI 1.7 1.7 1.2
Step 4: Obtain the Design Structural Number (SN) from the “Design Chart (nomograph) for
Flexible Pavement Based on using Mean Values for Each Input,” Figure 3.1 in the
AASHTO design guide, using the specific and constant values determined in Steps 1-3.
Step 5: Determine the thickness of the pavement layer based on the formula:
SN <= a1 D1 + a2 D2 m2 + a3 D3 m3 1
Where:
a1, a2 ,a3 = layer coefficients representative of the surface, base and subbase
courses respectively. Maximum values for each construction
material are identified in Table 1-3 below.
D1, D2, D3
=
actual thicknesses (in inches) of the surface, base, and subbase
courses, respectively. No less than 4 inches of asphalt or 12 inches
of crushed rock shall be specified in any pavement structure in
Springfield. Deep lift asphalt may be approved by the City
Engineer under certain circumstances.
m2 ,m3
=
modifying coefficients to allow for drainage effects. Acceptable
values are identified in Table 1-3 below.
Table 1-3: Coefficients for Flexible Pavement Structural Layers
Material
Layer,
(Subscript No.)
Layer
Coefficient, a
Modifying
Coefficient, m
Asphalt Concrete, Plant Hot Mix 1 0.42 N/A
Crushed Rock 2 0.14 0.80
Cement Treated Base, CTB 2 0.25 1.00
Bituminous Treated Base, BTB 2 0.22 1.00
Sandy Gravel 2,3 0.11 0.60
Sand, Sandy Clay 3 0.08 0.40
Lime Treated Soil 3 0.11 0.40
Lime Treated Clay, Gravel 3 0.16 0.40
1 Only imported or treated subbase shall be considered to contribute to the pavement structural
section. Native subbase shall not be used in the structural section.
Exhibit B Page 6 of 14
Attachment 1 Page 10 of 98
Section I - DESIGN STANDARDS 1 - 7 EDSP Adopted January 21, 2020 November 20, 2023
Flexible Pavement Design Notes:
A. The minimum thicknesses of asphaltic concrete and crushed rock for permanent
pavement are 4 inches and 12 inches, respectively, for local streets, and 6 inches and 14
inches, respectively, for collectors and above classifications.
B. Where crushed rock base is specified, 1 inch of asphalt is considered equivalent to 3
inches of crushed rock.
C. Full depth asphalt may be approved by the City Engineer under certain circumstances
where the underlying soil type is free draining. Even when the AASHTO method yields
a design thickness less than 8 inches, the minimum full depth asphalt design thickness
shall be 8 inches.
D. All design thicknesses shall be rounded up to the nearest 1/2 inch.
E. In all cases, the pavement structure shall be placed on a subgrade that is firm and
unyielding (verified by proof rolling) and compacted according to the specifications.
F. All designed cross-sections shall include wet weather construction provisions including
geotextile fabric and an additional 8 inches of crushed rock between the native material
and base of the asphalt concrete pavement structure.
1.02.7.2 Rigid Pavement Design
Portland Cement Concrete (rigid) pavement structures shall be designed according to the most
recent edition of AASHTO Guide for Design of Pavement Structures. Alternate design standards
which provide an equivalent or more durable road structure may be used if approved by the City
Engineer. The following steps are required to calculate the rigid pavement design.
Step 1: Order soils test from independent testing laboratory to obtain the Effective Modulus of
Subgrade Reaction, k (pci).
Soils tests shall be made at a depth of the proposed subgrade, no less than 2 feet below
the existing ground level. Soils tests shall be gathered from enough locations within the
proposed right-of-way for the sampling to be representative of actual conditions. At a
minimum, one soil test shall be obtained for every 500 feet of proposed roadway.
Wherever possible, a soil test shall be taken in the intersection of two newly proposed
roadways. Soil test information shall be submitted with the pavement design. As an
alternative, the Effective Modulus of Subgrade Reaction, k, can by determined if the
Effective Roadbed Soil Resilient Modulus, Mr is known by the relationship:
k = Mr / 19.4
Step 2: Determine the Concrete Elastic Modulus, Ec (psi)
Specify, in the design calculations and in the plans, the compressive strength, f ’c (psi) of
the concrete mix design. The Concrete Elastic Modulus, Ec (psi) can be determined from
the relationship:
Ec = 57,000 √(f ’c)
Exhibit B Page 7 of 14
Attachment 1 Page 11 of 98
Section I - DESIGN STANDARDS 1 - 8 EDSP Adopted January 21, 2020 November 20, 2023
Step 3: Determine the Mean Concrete Modulus of Rupture, S ‘c (psi).
The minimum Mean Concrete Modulus of Rupture, S‘c (psi), is specified in the
Springfield Standard Specification 311.3.02c, Flexural Strength.
Step 4: Determine the Load Transfer Coefficient, J
Pavements with a monolithic or tied curb and gutter that provide additional stiffness and
keeps traffic away from the edge may be treated as a tied shoulder. If the curb is not
integral with the pavement section, rebar shall be provided to join the curb to the slab
section (Refer to Springfield Standard Specifications for requirements). Under normal
circumstances, load transfer devices are not required on City streets. Obtain the value
from Table 2.6 in the AASHTO guide.
Step 5: Determine the Drainage Coefficient, Cd
The Engineer of Record shall determine this value using Table 2.5 of the AASHTO guide
and information gathered from soils test and references such as the USGS Soil Survey of
Lane County.
Step 6: Determine the estimated total 18-kip Equivalent Single Axle Load Applications, W18, as
described in Appendix D of the AASHTO guide.
Traffic volumes shall be based upon actual counts and/or traffic studies. See Table 1-4
below for minimum terminal serviceability values based on roadway classification when
using the AASHTO design method. Assume an initial pavement thickness of 6 inches
and a minimum of 10 percent truck traffic. This calculation shall be submitted with the
pavement design.
Step 7: Obtain the minimum acceptable values of the Reliability (R%), Overall Standard
Deviation (So), and Design Serviceability Loss (PSI) from Table 1-4 below based on the
roadway classification.
Table 1-4: Minimum Acceptable Values for Rigid Pavement Design
Local Collector Arterial
Reliability, R% 90 95 99
Overall Standard Deviation, So .25 .25 .25
Initial Serviceability, Po 4.5 4.5 4.5
Terminal Serviceability, Pt 2.5 2.5 3
Design Serviceability Loss, PSI 2 2 1.5
Step 8: Obtain the Design Slab Thickness, D (inches)from the “Design Chart (nomograph) for
Rigid Pavement Based on using Mean Values for Each Input Variable,” Figure 3.7
segments 1 and 2 from the AASHTO design guide, using the specific and constant values
determined in Steps 1-7. The minimum design thickness allowed in the City of
Springfield is 6 inches.
Exhibit B Page 8 of 14
Attachment 1 Page 12 of 98
Section I - DESIGN STANDARDS 1 - 9 EDSP Adopted January 21, 2020 November 20, 2023
Rigid Pavement Design Notes:
A. The minimum thicknesses of Portland cement concrete and crushed rock for permanent
rigid pavement are 7 inches on 6 inches respectively for local streets, and 8 inches on 6
inches respectivel y for collector and above classifications. This minimum is based on a
minimum compressive strength, f ’c, of 4000 psi and a minimum beam strength, based on
a beam strength, S’c, of 600 psi.
B. All pavement structures shall include a minimum of 6 inches of crushed rock and a layer
of geo-textile fabric.
C. All design thicknesses shall be rounded up to the nearest 1/2 inch.
D. In all cases the pavement structure shall be placed on a subgrade that is firm and
unyielding (verified by proof rolling) and compacted according to the specifications.
E. All designed cross-sections shall include wet weather construction provisions including
an additional 8 inches of crushed rock between the required geotextile fabric and the base
of the concrete pavement structure.
F. A jointing plan shall be included in the public improvement plan set for review with the
project.
1.02.7.3 Pavement Markings
All pavement marking must comply with the most current version of the Manual on Uniform
Traffic Control Devices (MUTCD) with all relative adjustments provided in the State of Oregon
supplement.
All longitudinal pavement markings must be durable thermoplastic and installed according to
APWA standard specifications Section 00865 method A or B.
All transverse pavement markings must be high skid fused preformed thermoplastic type B-HS
and installed according to APWA standard specification section 00867.
1.02.8 Curbs and Gutters
A Springfield standard curb and gutter shall be used on any fully improved public street unless
approved by the City Traffic Engineer and City Engineer. The minimum gutter grade shall be
0.30 percent, and preferably 0.50 percent. The minimum gutter grades along short-radius curves,
such as curb returns and cul-de-sac bulbs, shall be 0.50 percent.
No intruding structures, including, but not limited to, manholes, valves, and junction boxes shall
be located within 2 feet of the curb or gutter.
On partial (i.e. 1/2 or 2/3 width) street sections, an ODOT extruded concrete curb, or equivalent,
shall be used to delineate traffic. Where necessary to allow drainage to pass through, 1 foot wide
curb cuts shall be provided, a minimum of 20 feet on center. A Springfield standard curb and
gutter shall be used when drainage conveyance is necessary or required.
Where intermittent emergency or maintenance vehicular access is to be provided and pedestrian
access is to be discouraged, an ODOT mountable concrete curb, or equivalent, shall be used.
Exhibit B Page 9 of 14
Attachment 1 Page 13 of 98
Section I - DESIGN STANDARDS 1 - 10 EDSP Adopted January 21, 2020 November 20, 2023
1.02.9 Valley Gutters
Valley gutters shall not be used within the public right-of-way, unless approved by the City
Traffic Engineer and City Engineer.
1.02.10 Cross Slope
Public streets shall be designed with a 2 percent cross slope with the crown in the middle of the
street.
Parabolic crown sections may only be used on public streets when approved by the City Engineer
and Traffic Engineer.
Exhibit B Page 10 of 14
Attachment 1 Page 14 of 98
Section I - DESIGN STANDARDS 1 - 11 EDSP Adopted January 21, 2020 November 20, 2023
Shed sections may be used on public streets, when approved by the City Engineer and Traffic
Engineer, where upslope runoff is collected in a formal drainage system and is not allowed to
travel across the roadway. Steeper cross slopes may be approved in accordance with AASHTO
standards.
1.02.11 Public Sidewalks
Concrete sidewalks shall be located on both sides of the street for all public major and minor
arterial, collector, and local streets, and shall be designed to the following criteria:
A. In conformance with the existing or planned street grades.
B. In conformance with the PROWAG standards.
C. Sidewalks shall be 7 feet wide along all arterial class streets, and 5 feet wide along all
collector and local classification streets and cul-de-sac bulbs unless otherwise specified
in the SDC or adopted development plans.
D. All public streets shall have setback sidewalks placed within the public right-of-way
unless approved by the City Traffic Engineer and City Engineer. When replacing
damaged sidewalk new work shall be located in the same position as the existing
sidewalk. When extending a sidewalk along a block frontage with existing curbside
sidewalk, the new sidewalk must physically transition to comply with current sidewalk
standards as determined by the Director.
E. Sidewalks that are not installed with the street improvements shall be shown on the
public improvement plans and labeled “FUTURE SETBACK SIDEWALK”. All
sidewalks that do not abut future building lots shall be installed as a part of the public
improvement plans and may not be delayed.
F. Facilities including, but not limited to, mail boxes, water meters, valves, junction boxes,
manholes, utility poles, trees, benches, fire hydrants, signs, and bus stops must not be
located within public sidewalks. Said facilities must be removed or relocated prior to the
construction or reconstruction of the sidewalk, unless otherwise approved by the City
Engineer. If these facilities are permitted to remain, there must be at least 5 feet of
unobstructed width on arterial class streets and 4 feet on all other streets.
G. All public sidewalks shall be a minimum of 4 inches thick concrete placed on a
minimum of 2 inches of compacted 3/4 inch-minus crushed rock base. Sidewalks
behind or integral with driveway approaches shall be designed to the standards set forth
in Section 1.02.13 “Driveway Approach.” All concrete shall meet or exceed the mix
design standards specified in the current version of the Springfield Standard
Specifications.
1.02.12 Pedestrian Access Ramps
All Pedestrian Access Ramps shall conform to the PROWAG standards. . Refer to the current
version of Springfield Standard Construction Specifications for specifications and sample
drawings. Sample drawings are available in electronic format via the City Website.
Exhibit B Page 11 of 14
Attachment 1 Page 15 of 98
Section I - DESIGN STANDARDS 1 - 12 EDSP Adopted January 21, 2020 November 20, 2023
Pedestrian access ramps shall be designed within the following guidelines:
A. Ramp approaches shall be aligned with, and be wholly contained within, the crosswalk
markings.
B. Ramp approaches shall not be positioned directly in the path of catch basin grates.
C. Ramp approaches shall be directly aligned with one another with no offset through the
intersection.
D. Ramp approaches and crossings shall be (as close as possible to) perpendicular to the
street they are crossing in order to minimize the crossing distance.
E. Ramps shall be aligned to point directly to the ramp across the road that is intended to
receive the pedestrian.
F. Obstructions including, but not limited to, mail boxes, water meters, valves, junction
boxes, manholes, utility poles, trees, benches, fire hydrants, signs, and bus stops shall not
be located within the ramp area, including flares.
G. Ramp flares may extend beyond the crosswalk markings.
Pedestrian access ramps shall be located using the following guidelines:
A. Two ramps shall be provided at each curb radius to allow direct access from the ramps
into the street. Ramps shall not be directed diagonally into the middle of the intersection
unless approved by the City Traffic Engineer.
B. Driveway approaches are not acceptable ADA accessible routes of travel. ADA routes of
travel shall be designed and constructed to PROWAG standards and may not be altered
by driveways or other improvements unless an approved alternative route of travel is
provided.
C. At some signal-controlled intersections, the crosswalk and pedestrian access ramps may
be excluded from a crossing to accommodate unusually heavy turning movements, as
approved or required by the City Traffic Engineer.
D. Pedestrian access ramps shall be designed and constructed as specified in the Springfield
Standard Specifications. All pedestrian ramps shall be shown with a detailed drawing
submitted within the plan set with specific detail sufficient for review and construction.
1.02.13 Driveway Approaches
All driveway approaches shall be defined on the plans as either Residential or Commercial. Any
driveway serving property which is used for purposes other than Single Family Residential or
Duplexes shall be designated as and built to the standards of a Commercial driveway. A
concrete alley apron serving public right-of-way or alley shall also be built to the standards of a
Commercial driveway. Refer to the Standard Construction Specifications, Section 314
DRIVEWAYS, SIDEWALKS, PEDESTRIAN ACCESS RAMPS AND PATHWAYS and
Standard
Exhibit B Page 12 of 14
Attachment 1 Page 16 of 98
Section I - DESIGN STANDARDS 1 - 13 EDSP Adopted January 21, 2020 November 20, 2023
drawings for construction details.
1.02.14 Curb Return Radii
A WB-67 design vehicle shall be used when designing curb radii for all truck routes. Unless
otherwise directed and/or approved by the City Engineer and City Traffic Engineer, all other
curb radii at public street intersections shall be designed in accordance with table 1-5, Suggested
Radii and Design Vehicles for Determining Curb Radii:
Table 1-5: Suggested Radii and Design Vehicles for Determining Curb Radii
Primary Street
Classification
Secondary
Street
Classification
Zoning
Suggested Radii
(ft)
Design Vehicle
Local Local Residential 10 SU or Emergency
Local Local Non-Residential 15 SU or Emergency
Collector Local Residential 20 SU or Emergency
Collector Local Non-Residential 20 SU or WB-50 as
appropriate
Collector Collector Residential 20 SU or Emergency
Collector Collector Non-Residential 20 SU or WB-50 as
appropriate
Minor-Arterial Collector All 35 WB-67
Minor-Arterial Minor-Arterial All 35 WB-67
Note: The above suggested radii and design vehicles are beginning points for design only.
Larger or smaller radii and/or design vehicles may be required to accommodate existing or
planned turning movements. Designers should try to accomplish the minimum turning radius
allowable that incorporates all of the differing elements affected by the radii such as turning
movement speed, traffic calming, ADA ramp construction, and pedestrian pathways.
On local to local street intersections, design vehicles may use half of the width of the approach
street and all of the width of the departure street exclusive of parking lanes. On non-local streets
design vehicles shall begin their turn in the travel lane closest to the curb and if there are multiple
approach lanes may straddle the lane line, and they may use the entire width of all departure
lanes on the departure street. Three center curves, which are right-of-way efficient and decrease
the pedestrian crossing distance, are encouraged when designing for larger vehicles.
1.02.15 Private Improvements
Private improvements shall be privately owned and maintained and be identified on the
construction drawings as “private”. When proposed private systems, like water quality/quantity
features, are essential for public improvement projects to function properly, they shall be shown
on the public improvement plans.
1.02.16 Glenwood Riverfront Street Cross-Section Standards
SDC Table 4.2-1 provides the minimum street right-of-way width and the minimum curb-to-curb
width for public streets in Springfield. During the adoption of the Glenwood Refinement Plan,
the Springfield City Council approved street design policies and implementation strategies for
Exhibit B Page 13 of 14
Attachment 1 Page 17 of 98
Section I - DESIGN STANDARDS 1 - 14 EDSP Adopted January 21, 2020 November 20, 2023
use within the Glenwood Riverfront to promote the design and character of this area. Appendix
1A of this Chapter provides the standards for designing public streets in the Glenwood
Riverfront.
Exhibit B Page 14 of 14
Attachment 1 Page 18 of 98
Legislative Version of Amendments to the Engineering Design
Standards and Procedures Manual Chapter 3 Stormwater Quality
to Incorporate MS4 Permit Requirements
AMENDMENTS
Various Sections of the Engineering Manual (EDSPM) are amended to remove barriers to Low-
Impact Development and define stormwater terms. The amendments are show in legislative
format (deleted text with strike-thru red font and new text with double underline red font).
Commentary is shown in purple italics font, preceding the text to which it is referring.
EDSPM – CHAPTER 3
STORMWATER QUALITY
COMMENTARY: Chapter 3 of the Engineering Manual is no longer in the EDSPM. The following
sections are part of the Springfield Development Code (SDC) or moved to other portions of the
EDSPM.
• 3.01 Stormwater Quality Design Standards: Moved to SDC 4.3.110.
• 3.02 Stormwater Quality Design Criteria: Moved to SDC 4.3.110.
• 3.02.1 Stormwater Quality Design Storm: Moved to SDC 4.3.110, updated to use more
modern data from the Eugene Airport weather station, matches the current design storms from
the City of Eugene (same data from the same station).
• 3.02.2 Retention/Protection/Preference for Open Watercourses and Water Bodies:
Moved to 4.3.115.
• 3.02.3 Stormwater Quality Pollutants of Concern: Included in SDC 4.3.110.
• 3.02.3.A Temperature Standard: Moved to SDC 4.3.110, to be achieved primarily by
infiltration and then shading if infiltration is not possible.
• 3.02.3.B Bacteria and Mercury Standards: Is addressed in SDC 4.3.110 using "maximum
extent practicable" for development that is using the treatment standard (e.g. not infiltrating all
runoff). The municipal code also provides a pathway to require additional BMPs at any time if
there is actual illicit discharge occurring that results in a bacteria or mercury issue for a
property that uses the site performance standard instead.
• 3.02.3.C Total Suspended Solids (TSS) Standard: This section has been integrated into
SDC 4.3.110(C). Other information cited in this section is state law and does not need to be
adopted or codified by Springfield.
• 3.02.3.D DEQ Stormwater Discharge Benchmarks: This section is added to SDC
4.3.110(C).
• 3.02.4 Special Considerations for Higher-Risk Activities: This section was replaced with
Appendix H of the SDC for on site source controls.
• 3.02.4.A Eugene Stormwater Management Manual, Chapter 3: The Stormwater Source
Exhibit C Page 1 of 2
Attachment 1 Page 19 of 98
Controls were moved to Appendix H of the SDC.
• 3.02.4.B Underground Injection Control (UIC): Covered in SDC Appendix D Typical
Stormwater Facility Details or EDSPM Chapter 4 Stormwater.
• 3.02.4.C Roof-mounted Equipment: No longer necessary. This section is covered by DEQ
rules for UIC’s by requiring treatment before discharge to a UIC for any nonresidential roof.
• 3.02.4.D Drinking Water Protection (DWP) Overlay District: This is a development standard
and therefore belongs in the development code. Any Time of Travel related standards need to
be in the DWP Overlay section. This section is otherwise duplicative of SDC 3.3.200 DWP
Overlay District and is removed from the EDSPM.
• 3.02.5 Parking Lots/Paved Areas: No longer necessary as the site treatment standard in
SDC 4.3.110 requires treatment for all impervious parking lots.
• 3.02.6 Vegetative Treatment Requirements: Vegetative treatment requirements are
incorporated into SDC 4.3.110(C) and (D) and will be adopted in Appendix F of the SDC. This
section is removed from the EDSPM.
• 3.02.7 Parking Lot Maintenance: Moved to EDSPM Chapter 4 as an advisory section.
• 3.03 Private Stormwater Maintenance Requirements: Moved to SDC 4.3.110.
• 3.03.1 Operations and Maintenance Plan Submittal for Privately Maintained Facilities:
O&M mandatory requirements are in SDC 4.3.110 or included in Appendix E to the
Development Code.
• 3.03.2 Specific Requirements of the O & M Plan: Moved to SDC 4.3.110.
Exhibit C Page 2 of 2
Attachment 1 Page 20 of 98
Section I - DESIGN STANDARDS 4 - 1 EDSP Adopted December 03, 2012 November 20, 2023
Legislative Version of Proposed Amendments to the
Engineering Design Standards and Procedures Manual Chapter 4
Stormwater to Incorporate MS4 Permit Requirements
PROPOSED AMENDMENTS
Various Sections of the Engineering Manual (EDSPM) are amended to remove barriers to Low-Impact
Development and define stormwater terms. Commentary is shown in purple italics font, preceding
the text to which it is referring.
STORMWATER CAPACITY
4.00 DESIGN STANDARDS
4.01 PURPOSE
The purpose of the Stormwater Capacity Design Standards is to provide a consistent policy under
which certain physical aspects of stormwater conveyance design will be implemented. These
standards have the objective of developing a stormwater conveyance system that shall must:
A. Be consistent with the most current stormwater studies, master plans, and discharge
permits for Springfield, the Springfield Development Code (SDC), APWA
standard construction specifications, City of Springfield standard construction
details and other Chapters of this Manual;
B. Be of adequate design to safely manage all volumes of water generated upstream and on
the site to an approved point of discharge;
C. Provide conveyance for stormwater generated by future development upstream;
D. Prevent the uncontrolled or irresponsible discharge of stormwater onto adjoining public
or private property;
E. Prevent the capacity of downstream channels and stormwater management facilities from
being exceeded;
F. Have sufficient structural strength to resist erosion and all external loads that may be
imposed;
G. Avoid impacts to stream water quality and quantity, and seek to maintain the historic
hydrograph, including peak and base flows;
H. Maximize efficient use of Springfield’s natural drainage systems and wetlands;
I. Require groundwater recharge wherever possible by utilizing stormwater
management techniques that decrease impervious permeable surfaces and increase
infiltration to manage stormwater runoff;
J. Promote the protection of the Springfield’s existing high level of overall water quality
and facilitate implementation of further water quality improvements;
Exhibit D Page 1 of 42
Attachment 1 Page 21 of 98
Section I - DESIGN STANDARDS 4 - 2 EDSP Adopted December 03, 2012 November 20, 2023
K. Be designed in a manner and use materials that allow economical maintenance;
L. Be designed using methods and materials to insure a minimum practical design life of 75
years for all systems and 100+ years in traveled right-of-way; and
M. Be designed based on future land use.
4.02 GENERAL DESIGN CONSIDERATIONS
Stormwater system design within a development site shall must include provisions to address
water quality concerns (see Chapter 3), and the collection and conveyance of runoff from all
public and private streets, sidewalks, and driveways, and from the roof, footing, and area
drains of all structures impermeable areas surfaces. Furthermore, the design shall must
provide for the future extension of the stormwater system to the entire drainage basin in
conformance with current adopted stormwater master plans or approved modifications to
those plans.
All stormwater system designs shall must be based upon the requirements in Springfield
Development Code 4.3.110, which requires on an engineering analysis that takes into consideration
water quality issues, infiltration capacity on-site, existing runoff rates and discharge points onto
neighboring properties, pipe flow capacity, hydraulic grade line, soil characteristics, pipe strength,
conflict with existing or proposed utilities, and potential construction problems.
In all locations where stormwater infrastructure is not available, or where suitable subsurface
conditions exist, for of new or redevelopment the primary method for stormwater management
will be utilizing utilize a Low Impact Development Approaches (LIDA), discussed in more
detail in Section 4.17. In locations where LIDA is not possible the stormwater system will
provide quality treatment prior to discharge per the requirements in Chapter 3 and 4 of the
EDSPM.
4.03 ACCOUNTABILITY FOR STORMWATER SYSTEM DESIGN
This Chapter presents Springfield’s standards for engineering and design of stormwater system
facilities. While Springfield believes these standards are appropriate for a wide range of
development proposals, compliance solely with these requirements does not relieve the
professional engineer of their responsibility to ensure stormwater facilities are engineered to
provide adequate protection for public and private property and natural resources.
To assist applicants in preparing a Stormwater Study, Springfield has developed a Stormwater
Scoping Sheet to ensure that site stormwater system design is prepared in compliance with this
Manual and the Springfield Development Code. The Stormwater Scoping Sheet Stormwater
Management System Scope of Work must shall be completed for each development and can
be found at http://www.springfield-or.gov/dept_dpw.htm on the City’s website.
Other agencies may require some form of stormwater system review and impose requirements
that are separate from, and in addition to, Springfield’s requirements. The applicant must
coordinate with these agencies and resolve any conflicts or concerns in stormwater conveyance
and water quality requirements.
COMMENTARY: All the stormwater study types, design storms and related stormwater treatment
requirements are moved to the Springfield Development Code. There are now two different study
types reduced from three: a small site and full site study. The small site can use the rational
method and safe harbor calculators provided with this chapter of the EDSPM as appendices, that
Exhibit D Page 2 of 42
Attachment 1 Page 22 of 98
Section I - DESIGN STANDARDS 4 - 3 EDSP Adopted December 03, 2012 November 20, 2023
are sourced from the City of Eugene. The design storms were revised using more modern data from
the weather station at the Eugene airport and that now matches those used by the City of Eugene.
4.03.1 Stormwater Study
All developments that will increase or modify impervious surface shall submit, if further study
is not required by the criteria outlined below, a Stormwater Study and a plan for the
development site that provides for a system capacity design for a 2-year storm event. The time
of concentration for the study shall be determined by using a ten minute start time and
calculated travel times in gutters, pipes and swales for each drainage basin on the development
site. The stormwater system design shall be checked for overflow impacts that may occur in the
25-year storm event and include contingency measures to protect both on-site buildings and
abutting properties.
A complete Stormwater Study, as outlined below, shall be submitted for all developments that
generate public and/or private stormwater runoff from more than one (1) acre of land or create
or modify more than 5000 sf of impervious area. Developments or redevelopments that drain
into or modify an existing stormwater system with capacity of 0.5 cfs or greater shall also
submit a complete Stormwater Study. Note: an Oregon licensed Civil Engineer shall prepare
the complete Stormwater Study. All developments containing or adjacent to a floodplain,
stream, wetland, natural resource area, or wellhead protection zone shall review and report their
impact to those systems as part of the required Stormwater Study.
If required by the criteria stated above, a complete Stormwater Study shall be provided for a
development that is proposed within Springfield’s planning jurisdiction. This study shall include
the following:
A. A written narrative describing the proposed stormwater system in detail, including
connections to the public system, a description addressing water quality measures (Best
Management Practices) proposed, as well asany necessary capacity measures that may
be required for development (i.e. –a detention pond). .
B. A hydrological study map, that shall contain:
1. The development site and adjacent areas that contribute significant offsite flows, well
defined, and an appropriate amount of area beyond the development site of not less
than 100 feet;
2. Streets important to the study, and street names;
3. Flow arrows in streets and ditches;
4. Contours or spot elevations for verification of direction of overland flow and pipe
cover; Contour intervals on the study map shall be as follows:
Slope Contour Interval
(%) (Feet)
------- --------
0 - 10 1
11 - 25 2
> 25 10
Exhibit D Page 3 of 42
Attachment 1 Page 23 of 98
Section I - DESIGN STANDARDS 4 - 4 EDSP Adopted December 03, 2012 November 20, 2023
5. Drainage areas of all sub-basins (in acres);
6. Collection points (nodes) at downstream limits of all sub-basins;
7. A profile of the stormwater system showing invert elevations, manhole top and
bottom elevations, existing utilities, and existing and finished ground line elevations;
8. Existing and proposed stormwater pipes and channels with sizes and/or cross-sections
included;
9. Future pipes in the system, complete with proposed sizes, slopes, pipe cover, flow
line elevations at manholes, etc.;
10. North arrow, scale, company name and logo, designer, date, etc.;
11. Environmentally sensitive areas (e.g. gullies, ravines, swales, wetlands, steep slopes,
springs, creeks, etc.) For natural drainage features show direction of flow; and
12. 100-year flood plain with flood elevations and 100-year flood way, as applicable.
C. Hydrologic calculations to establish runoff volumes (see analysis method requirements and
design event in the Sections 4.03.2).
D. Hydraulic calculations to establish pipe size, flow velocity, hydraulic grade line, etc.
Unless specifically required by Springfield for a particular development, land use applications will
not be required to provide engineering level details for on-site pipe profiles (showing invert
elevations, manhole top and bottom elevations, pipe cover, etc) as part of application. However,
these details shall be required prior to final development approval.
4.03.2 Stormwater Study Types
A. A Small Site Stormwater Study shall be required when ALL of the following criteria are
met:
1. The study area is less than five (5) acres in size.
2. The study area drains into an established public system with available capacity for the
peak flow based on the storm event frequency required under Section 4.03.4
Hydrologic Calculations.
3. For sites using a Low Impact Design Approach, a soils study may be required to
ensure the site soils are suitable for the proposed stormwater management facilities.
4. The development proposed is a residential development. Commercial and industrial
developments may also qualify for a Small Site Stormwater Study, provided the
proposed development site is less than 1 acre.
5. The study area does not contain and is not adjacent to a floodplain, stream, wetland,
natural resource area, or well head protection zone.
B. A Full Site Stormwater Study shall be required when the criteria for a Small Site
Stormwater Study cannot be met and where ANY of the following conditions are
Exhibit D Page 4 of 42
Attachment 1 Page 24 of 98
Section I - DESIGN STANDARDS 4 - 5 EDSP Adopted December 03, 2012 November 20, 2023
met:
1. The study area is greater than 25 acres in size.
2. Developments that require creation of a new outfall and/or exceed existing system
capacity and require an offsite capacity analysis for approval.
3. The study area that contains or is adjacent to a floodplain, stream, wetland, or natural
resource area.
4. Any development that does not qualify for a Small Site of Mid-Level Site Stormwater Study
and that either generates a peak flow in excess of 0.5 cfs, or modifies a stormwater system
with a capacity of 0.5 cfs or greater, or is a redevelopment or development that creates 5,000
square feet or more of new impervious area.
4.03.3 Hydrologic Calculations
Hydrologic calculations for the various study types shall conform to the following:
A. Small Site Stormwater Study:
1. Rational peak flow method1 .
1 When the ‘C’ factor in rational method peak flow analysis is 0.5 or greater, the time of
concentration / flow time and the peak flow from the impervious areas shall be computed separately
and compared to the combined area. The higher of the two peak flow r ates shall then be used to size
the conveyance.
2. 2-year storm event frequency for volumes up to 5 cfs.
3. 5-year storm event frequency for volumes from 5 cfs to 20 cfs.
B. Mid-Level Site Stormwater Study:
1. Unit Hydrograph Method. Use SCS Type 1A distribution for rainfall (values given below).
2. Storm events and volumes same as Small Site and using the 10-year event for volumes of 20
cfs to 40 cfs.
3. 25-year storm event for detention facilities where necessary to meet downstream capacity
issues.
4. 50-year storm event for volumes above 40 cfs.
C. C. Full Site Stormwater Study:
1. Unit Hydrograph Method. Use SCS Type 1A distribution for rainfall (values given below).
2. Floodplain analysis if development affects a floodplain.
3. Storm events and volumes same as outlined in Small and Mid-Level above and 100- year
flood for areas in the floodplain.
Based on the Springfield Stormwater Facilities Master Plan (2008) and the Portland Stormwater
Management Manual (2008), the following represents the SCS Type 1A design rainfall depths that
shall be used for Unit Hydrograph calculations for the following 24-hour duration storm events:
Storm Event Rainfall
Water Quality Event 0.83 Inches
2 – Year 3.3 Inches
Exhibit D Page 5 of 42
Attachment 1 Page 25 of 98
Section I - DESIGN STANDARDS 4 - 6 EDSP Adopted December 03, 2012 November 20, 2023
5 – Year 3.8 Inches
10 – Year 4.3 Inches
25 – Year 4.8 Inches
100 – Year 5.2 Inches
When utilizing the rational method, the Intensity Duration Frequency curves from the West Springfield
Drainage Master Plan (1983) located below shall be used for design. An intensity of 1/4 inch per hour
shall be used for the water quality storm event as specified in Chapter 3.
When utilizing the rational method, the Intensity Duration Frequency curves from the West
Springfield Drainage Master Plan (1983) located below shall be used for design. An intensity of
1/4 inch per hour shall be used for the water quality storm event as specified in Chapter 3.
4.03.4 Hydraulic Calculations
A. The method of hydraulic calculations shall be subject to City Engineer approval.
B. Site development improvement projects shall address on-site and off-site stormwater
management concerns, both upstream and downstream of a project, including but not
limited to:
1. Modifications to the existing on-site stormwater management facilities shall not
restrict flows creating backwater onto off-site property to levels greater than the
existing situation unless approved by the affected off-site property owners and
Springfield. The affected property owner(s) shall agree to and sign an easement
identifying the location of the backwater storage. The easement shall be in a form
approved by the City Engineer.
2. Stormwater management facilities shall be designed and constructed to
Exhibit D Page 6 of 42
Attachment 1 Page 26 of 98
Section I - DESIGN STANDARDS 4 - 7 EDSP Adopted December 03, 2012 November 20, 2023
accommodate all flows generated from upstream property from the most recent
approved land use plan at full development.
3. The design of stormwater management facilities shall analyze the impact of
restrictions downstream of the project site. The developer shall remove
downstream restrictions that create on-site backwater or the on-site backwater shall
be addressed in the design of the development’s storm system. The removal of
downstream obstructions shall not be allowed if this removal creates downstream
capacity problems.
C. Review of Downstream System:
1. The design engineer for each development constructing new impervious surface of
more than 5,000 square feet shall submit documentation, for review by the City
Engineer, of the downstream capacity of any existing storm facilities impacted by
the proposed development. The design engineer shall perform an analysis of the
stormwater system downstream of the development to a point in the stormwater
system where the proposed development site constitutes 10 percent or less of the
total tributary drainage volume, but in no event less that 1/4 mile.
2. If the capacity of any downstream public storm conveyance system or culvert is
surpassed during the Event/CFS level requirements, due directly to the
development, the developer shall correct (mitigate) the capacity problem or
construct an on-site detention facility unless approved otherwise by the City
Engineer.
3. If the projected increase in surface water runoff that will leave a proposed
development will cause or contribute to damage from flooding to existing buildings
or dwellings, the downstream stormwater system shall be enlarged to relieve the
identified flooding condition prior to development, or the developer shall construct
an on-site detention facility.
4. Any increase in downstream flow shall be reviewed for erosion potential, defined
as downstream channels, ravines, or slopes with evidence of erosion/incision
sufficient to pose a sedimentation hazard to downstream conveyance systems or
pose a landslide hazard by undercutting adjacent steep slopes.
4.03.5 Design of Conveyance
The conveyance system shall be designed to convey and contain at least the peak runoff for the
Event/CFS design requirements. Structures for proposed pipe systems shall provide a minimum of
1 foot of freeboard between the hydraulic grade line and the top of the structure or finish grade
above pipe for a 25-year peak rate of runoff. Surcharge in pipe systems shall not be allowed if it
will cause flooding in portions of a habitable structure, including below-floor crawl spaces. All
public pipes shall be laid at a positive slope, and no system shall be designed to be permanently
surcharged.
The following conditions may cause the City Engineer to require hydraulic designs to include an
overland conveyance component demonstrating how a 100-year event will be accommodated. This
overland component shall not be allowed to flow through or inundate an existing building.
1. Discharges to an already overloaded portion of the stormwater network, as
determined by the Springfield Stormwater Facilities Master Plan;
Exhibit D Page 7 of 42
Attachment 1 Page 27 of 98
Section I - DESIGN STANDARDS 4 - 8 EDSP Adopted December 03, 2012 November 20, 2023
2. Additional discharges to overloaded or surcharged conveyances where overflows
may cause significant property damage; or
3. Where failure of on-site treatment and infiltration stormwater systems could lead to
flooding of adjacent or on-site structures.
4.04 DESIGN OF STORMWATER SYSTEMS
A. Manhole Design:
1. Manholes shall must be provided at least every 500 feet, at every grade change, and at
every change in alignment and junction of 2 or more lines. Manhole lids shall must
have a minimum of 6 inches of clearance from the edge of a curb or gutter and shall
must not be in a wheel path of the traveled way.
2. All manholes shall must be a minimum of 428 inches in diameter.
3. Pipe crowns of branch or trunk lines entering and exiting junctions shall must be
at the same elevation. If a lateral is placed so its flow is directed against the main
flow through the manhole or catch basin, the lateral invert shall must be raised to
match the crown of the mainline pipe.
4. Manholes on a sealed joint system (tight line) and all stormwater systems on slopes
greater than 10 percent shall must be constructed with a 20-foot, parallel perforated
line to collect ground and trench water into the system.
5. Inside drop structures shall provide a minimum of 42 inches of clear space are not
allowed. A manhole may have a free inside drop of up to 2 feet.
6. All manholes shall must have a minimum 12-inch ledge on 1 side of the channel in
the base at an elevation of 0.8 of pipe height, except for water quality manholes.
7. Details of pipe configuration and flow channelization shall must be submitted with
the plans where pipes into or out of a manhole are larger than 24 inches, or where
more than 3 4 mainline connections are made.
8. Connections to an existing manhole, elevation of the existing ledge, and
elevations of existing inlets and outlets shall must be submitted with the plans.
9. Connections are allowed directly into a manhole if the manhole is properly
channelized. No more than 3 side laterals (maximum number of penetrations
must not exceed 4) shall must be connected to a manhole unless otherwise
approved by the City Engineer. There shall must be a minimum of 8 inches
separating connections as measured from the outside diameter of the pipe.
10. A manhole may have a free inside drop of up to 2 feet.
11. Line manholes may be ‘T’ top design for pipe diameters 42 inches and larger where no
side line connections are present or planned.
B. Water Quality Manholes/Structures:
1. Water quality manholes or structures shall must be an approved, manufactured unit.
Exhibit D Page 8 of 42
Attachment 1 Page 28 of 98
Section I - DESIGN STANDARDS 4 - 9 EDSP Adopted December 03, 2012 November 20, 2023
All capacity, efficiency, and operations and maintenance data plans shall must be
submitted at the time of plan review.
2. Each water quality manholes or structures shall must be designed for the runoff
from the upstream watershed at build out, based on the applicable comprehensive
land use plan. No flow shall may be introduced into the manhole or structure in
addition to the design amount.
3. Water quality manholes shall must be a minimum of 60 inches in diameter, unless
otherwise approved by the City Engineer.
4. Water quality manholes shall must not be used in a submerged or surcharged system.
The manufacturer’s required head losses shall must be accommodated for in the
system design.
5. Water quality structures and water quality catch basins shall must meet the
requirements of current Stormwater Quality Standards as specified in Springfield
Development Code 4.3.110 (C) & (D).
C. Pipe Type:
1. Concrete pipe – standard pipe material for stormwater system design within Springfield.
Refer to the Springfield APWA Standard Construction Specifications for pipe bedding
details.
2. PVC – may be used in areas that meet criteria for Hillside Development as specified in
Chapter 7, where tight-line or sealed systems are required, or areas located outside of
the right-of-way. Pipe loading analysis calculations may be required on a case-by-case
basis standard pipe material for stormwater design within Springfield. Must use factory
(manufactured) fittings suitable for the PVC type required. All PVC pipe with less than
3’ of cover from top of finished pavement must be C900 type.
3. HDPE with manufactured fittings – may be used in all areas that meet
manufacturer’s installation requirements when approved by the City Engineer.
Pipe loading analysis may be required on a case-by-case basis.
4. Ductile iron – may be used when sufficient depth of cover over the pipe is not
available for the above pipe types due to existing topographic demands and
conflicting site and building code requirements.
D. Pipe Size:
1. Pipe from an inlet to the main line in the public system shall must be a minimum
of 10 inches in diameter.
2. Main line pipe shall must be a minimum of 12 inches in diameter.
3. Service laterals for single-family residences shall must be 6 inches in diameter. All
other service laterals shall must be a minimum of 10 inches in diameter.
E. Minimum and Maximum Velocities:
1. All storm pipes shall must achieve a minimum velocity of 3 feet per second at 0.5
part full based upon Table 4-1 and the associated ‘n’ value.
Exhibit D Page 9 of 42
Attachment 1 Page 29 of 98
Section I - DESIGN STANDARDS 4 - 10 EDSP Adopted December 03, 2012 November 20, 2023
2. All pipe exceeding critical flow velocities shall must have analysis data submitted
showing the effects of hydraulic jump at manholes and downstream water levels for
peak flow situations.
Table 4-1: Manning’s ‘n’ Values for Pipes
Type of Pipe Material Uniform Flow
(Preliminary
Design)
Backwater
Flow (Capacity
Verification)
Concrete Pipe and Lined Corrugated PE
Pipe
0.014 0.012
Annular Corrugated Metal Pipe
• 2-2/3 inch X ½ inch Plain or Fully
Coated
0.028 0.024
• Paved Invert 0.021 0.018
• 3 inch X 1 inch Corrugation 0.031 0.027
• 6 inch X 2 inch Corrugation
(Field Bolted)
0.035 0.030
Helical 2-2/3 inch X 1/2 inch Corrugation
and Corrugated PE Pipe
0.028 0.024
Spiral Rib Metal Pipe and PVC Pipe 0.013 0.011
Ductile Iron Pipe Cement Lined 0.014 0.012
Solid Wall PE Pipe (Butt Fused Only) 0.009 0.009
Type of Pipe Material For design
and capacity
analysis
• Concrete Pipe / Box Culverts 0.013
• PVC Pipe 0.009
• Ductile Iron Pipe Cement Lined 0.014
• Helical Corrugated HDPE Pipe 0.024
• Solid Wall HDPE Pipe 0.009
F. Pipe Location:
1. All public stormwater pipes shall must be located within the public right-of-way or
City owned stormwater treatment facilities. The stormwater line must not be closer
than
5 feet to the edge of public right of way. The City Engineer may grant exceptions for
systems with physical constraints precluding the location within the public right-of-
way such as shared access easements.
2. Stormwater pipes shall not be located closer than 10 feet from the edge of a public
street right-of-way.
3. 2. Stormwater pipes in easements shall must be located in the center of the easement
unless otherwise approved by the City Engineer. The centerline of a stormwater
pipe shall must not be located closer than 7 feet to an easement side line the edge of
the easement. Minimum easement size must be ½ of the pipe’s diameter plus 14
Exhibit D Page 10 of 42
Attachment 1 Page 30 of 98
Section I - DESIGN STANDARDS 4 - 11 EDSP Adopted December 03, 2012 November 20, 2023
feet.
4. 3. Stormwater pipes must be located so that manholes are not in the wheel path.
5. 4. Stormwater laterals shall must be provided on the down slope side of all
lots in developments where gravity drainage to the street or other
approved discharge location cannot be provided.
6. 5. The crowns (inside tops) of pipes shall must match wherever practical when
changing pipe sizes at manholes.
G. Distance between Structures:
1. The maximum length of pipe between stormwater structures shall must be 500 feet
for all systems with pipe 24 inches and smaller. Larger diameter pipe systems shall
must not exceed 600 feet between structures.
H. Alignment:
1. Pipe shall must be laid on a straight alignment and at a uniform grade rate from
structure to structure except as provided for in the Hillside Overlay District as
specified in Chapter 7 and SDC 3.3-500.
I. Pipe Cover:
1. Pipe cover shall must be measured from the finished ground elevation to the top of
the outside surface of the pipe in areas outside paved areas. In paved areas, the pipe
cover shall must be measured from the lowest point of the gutter section to the top
outside surface of the pipe.
2. The minimum pipe cover shall must be 18 inches for concrete reinforced pipe and
36 inches for plain concrete and plastic pipe materials or per the manufacturer’s
requirement for the proposed materials. An engineered solution may be accepted for
pipe not able to meet these conditions.
3. In flat drainage basins, the design engineer shall demonstrate that the stormwater pipe
has been laid at a depth sufficient to properly drain the remainder of the upstream
tributary area.
J. Tight-line (Aa sealed pipe system) shall be used for conveyance systems traversing a
slope that is steeper than 10 percent and greater than 20 feet in height. It shall also must
be required within sensitive areas or where contamination of either the ground water or
the stormwater from contaminated ground areas is a particular concern.
G. Perforated pipe drain systems, or ‘French drains’ shall be engineered and be approved by
the City Engineer. Where perforated pipe systems are used to dispose of stormwater, they
shall meet all requirements for an Underground Injection Control (UIC) system.
‘soakage trenches’ or other UIC for public stormwater disposal are not allowed in the City
of Springfield.
4.05 CATCH BASIN/INLET DESIGN
Exhibit D Page 11 of 42
Attachment 1 Page 31 of 98
Section I - DESIGN STANDARDS 4 - 12 EDSP Adopted December 03, 2012 November 20, 2023
A. All inlet and catch basin openings shall must be designed to accept flow from a 10 year
storm event with gutter spread not to extend more than 3 feet into the adjacent roadway.
Combination inlets with grates, where used, shall must be of multi-chambered design,
and shall must be designed, as far as practical, to avoid failure due to accumulation of
debris.
B. The standard catch basin for use within Springfield shall be the curb inlet basin in the forms
listed in the current issue of the Springfield Standard Specifications. Gutter catch basins
may be used where conflicts dictate their use only if no on-street bike facilities are present
or planned. Combination gutter/curb inlet basins shall be used where slopes and velocities
allow by-pass of more the 15 percent of the design flow (HEC 12 method of determination),
or for use in Hillside development (see Chapter 7). curb inlet used is Springfield Standard
Drawing 4-21 (double chambered curb inlet) or ODOT standard RD 371 and RD 372. The
standard catch basin to be used is Springfield Standard Drawing 4-11 or ODOT standard
Drawing RD 364. In areas where a combination inlet is necessary ODOT standard RD 366
is to be used. All grates used must be bike and pedestrian friendly (ODOT standard type 2).
C. All catch basins shall must be constructed with an 18 inch sump.
D. A main stormwater line larger than 12 inches must shall not pass through a catch basin or
inlet, unless approved as a manhole inlet combination by the City Engineer.
E. Flows in streets during the 2-year event shall must not run deeper than 4 inches against a
curb or extend more than 3 feet into the adjacent travel lane (bicycle or vehicle). Streets
classed as collector and above and streets in commercial areas shall must meet the above
requirements for the 10 year event. Inlets in sag locations shall must be designed with no
more than 6 inch depth of water (top of curb) above the gutter flow line during the 25-
year event.
F. A catch basin shall must be provided just upslope to curb returns or ADA ramps if
present on streets with a centerline gradient of 3 percent or more and or a street gutter
flow run of 100 feet or more.
G. Catch basins may connect to main stormwater lines with a manufactured tee connection
when the main stormwater line is at least 1 size larger that the catch basin line. An Insert-
A-Tee may be used when the catch basin line is ½ or smaller of the diameter of the main
line. When the catch basin line is the same size as the main stormwater line, the
connections shall must be made at a manhole or other approved structure. The maximum
length of pipeline between the catch basin and the mainline shall must be 40 feet for 10
inch pipe and 60 feet for 12 inch pipe. Oversize catch basins (30 inch inside dimention)
shall be installed when a tee connection is used.
4.06 AREA DRAINS AND DITCH INLETS
A. The standard area drain shall must be as shown in Springfield Standard Drawing No. 4-
11 and 4-12 Ditch inlets shall be shown in Standard Drawings No. 4-13 and 4-14 with
12-inch sumps and 10 inch minimum outlet size. or ODOT standard drawings RD 364
and RD 368 for area drains, and RD 370 may be used for ditch inlets.
B. A main stormwater line shall must not pass through a field inlet or ditch inlet.
C. Ditch inlets shall can be located at the upper terminus of a main stormwater line or
Exhibit D Page 12 of 42
Attachment 1 Page 32 of 98
Section I - DESIGN STANDARDS 4 - 13 EDSP Adopted December 03, 2012 November 20, 2023
shall connect to a main stormwater line only at a manhole.
4.07 CONSTRUCTED CHANNELS
A. When constructed channels are used or modified, they shall must be lined with
vegetation whenever possible. The proposed vegetation will require a planting plan
as part of site plan/building plan approval.
B. Rock-lined channels shall must only be used where a vegetative lining will not
provide adequate protection from erosive velocities erosion per Table 4-2.
C. Channel Design:
1. Constructed open channels shall must be sized to pass the required flows and have
side slopes no steeper than 2:1. Any proposed constructed channel improvement that
does not meet these requirements may be required to be piped by the City Engineer.
2. Channels designed to handle the runoff from a development shall must be
constructed from the development to an existing public stormwater system with an
established outfall to a receiving waterway.
3. Channels shall must not contain protruding pipes, culverts or other structures that
reduce or hinder the flow characteristics of the channel, except for structures that are
required and designed to dissipate velocities. Channels shall must be designed to prevent
scouring and erosion. All pipes will be provided with protection per ODOT standard detail
RD317.
4. Channel protection shall must be as shown in Table 4-2.
D. Access – Maintenance:
1. Access roads or other suitable access ways for maintenance purposes shall must be
provided when channels surface water systems do not abut border public right-of-
way with a suitable road. Access shall must be provided along 1 one side of the
channel system as necessary for vehicular maintenance access.
2. Access roads shall must have a maximum grade of 15 percent, and a maximum cross
slope of 3 percent.
3. A turnaround with 40-foot minimum outside turning radius shall must be provided on
the access road or access provided at both ends to the public right of way.
4. Access roads shall must be a minimum of 15 feet wide on curved sections and 12
feet on straight sections.
5. Access roads in excess of 50 feet in length shall must have a turnaround unless
approved by the City Engineer.
6. Access roads shall must have the capability of supporting a 20-ton vehicle
under all weather conditions.
7. The first 18 feet of access roads must be paved with a durable, dust free top
course past the edge of the road or sidewalk. Past the first 18 feet access roads
will be surfaced with an all-weather top course, with preference given to
Exhibit D Page 13 of 42
Attachment 1 Page 33 of 98
Section I - DESIGN STANDARDS 4 - 14 EDSP Adopted December 03, 2012 November 20, 2023
permeable materials such as grass pave or permeable concrete.
Table 4-2: Channel Protection for Channel Construction
Greater Than
(FPS)
Less Than or Required Protection Thickness Min. Height
Above Design
Water Surface
Equal to (FPS)
0 5 Vegetation Lining N/A 0.5 ft.
5 8 Riprap Class 50 1 ft. 1 ft.
8 12 Riprap Class 100 with
check dams
2 ft. 2 ft.
12 20 Gabion or Velocity
Dissipaters
Varies 2 ft.
4.07.1 Roadside Ditches
A. Existing or new roadside ditches shall must be constructed with a maximum depth of 2
feet as measured from the shoulder of the road and a minimum depth of the adjacent
road section (typically 16 inches for the City of Springfield standard road section).
B. Side slopes shall must be 2H:1V or less.
C. The ditches must be vegetated with plants or seeds from Appendix F Approved Vegetation
List in the Springfield Development Code.
C. D. Velocity when flowing full shall must not exceed the erosive velocity limits of the
soil or lining in the ditch.
4.08 OUTFALLS
Outfalls shall must conform to the requirements of all federal, state, and local regulations.
Outfall design shall must be based on considerations to protect the outfall area and channel
from scour, sloughing and channel degradation rather than hydraulic efficiency. The design
velocity from the outfall for its largest recurrence interval design storm shall must be consistent
with the velocity in the receiving channel for the same recurrence interval design storm as the
outfall design storm. If the velocity from the outfall is greater than the velocity in the receiving
channel, erosion protection and energy dissipation may be required. Installation of backflow
prevention gates may be necessary when the outfall is in a tail-water condition.
A. Outfalls shall must be placed above the mean low water level except as permitted by
the City Engineer.
B. All outfalls shall must be provided with a rock splash pad or other approved erosion
control protection measures. Rock protection at outfalls shall must be designed in
accordance with the Springfield Standards Specifications and Table 4-2 above ODOT
standard detail RD317 and Table 4-2 above. Mechanisms that reduce velocity prior to
discharge from an outfall are encouraged and may be required. Examples are drop
manholes and rapid expansion into pipes of much larger size.
C. An engineered energy dissipater, that may include stilling basins, drop pools, hydraulic
jump basins, baffled aprons, or bucket aprons, shall must be provided for outfalls with
velocity at design flow greater than 10 FPS. These shall must be designed using
published references such as Hydraulic Design of Energy Dissipaters for Culverts and
Exhibit D Page 14 of 42
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Section I - DESIGN STANDARDS 4 - 15 EDSP Adopted December 03, 2012 November 20, 2023
Channels published by the Federal Highway Administration of the United States
Department of Transportation, and others. Design reference shall must be included on
the construction plan submittal.
4.09 DOWNSTREAM PROTECTION REQUIREMENT
Each new development or redevelopment shall mitigate the impacts, on both the quantity and
quality of stormwater, upon the public stormwater system. The development may be able to
mitigate capacity impacts on the public stormwater system using the following techniques,
subject to the limitations and requirements of this Manual and, approval by the City Engineer.
A. Constructing permanent on-site stormwater capacity detention facilities designed in
accordance with current stormwater management practices.
B. Using Low Impact Design Approaches (LIDA) to minimize impervious surfaces
and stormwater runoff increases.
C. Enlarging or improving the downstream conveyance system.
4.10 CRITERIA FOR ALLOWING DETENTION IN LIEU OF ON-SITE DETENTION
On-site detention facilities shall be constructed when any of the following conditions exist:
A. There is an identified downstream deficiency, and detention, rather than conveyance
system enlargement, is determined to be the more effective solution.
B. There is an identified regional detention-site within the boundary of the
development.
C. The need for pre-treatment of stormwater discharge dictates that flows be detained
for water quality processes.
D. There is a need to mitigate flow impacts on receiving streams.
E. The development site is located in an area where on-site treatment and disposal
using LIDA is required or considered desirable and feasible.
4.10.1 On-Site Detention Design Criteria
A. When required, on-site stormwater detention facilities shall be designed to capture runoff
so the runoff rates from the site after development do not exceed the pre-development
conditions, based upon a 2- through 25-year, 24-hour return storm. Volume and duration
of pre-development conditions will be considered.
B. When required because of an identified downstream deficiency, on-site stormwater
detention facilities shall be designed so that the peak runoff rates will not exceed pre-
development rates for the specific range of storms that cause the downstream deficiency.
C. Construction of on-site detention shall not be allowed as an option if such a detention
facility would have an adverse effect upon receiving waters in the basin or sub-basin in
the event of flooding or would increase the likelihood or severity of flooding problems
downstream of the site.
Exhibit D Page 15 of 42
Attachment 1 Page 35 of 98
Section I - DESIGN STANDARDS 4 - 16 EDSP Adopted December 03, 2012 November 20, 2023
4.11 IMPERVIOUS AREA USED IN DESIGN
For single family and duplex residential subdivisions, stormwater capacity detention facilities shall
be sized for all impervious areas created by the subdivision, including all streets, residences on
individual lots at a rate of 2,640 square feet of impervious surface area per dwelling unit, and other
impervious area. These facilities shall be constructed in conjunction with the subdivision’s public
improvements.
For all developments other than single family and duplex, the sizing of stormwater capacity
detention facilities shall be based on the impervious area to be created by the development,
including structures and all streets and impervious areas. Impervious surfaces shall be determined
based upon building permits, construction plans, or other appropriate methods deemed reliable by
the City Engineer.
4.12 4.09 DETENTION STORMWATER TREATMENT POND FACILITY DESIGN
Detention ponds Treatment ponds and other open impoundment facilities such as landscape
areas, open playing fields and parklands, must be constructed to comply with the
requirements of ORS 537, in general and more specifically., ORS 537.400 Ponds and
Reservoirs. All stormwater detention treatment ponds shall must be designed by an Oregon
licensed Civil Engineer and comply with the following criteria specifications:
A. Facility Geometrics:
1. Interior side slopes up to the maximum water surface shall must be no steeper than
32H:1V if an access ramp is available with slope less than 3H:1V and a fence is
provided around the perimeter. If these are not provided the slopes shall must be no
steeper than 3H:1V. If the interior slope needs to be mowed, the slope shall must be
4H:1V.
2. Exterior side slopes shall must not be steeper than 2H:1V unless analyzed for
stability by an Oregon licensed Geotechnical Engineer.
3. Pond walls and/or dikes may be retaining walls, provided that the design is
prepared and stamped by an Oregon licensed Civil Engineer; and a fence is
provided along the top of the wall; and that at least 25 percent of the pond
perimeter will be a vegetated soil slope of not greater than 3H:1V. A retaining wall
can be used with City Engineer approval. An access ramp no steeper than 3H:1V
must be provided and a fence provided around the perimeter of the retaining wall.
B. Water Quality Considerations:
1. Pond bottoms shall be level, and located a minimum of 0.5 feet below the inlet and
outlet to provide sediment storage. Facility bottoms must be graded to drain to the
outlet. Inlets to the facility must have a forebay to capture sediments. A
perforated pipe underdrain will be provided to fully drain the pond if the soil the
pond is constructed in does not have an infiltration rate in excess of 0.25 inches
per hour as determined by an on-site infiltration test per Appendix D in the City of
Springfield Development Code.
2. The inlet and outlet structures should be on opposite ends of the pond to promote
maximum residence time and to prevent short-circuiting must be separated as much
as possible and still maintain positive slope from the inlets to the outlets of the pond
Exhibit D Page 16 of 42
Attachment 1 Page 36 of 98
Section I - DESIGN STANDARDS 4 - 17 EDSP Adopted December 03, 2012 November 20, 2023
to promote maximum residence time and to prevent short-circuiting. Baffles may be
installed or a sinuous channel may be required to increase the residence time and
flow path if locating outlet structures far enough apart is not practical on opposite
sides of the pond is not practical.
3. Detention Stormwater treatment facilities shall must be designed so that the
“drawdown” time does not exceed 48 hours. In the event drawdown time exceeds 48
hours, additional calculations shall must be submitted showing the proposed facility
can contain an additional 25-year, 24-hour return period storm.
4. The use of a sedimentation fore bay shall must be required during the construction
process if the pond is to be used for sedimentation control as determined by the
Land Drainage and Alteration Permit. After construction is complete, the pond shall
must be completely cleaned and all sediment removed prior to hook up to
Springfield infrastructure acceptance of the project or final site approval as a
stormwater treatment structure.
C. Overflow: - Emergency Spillway:
1. A pond An overflow system shall must provide controlled discharge of the design
storm event for developed contributing area without overtopping any part of the
pond facility embankment or exceeding the capacity of the emergency spillway
overflow. The design shall must provide controlled discharge directly into the
downstream conveyance system. An emergency overflow spillway (secondary
overflow) shall must be provided to safely pass the 100-year, 24-hour design storm
event over the pond embankment before the pond embankment is overtopped in the
event of control structure failure and for storm/runoff events exceeding design. The
emergency overflow spillway shall must be located to direct overflows safely
towards the downstream conveyance system. The emergency overflow spillway
shall must be stabilized with riprap or other approved means and shall must extend
to the toe of each face of the berm embankment.
D. Access Maintenance:
1. Pond access easements and roads shall be provided when ponds do not abut public
right-of-way. Access roads shall provide access to the control structure and along 1
or both sides of the pond as necessary for vehicular maintenance access.
E. Access roads shall meet the criteria specified in Section 4.07 D.
F. D. Berm Embankment - Slope Stabilization:
1. Pond Facility berm embankments higher than 6 feet shall must be designed by an
Oregon licensed Civil Engineer or Geotechnical Engineer. The berm embankment
shall must have a minimum 150 foot top width where necessary for maintenance
access; otherwise, top width may vary as recommended by the design engineer, but
in no case shall may top width be less than 4 feet.
2. The toe of the exterior slope of pond facility berm embankment shall must be no
closer than 5 feet from the tract or easement property line.
3. The pond facility berm embankment shall must be constructed on native
consolidated soil (or adequately compacted and stable fill soils analyzed by an
Exhibit D Page 17 of 42
Attachment 1 Page 37 of 98
Section I - DESIGN STANDARDS 4 - 18 EDSP Adopted December 03, 2012 November 20, 2023
Oregon licensed Geotechnical Engineer) free of loose surface soil materials, roots
and other organic debris.
4. The pond facility berm embankments shall must be constructed by excavating a ‘key’
equal to 50 percent of the berm embankment cross-sectional height and width or as
designed by an Oregon licensed Geotechnical Engineer.
5. The berm embankment shall must be constructed on compacted soil (95 percent
minimum dry density, per AASHTO T99, placed in 6 inch lifts, with the following
soil characteristics: a minimum of 30 percent clay, a maximum of 60 percent sand, a
maximum of 60 percent silt, with nominal gravel content) or as designed by an
Oregon licensed Geotechnical Engineer.
6. Anti-seepage collars shall must be placed on pipes in berm embankments that
impound water greater than 4 feet in depth at the design water surface.
7. Exposed earth on the pond facility bottom and side slopes shall must be seeded with
seed mixture or planted per an approved planting plan for the facility and approved
by the City Engineer.
4.13 USE OF PARKING LOTS FOR DETENTION
Parking lots may be used to provide additional detention volume for runoff events greater than the
2-year runoff event provided that:
A. The depth of water detained shall not exceed 1 foot at any location in the parking lot for
runoff events up to and including the 100-year event; AND
B. The gradient of the parking lot area subject to ponding shall be 1 percent or greater; AND
C. The emergency overflow path shall be identified and noted on the engineering plan, and
comply with all other development and stormwater management requirements; AND
D. Fire lanes used for emergency equipment shall be free of ponding water for all runoff events
up to and including the 100-year event.
4.14 USE OF ROOFS FOR DETENTION
Detention ponding on roofs of structures may be used to meet flow control requirements provided
that:
A. All applicable provisions of the International Building Code are met or exceeded by the
design; AND
B. The roof support structure shall be analyzed by an Oregon licensed Structural Engineer to
address the weight of ponded water; AND
C. The roof area subject to ponding shall be sufficiently water-proofed to achieve a minimum
service life of 30 years; AND
D. The minimum pitch of the roof area subject to ponding shall be 1/4 inch per foot, AND
E. An overflow system shall be included in the design to safely convey the 100-year peak flow
Exhibit D Page 18 of 42
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Section I - DESIGN STANDARDS 4 - 19 EDSP Adopted December 03, 2012 November 20, 2023
from the roof; AND
F. A mechanism shall be included in the design to allow the ponding area to be drained for
maintenance purposes or in the event the restrictor device is plugged.
4.15 UNDERGROUND DETENTION FACILITIES
Springfield’s preference is to have stormwater runoff detention occur above ground. In select
locations, the City Engineer may approve the use of underground detention facilities.
Underground detention facilities may only be proposed once all other means of surface detention
have been explored and exhausted and are subject to the approval of the City Engineer. All
underground detention facilities shall be designed by an Oregon licensed Civil Engineer and
shall be used for controlling stormwater capacity only. Stormwater quality control shall occur in
accordance with Chapter 3, while hydrologic and hydraulic calculations shall be in accordance
with this Chapter.
Note: To minimize the occurrence of routine maintenance, all underground detention facilities shall
be designed with a water quality manhole (or equivalent) upstream, to facilitate sediment fallout
prior to stormwater entering the detention facility.
4.10 4.15.1 DETENTION TANKS
Detention tanks serve as runoff capacity control through the means of underground storage.
Detention tanks shall must be limited to large diameter pipes. In addition to runoff capacity
control, detention tanks should be designed for factors such as environmental conditions (soil
corrosiveness, inundation, etc.), maintenance access, and ground and/or surface loadings.
Detention tanks shall must comply with the following criteria specifications:
A. General Design:
1. The minimum pipe size allowed for a detention tank in the public stormwater system
shall is be 36 inches in diameter.
2. All tanks shall must be designed as flow-through systems, incorporating the use of
in line manholes for maintenance and sediment removal.
3. Detention tank bottoms shall must be level, and shall must be located a
minimum of 0.5 feet below the inlet and outlet to provide sediment storage.
4. City owned tanks shall must be located in the public right-of-way; tanks
proposed to be located outside the public right-of-way shall must be located in a
public stormwater tract or easement, dedicated to the City of Springfield for that
purpose.
B. Materials - Acceptable materials for detention are:
1. Reinforced concrete pipe, vaults, or chambers of at least 3000 psi concrete.
2. Dual wall HDPE PIPE.
3. PVC pipe.
All pipes must be installed with sufficient cover per the manufacturer’s requirements for the
pipe type used.
2. The following materials may be used if they are located outside of the public right-of-
way:
Exhibit D Page 19 of 42
Attachment 1 Page 39 of 98
Section I - DESIGN STANDARDS 4 - 20 EDSP Adopted December 03, 2012 November 20, 2023
a. Corrugated or spiral rib aluminum pipe;
b. Lined corrugated polyethylene pipe; or
c. PVC pipe.
C. Buoyancy:
1. The effects of buoyancy shall must be considered in areas with a known high
groundwater table or areas where seasonal high groundwater may cause flotation of
the detention tank. Measures such as concrete anchors, concrete backfill, subsurface
drains, etc. shall must be required in these areas, as well as supporting engineered
calculations.
D. Structural Stability:
1. Special consideration shall must be given to ensure tanks meet requirements for
potential traffic loading and overburden support. Tanks shall must be placed on
stable, well- consolidated native material with appropriate bedding. A structural
analysis, geotechnical analysis, and engineered calculations may be required with the
design, demonstrating stability and constructability. For tanks proposed under the
travel way, H20 live loadings shall must be accommodated.
E. Access Maintenance:
1. Access easements and roads shall must be provided when tanks are not located
within the public right-of-way.
2. Access openings shall must be provided at a distance of no less than 50 feet from
any location within the tank; be a minimum of 36 inches in diameter; and meet
requirements per standard manhole details 4-1 and 4-1A for lid and surrounds. have
watertight round lids.
3. All access openings shall must have surface access for maintenance vehicles.
4. The distance from tank invert to finished grade shall must be not more than 20 feet.
5. OSHA confined space requirements shall must be met for tanks, and entrances to
confined spaces shall must be clearly marked.
F. Access Roads:
1. Access roads shall meet the requirements set forth in Section 4.07D.
4.15.2 Detention Vaults
Detention vaults serve as runoff capacity control through the means of underground storage.
Detention vaults typically are of box-shaped design, and constructed with reinforced concrete.
Besides runoff capacity control, vaults shall be designed for considerations such as environmental
conditions (soil corrosiveness, inundation, etc.), maintenance access, and ground and/or surface
loadings. Detention vaults shall comply with the following criteria:
A. General Design:
1. Vaults shall be designed as flow-through systems with level bottoms.
2. Construction material shall consist of a minimum 3,000-psi structural reinforced
Exhibit D Page 20 of 42
Attachment 1 Page 40 of 98
Section I - DESIGN STANDARDS 4 - 21 EDSP Adopted December 03, 2012 November 20, 2023
concrete, and all joints shall be equipped with water stops.
3. The locations of the inlet and outlet shall be elevated 0.5 feet above the vault bottom to
provide for sediment storage.
B. Structural Stability:
1. Special consideration shall be given to ensure vaults meet requirements for potential
traffic loading and overburden support. Vaults shall be located on well-consolidated
native material, with appropriate bedding. A structural analysis, geotechnical analysis,
and engineered calculations may be required with the design, demonstrating stability
and constructability. Buoyancy calculations may also be required.
C. Access Maintenance:
1. Access easements and roads shall be provided in the event vaults are not located within
the public right-of-way.
2. The distance from vault invert to finished grade shall be not more than 20 feet.
3. Access openings shall be provided at a distance of no less than 50 feet from any location
within the vault, shall be a minimum of 36 inches in diameter, and shall have watertight
round lids. Additionally, access openings shall be located at both the inlet and outlet
locations of the vault.
4. All access openings shall have surface access for maintenance vehicles.
5. OSHA confined space requirements shall be met for vaults, and entrances to confined
spaces shall be clearly marked.
D. Access Roads:
1. Access roads shall meet the requirements specified in Section 4.07D.
4.16 4.11 INFILTRATION FACILITIES
4.16.1 Overview
In general, infiltration facilities are used in areas of highly permeable soils, to reduce the quantity of
stormwater runoff in receiving systems and to recharge the groundwater aquifer. Examples of
infiltration facilities include but are not limited to retention ponds; infiltration trenches; infiltration
tanks; and drywells. A geotechnical evaluation of the site, prepared by an Oregon licensed
Engineer or Geotechnical Engineer, or an Oregon Registered Engineering Geologist shall be
required for infiltration facilities other than single lot residential drywells and rain gardens,
proposed within Springfield and its Urban Growth Boundary. Sites utilizing infiltration for
stormwater management may be eligible for Systems Development Charges and Stormwater User
Rate fee reductions. The Oregon Department of Environmental Quality (DEQ) regulates drywells
under its Underground Injection Control (UIC) program.
4.16.2 Underground Injection Control
The DEQ regulates and registers certain infiltration facilities as underground injection wells.
Registration covers all injection wells, including stormwater disposal wells, industrial/commercial
Exhibit D Page 21 of 42
Attachment 1 Page 41 of 98
Section I - DESIGN STANDARDS 4 - 22 EDSP Adopted December 03, 2012 November 20, 2023
injection facilities, aquifer recharge wells, subsidence control wells, aquifer remediation wells, and
other miscellaneous injection wells. In Oregon, all fresh water aquifers are protected as
underground sources of drinking water (USDW). In addition to the minimum federal UIC
requirements, all injection facilities shall further comply with Oregon Administrative Rule 340-44.
Drywell usage for clean roof runoff shall be considered and may be required in the overall
stormwater management system design. Impervious surface area used for runoff calculations may
be reduced by 25 percent of the area draining to on-site drywells.
Drywells shall be designed in accordance with Springfield Standard Drawings 4-19 and 4-20.
4.16.3 Surface Infiltration Facility Requirements
Infiltration facilities shall conform to the following standards:
A. Water Quality:
1. All infiltration facilities receiving runoff from areas other than building rooftops shall have
stormwater quality treatment devices installed upstream of the facility as specified in Chapter 3.
Infiltration facilities shall not be put “on-line” in the stormwater system until all upstream
erosion control measures are in place, and all proposed project improvements finalized, thereby
minimizing the amount of sediment laden runoff input into the facility.
2. All infiltration and water quality facilities are required to go through an Operations and
Maintenance submittal process as specified in Chapter 3.
B. Soils:
1. For all proposed infiltration facilities, an Oregon licensed Civil Engineer or Geotechnical
Engineer, or Oregon Registered Engineering Geologist, shall demonstrate through percolation
rate testing, soil logs, and a written statement that the soil type existing on-site will function
properly to allow an infiltration facility. A Geotechnical Report as referenced in SDC 5.12-
120F.7 or 5.17-120I.10 shall be submitted concurrently with the proposed design. Infiltration
facilities will not be allowed on soils with a high groundwater table.
C. Infiltration Rate Testing Procedures:
1. All infiltration rate testing shall comply with either: the EPA falling head percolation test
procedure (Design Manual – Onsite Wastewater Treatment and Disposal Systems, EPA, 1980;
or the double ring infiltrometer test (ASTM D3385).
2. Sufficient soil testing shall be performed to establish the representative permeability of the soil;
however, a minimum of 3 soil tests shall be performed for each infiltration facility located on a
site.
3. Each test hole shall be filled with water and maintained at depth above the test elevation for a
saturation period specified for the respective test.
4. After the saturation period, the infiltration rate shall be determined based on the respective test
procedures, with a head of 6 inches of water.
D. Design Infiltration Rate:
1. Research has shown that actual infiltration rates in many facilities are much lower than design
infiltration rates predicted by the tests referenced above, particularly after a period of use, in that
sedimentation and ground compaction can occur. Eventually, this leads to flooding and
Exhibit D Page 22 of 42
Attachment 1 Page 42 of 98
Section I - DESIGN STANDARDS 4 - 23 EDSP Adopted December 03, 2012 November 20, 2023
expenditures to mitigate the problem. Therefore, the design engineer shall incorporate a safety
factor of at least 2 into the design infiltration rate. The maximum design infiltration rate used
for sizing facilities shall be 10 inches per hour.
E. Overflow – Emergency Spillway:
1. Infiltration facility overflow systems shall provide controlled discharge of the design storm
event for developed contributing area without overtopping any part of the infiltration facility or
exceeding the capacity of the emergency spillway. The design shall provide controlled
discharge directly into the downstream conveyance system. An emergency overflow spillway
shall be provided to safely pass the 100-year, 24-hour design storm event in the event of failure.
The spillway shall be located to direct overflows safely towards the downstream conveyance
system.
4.17 LOW IMPACT DEVELOPMENT APPROACHES
Low Impact Development Approaches (LIDA) is the required method to manage stormwater
runoff in urban areas. LIDA work with the natural and urban surroundings to manage
stormwater as close to its source as possible. The LIDA method strives to treat runoff as a
resource that is utilized to enhance a development rather than a waste product. This approach
includes several technologies such as:
• Rain Gardens
• Infiltration Swales
• Retention Ponds
• Infiltration Planters
• Green Roofs
• Rainwater Harvesting & Reuse
• Permeable Pavements
If effectively implemented, LIDA may have lower construction costs than conventional
stormwater treatment infrastructure and can reduce the needed space for these facilities. In some
cases, LIDA can supplement and even replace irrigation systems for landscaped areas and reduce
the need for a traditional, extensive underground piping network to drain a dense, urban area.
Many of the undeveloped areas within the Springfield Urban Growth Boundary do not have
access to a public stormwater management system. Installing public infrastructure may be costly
to developers and utilization of LIDA can substantially reduce these costs. Upgrading existing
stormwater systems within the developed area of Springfield will also be costly and reducing
runoff from increasing densities from redevelopment will allow Springfield to manage and treat
runoff with fewer costly upgrades to existing stormwater systems. LIDA systems are also easily
integrated with required landscape areas and as such can be incorporated during development or
redevelopment at little additional cost to the property owner and developer.
4.17.1 Requirements For Low Impact Development Approach Areas
Springfield currently requires development and redevelopment within the Glenwood Refinement
Plan boundary to use LIDA for stormwater management. LIDA is encouraged elsewhere in
Springfield and the developer may utilize this approach in any area if site conditions are suitable.
In addition, LIDA systems may be applicable in other areas without access to a stormwater
system that has sufficient capacity for the increased runoff due to development.
The following criteria shall be used when designing stormwater systems utilizing LIDA:
Exhibit D Page 23 of 42
Attachment 1 Page 43 of 98
Section I - DESIGN STANDARDS 4 - 24 EDSP Adopted December 03, 2012 November 20, 2023
1. Within the Glenwood Refinement Plan Boundary, all development sites must capture and
retain on-site the first 1 inch of rainfall in a 24-hour period using on-site LIDA systems.
2. The site soils shall be evaluated for infiltration capability as stated in 4.16.3 when
designing LIDA systems.
3. The amount of runoff infiltrated shall be maximized to the greatest extent practicable
taking into account site limitations such as soil type and site location.
4. Offsite runoff shall be minimized to the greatest extent practicable. The City Engineer
may waive or reduce this requirement in cases where a suitable offsite disposable area is
available.
5. The riparian setback and other landscaped areas of any development site shall be utilized
for stormwater treatment and infiltration where practicable.
6. For development sites adjacent to public open space areas with sufficient capacity to
infiltrate additional runoff, an overflow connection from the site to the public open space
will be allowed. For maximum effectiveness of the overall stormwater facilities, design
of onsite and adjacent open space treatment areas shall be coordinated where practicable.
7. LIDA systems shall be designed in conformance with Eugene’s Stormwater Management
Manual. For a system that a developer may want to use that is not included in Eugene’s
manual, the developer must provide the City Engineer with the applicable design
standards and criteria from a public agency that has approved its use. The City Engineer
will review the developer’s proposal and determine if that system is acceptable for use in
Springfield at the desired location.
COMMENTARY: This section was added for a clear standard to be used to ensure the long term
function of permeable pavements.
4.17.2 4.11.1 Requirements for Permeable Pavements for Impermeable Area Reduction
Permeable Pavements may be used for impermeable area reduction only and not utilized for
stormwater quality treatment or stormwater destination from other impermeable surface.
All permeable pavements used for driveways, residential, or commercial parking areas must be
constructed of material that is firmly bonded so that it cannot be displaced or moved during its
intended use and is durable and dust free. Loose fill permeable pavements are allowed on
maintenance and emergency access areas or other areas that are not to be used for daily vehicular
traffic.
Permeable pavements are not allowed in areas with a high likelihood of pollutant spills such as (but
not limited to) vehicle service areas, loading docks, and trash enclosures or handling areas.
Permeable pavements should not be used in high traffic areas such as drive through lanes,
loading/unloading areas, or main access aisles of parking lot.
If permeable pavement is to be used in a proposed development, the use must be approved during
site plan review (if applicable), Drinking Water Protection permit (if applicable), and building
permit review. To be approved the following items are required to be submitted for review:
A. Site Requirements:
Exhibit D Page 24 of 42
Attachment 1 Page 44 of 98
Section I - DESIGN STANDARDS 4 - 25 EDSP Adopted December 03, 2012 November 20, 2023
1. The location of the permeable pavement on the site showing the permeable pavement
location is no steeper than 5 percent slope in any direction and setback from any foundation
by at least 10 feet and any private property line by at least 5 feet. Permeable pavement may
be placed directly adjacent to public right-of-way but may not be placed in utility
easements.
2. An on-site infiltration test by a qualified professional using the method in the City of
Springfield Development Code Appendix C showing the soil is suitable for permeable
pavement installation so that the base aggregate can contain the 10 year storm OR an
underdrain system is provided to a public system with sufficient capacity for the discharge
from the underdrain system.
B. Permeable pavement section requirements
1. A full cross-section of the pavement structure from the subgrade to the top of pavement
must be provided by either the manufacturer of the pavement product or a licensed
professional engineer.
2. Existing ground/subgrade. The subgrade should be uncompacted and native material if
possible. If placed in compacted soil or compacted fill, an underdrain system is required.
3. Geotextile fabric is required between the base rock and the subgrade. If the section is
designed to infiltrated into the subgrade the fabric must be permeable. Additional permeable
fabric may be required between layers within the pavement section as shown by the
manufacturer or engineer.
4. Aggregate base rock: A permeable layer of open graded base rock must be provided for
storage of runoff and the structural platform for the wearing surface. The aggregate base
layer must be designed to accommodate the specific volume of rainfall storage required and
the anticipated surface design loads. In no case may the layer be less than 6 inches. This
must be clearly labeled with for thickness and material, Diameter of aggregate base must be
no greater than 2-1/2 inch and no less than 3/4-inch and consist of crushed rock.
5. Bedding course: Some permeable pavement products and designs require a shallow layer
between the aggregate base rock and the paving course, typically sand or small diameter
crushed rock. If used, this layer must be clearly labeled for thickness and material and no
less than 1 inch thick
6. Paving/top course: Paving courses must be designed for the anticipated surface loads and
the aggregate base layer design. All paving courses must be permeable as to infiltrate
stormwater directly into the aggregate base layer. Asphalt mixes must be of the open graded
design. Permeable concrete mixes must be of the open graded design with little or no sand.
Permeable pavers and other premanufactured products should be installed per
manufacturer’s recommendations.
7. Underdrains: If the permeable paving is to be installed in area without adequate infiltration
an underdrain must be provided. This must consist of perforated PVC or HDPE pipe no less
Exhibit D Page 25 of 42
Attachment 1 Page 45 of 98
Section I - DESIGN STANDARDS 4 - 26 EDSP Adopted December 03, 2012 November 20, 2023
than 3 inches in diameter, provided with a wrapped, permeable geotextile material and drain
to a stormwater management system, public or private, that meets the requirements in
Chapter 4 of the City of Springfield EDSPM.
8. If propriety permeable pavement material is being proposed, a complete set of
manufacturer’s specifications for the permeable pavement section, installation, suitability
for the intended use, and all materials is required.
C. Permeable Pavement Inspection Requirements
Inspection and proper documentation are required for permeable pavement at the following
points in construction:
1. When excavation of the section is complete and the underdrain has been installed (if an
underdrain is required) to verify the full depth of the section is excavated and the native
material is uncompacted.
2. When the aggregate base rock is installed but before the bedding course or pavement/top
course is installed. As part of this inspection a load ticket or other approved proof is
required that the aggregate base rock meets the material as specified in the approved
pavement section submitted with the development approval or the building permit.
3. When the top course is finished and the pavement is fully installed. As part of this
inspection a load ticket or other approved proof is required that the pavement/top course
meets the material as specified in the approved pavement section submitted with the
development approval or the building permit.
COMMENTARY This section was moved from the now vacant Chapter 3 as an advisory section for
proper maintenance procedures.
3.02.7 4.12 PARKING LOT MAINTENANCE
In addition to the above requirements, Springfield highly recommends routine surface cleaning of
parking lots. The use of “dry” cleaning techniques (sweeping, vacuuming, etc.) is highly preferred
because they eliminate water discharges to the storm system. Absorbent material shall must be
used on particularly oily or dirty surfaces prior to cleaning. Generally, parking lots should be
cleaned prior to the wet season (i.e. October) to dampen the effects of the first flush. Additional
cleanings can be determined through on-site observations and accumulations of sediments.
Parking lot debris from cleanup shall must be disposed of at a landfill.
Wet cleaning techniques (pressure washing, garden hoses, etc.) involving water for parking lot
cleanup are regulated by the Springfield Municipal Code (SMC), Sections 4.370 and 4.372. If
parking lots must be washed with water, contact the Environmental Services Division for
information regarding requirements and disposal of cleaning water. Wash water shall must not be
directed into the stormwater system under any circumstances without required BMPs being
implemented.
Routine area drains and catch basin cleaning shall must also be done as part of parking lot
cleaning activities. Storm catch basins collect debris such as oils, paper, sediments, and other
Exhibit D Page 26 of 42
Attachment 1 Page 46 of 98
Section I - DESIGN STANDARDS 4 - 27 EDSP Adopted December 03, 2012 November 20, 2023
trash. If not routinely cleaned this debris will plug the discharge pipe and cause flooding as well as
discharging polluted water into the public stormwater system. Discharge of polluted stormwater is
a violation of the SMC Section 4.372(6) and is subject to a fine.
Exhibit D Page 27 of 42
Attachment 1 Page 47 of 98
Legislative Version of Amendments to the
Engineering Design Standards and Procedures Manual Appendix 4A
Stormwater Subsurface Filtration/Infiltration Facility Sizing Selection
to Incorporate MS4 Permit Requirements
AMENDMENTS
Various Sections of the Engineering Manual (EDSPM) are amended to remove barriers to Low-
Impact Development and define stormwater terms. Commentary is shown in purple italics font,
preceding the text to which it is referring.
STORMWATER SUBSURFACE FILTRATION/INFILTRATION SIZING
SPREADSHEET
COMMENTARY: This spreadsheet (commonly referred to as a calculator) is provided as an
approved way for small developments to choose and correctly size the stormwater facilities in
Springfield development Code Appendix D Typical Stormwater Facility Details without needing a
design professional. The use of this is not required. It is sourced from the City of Eugene
Stormwater Management Manual and has all the proposed standards (1.4” of runoff retained on
site or and equivalent runoff flow rate if infiltration is not available) built into the calculations.
Exhibit D Page 28 of 42
Attachment 1 Page 48 of 98
Stormwater SubSurface Filtration/Infiltration Facility Sizing Spreadsheet
24 Hour Storm, NRCS Type 1A Rainfall Distribution
City of Springfield
Version 2.1
Project Information
Project Name:[Sample Project]Date:[Date]
Project Address:[#### Street or Intersection]Permit Number:[Permit #]
Springfield, OR [Zip Code]Catchment ID:[Catchment ID]
Designer:[Designer Name]
Company:[Company Name]
Instructions:
1. Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach.
2. Provide a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate
calculations with the facility.
3. The maximum drainage catchment to be modeled per the Presumptive Approach is 1 acre (43,560 SF)
4.For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate of 0.5 in/hr.
Maximum design
Design Requirements:
Choose "Yes" from the dropdown boxes below next to the design standards requirements for this facility.
Pollution Reduction (PR)Yes *Soakage trenches draining commerical parking lots require pre-treatment to meet pollution reduction requirements
Flow Control (FC)Yes
Destination (DT)Yes *An infiltration facility must be chosen as the facility type to meet destination requirements
Site Data-Post Development
Total Square Footage Impervious Area=sqft Total Square Footage Pervious Area=sqft
Impervious Area CN=Pervious Area CN=
Total Square Footage of Drainage Area=sft Time of Concentration Post Development=min
Weighted Average CN=
Site Data-Pre Development (Data in this section is only used if Flow Control is required)
Pre-Development CN=Time of Concentration Pre-Development=min
Soil Data
Tested Soil Infiltration Rate=in/hr (See Note 4) Destination Design=
Soil Infiltration Rate
N/A in/hr
Design Soil Infiltration Rate=0 in/hr
Design Storms Used For Calculations
Requirement
24-hour
Rainfall Depth Design Storm
Pollution Reduction 1.4 inches Water Quality
Flow Control 3.6 inches Flood Control
Destination 3.6 inches Flood Control
Facility Data
Facility Type=Facility Surface Area=0 sqft
Surface Width=ft Facility Surface Perimeter=0 ft
Surface Length=ft Basin Volume=cf
Layer Properties
Material
Facility
Depth (in)
Percent
Voids
Effective
Storage Depth
(in)
Layer 1 0.0
Layer 2 0.0
Layer 3 0.0
Layer 4 0.0
Totals=0.0 in 0.0 in
Exhibit D Page 29 of 42
Attachment 1 Page 49 of 98
Pollution Reduction-Calculation Results
Peak Flow Rate to Stormwater Facility =cfs Peak Facility Overflow Rate=0.000 cfs
Total Runoff Volume to Stormwater
Facility =cf Total Overflow Volume=0 cf
Max. Eff. Depth of Stormwater in Facility=in
Drawdown Time=hours
Yes Facility Sizing Meets Pollution Reduction Standards?
YES Meets Requirement of No Facility Flooding?
YES Meets Requirement for Maximum of 18 Hour Drawdown Time?
Flow Control-Calculation Results
Peak Flow Rate to Stormwater Facility =cfs Peak Facility Overflow Rate=cfs
Total Runoff Volume to Stormwater
Facility =cf Total Overflow Volume=cf
Max. Eff. Depth of Stormwater in Facility=in
Peak Off-Site Flow Rate
Filtration Facility Underdrain=cfs
Drawdown Time=hours
Pre-Development Runoff Data
Peak Flow Rate =cfs
Total Runoff Volume =cf
Yes Facility Sizing Meets Flow Control Standards?
YES Meets Requirement for Post Development offsite flow less or equal to Pre-Development Flow?
YES Meets Requirement for Maximum of 18 Hour Drawdown Time?
Destination-Calculation Results
Peak Flow Rate to Stormwater Facility =cfs Peak Facility Overflow Rate=cfs
Total Runoff Volume to Stormwater
Facility =cf Total Overflow Volume=cf
Max. Eff. Depth of Stormwater in Facility=in
Drawdown Time=hours
N/A Facility Sizing Meets Destination Standards?
N/A Meets Requirement of No Facility Flooding?
N/A Meets Requirement for Maximum of 30 hour Drawdown Time?
Exhibit D Page 30 of 42
Attachment 1 Page 50 of 98
Project Name:[Sample Project]
Permit Number:[Permit #]
Catchment ID:[Catchment ID]
Design Run:Pollution Reduction
Effective Water Storage Depth
0 360 720 1080 1440 1800 2160 2520 2880
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
Time (min)inchesWater Storage Depth
Runoff
0180360540720900108012601440-0.06
-0.04
-0.02
0
0.02
0.04
0.06
Time (min)Cubic Feet per Second(cfs)Design Storm Runoff
Facility Infiltration
Runoff Inflow - Outflow
Flow Control Hydrograph
01803605407209001080126014400
0.002
0.004
0.006
0.008
0.01
0.012
0.014
0.016
Time (min)Flow (cfs)Pre-Development Runoff
Facility Overflow
Filtration Outflow
Total Post-Development off-site flow
Exhibit D Page 31 of 42
Attachment 1 Page 51 of 98
Project Name:[Sample Project]
Permit Number:[Permit #]
Catchment ID:[Catchment ID]
Design Run:Flow Control
Effective Water Storage Depth
0 360 720 1080 1440 1800 2160 2520 2880
0
1
2
3
4
5
6
Time (min)inchesWater Storage Depth
Runoff
0180360540720900108012601440-0.1
-0.05
0
0.05
0.1
0.15
0.2
Time (min)Cubic Feet perSecond (cfs)Design Storm RunoffFacility Infiltration Runoff Inflow - Outflow
Flow Control Hydrograph
0180360540720900108012601440-0.04
-0.02
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
Time (min)Flow (cfs)Pre-Development Runoff
Facility Overflow
Filtration Outflow
Total Post-Development off-site flow
Exhibit D Page 32 of 42
Attachment 1 Page 52 of 98
Project Name:[Sample Project]
Permit Number:[Permit #]
Catchment ID:[Catchment ID]
Design Run:Destination
Effective Water Storage Depth
0 360 720 1080 1440 1800 2160 2520 2880
0
1
2
3
4
5
6
Time (min)inchesWater Storage Depth
Runoff
0180360540720900108012601440-0.1
-0.05
0
0.05
0.1
0.15
0.2
Time (min)Cubic Feet per Second(cfs)Design Storm Runoff
Facility Infiltration
Runoff Inflow - Outflow
Facility Inflow vs Overflow Hydrograph
0180360540720900108012601440-0.04
-0.02
0
0.02
0.04
0.06
0.08
0.1
0.12
0.14
0.16
Time (min)Flow (cfs)Impervious Area Runoff
Facility Overflow
Filtration Outflow
Exhibit D Page 33 of 42
Attachment 1 Page 53 of 98
Legislative Version of Amendments to the
Engineering Design Standards and Procedures Manual Appendix 4B
Stormwater Surface Filtration/Infiltration Facility Sizing Selection to
Incorporate MS4 Permit Requirements
AMENDMENTS
Various Sections of the Engineering Manual (EDSPM) are amended to remove barriers to Low-
Impact Development and define stormwater terms. Commentary is shown in purple italics font,
preceding the text to which it is referring.
STORMWATER SUBSURFACE FILTRATION/INFILTRATION SIZING
SPREADSHEET
COMMENTARY: This spreadsheet (commonly referred to as a calculator) is provided as an
approved way for small developments to choose and correctly size the stormwater facilities in
Springfield Development Code Appendix D Typical stormwater facility Details without needing a
design professional. The use of this is not required. It is sourced from the City of Eugene
Stormwater Management Manual and has all the proposed standards (1.4” of runoff retained on
site). Subsurface facilities are not suitable for flow through calculations.
Exhibit D Page 34 of 42
Attachment 1 Page 54 of 98
Stormwater Surface Filtration/Infiltration Facility Sizing Spreadsheet
24 Hour Storm, NRCS Type 1A Rainfall Distribution
City of Springfield
Version 2.1
Project Information
Project Name:[Sample Project]Date:[Date]
Project Address:[#### Street or Intersection]Permit Number:[Permit #]
Springfield, OR [Zip Code]Catchment ID:[Catchment ID]
Designer:[Designer Name]
Company:[Company Name]
Instructions:
1. Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach.
2. Provide a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate
calculations with the facility.
3. The maximum drainage catchment to be modeled per the Presumptive Approach is 1 acre (43,560 SF)
4.For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate of 0.5 in/hr.
For all facilities use a maximum soil infiltration rate of 2.5 in/hr for topsoil/growing medium.
Design Requirements:
Choose "Yes" from the dropdown boxes below next to the design standards requirements for this facility.
Pollution Reduction (PR)Yes
Flow Control (FC)No
Destination (DT)No *An infiltration facility must be chosen as the facility type to meet destination requirements
Site Data-Post Development
Total Square Footage Impervious Area=6000 sqft Total Square Footage Pervious Area=6000 sqft
Impervious Area CN=98 Pervious Area CN=85
Total Square Footage of Drainage Area=12000 sft Time of Concentration Post Development=5 min
Weighted Average CN=92
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=10 min
Soil Data
Tested Soil Infiltration Rate=2.5 in/hr (See Note 4) Destination Design=
Soil Infiltration Rate
N/A in/hr
Design Soil Infiltration Rate=2.5 in/hr
Design Storms Used For Calculations
Requirement
24-hour
Rainfall Depth Design Storm
Pollution Reduction 1.4 inches Water Quality
Flow Control 3.6 inches Flood Control
Destination 3.6 inches Flood Control
Facility Data
Facility Type=Infiltration Stormwater Planter Facility Surface Area=175 sqft
Surface Width=5 ft Facility Surface Perimeter=80 ft
Surface Length=35 ft Facility Bottom Area=175 sqft
Facility Side Slopes=0 to 1 Facility Bottom Perimeter=80 ft
Max. Ponding Depth
in Stormwater Facility=6 in Basin Volume=87.5 cf
Depth of Growing Medium (Soil)=18 in Ratio of Facility Area to Impervious Area=0.015
Exhibit D Page 35 of 42
Attachment 1 Page 55 of 98
Pollution Reduction-Calculation Results
Peak Flow Rate to Stormwater Facility =0.047 cfs Peak Facility Overflow Rate=0.003 cfs
Total Runoff Volume to Stormwater
Facility =686 cf Total Overflow Volume=29 cf
Max. Depth of Stormwater in Facility=6.0 in
Drawdown Time=0.2 hours
NO Facility Sizing Meets Pollution Reduction Standards?
NO Meets Requirement of No Facility Flooding?
YES Meets Requirement for Maximum of 18 Hour Drawdown Time?
Flow Control-Calculation Results
Peak Flow Rate to Stormwater Facility =0.212 cfs Peak Facility Overflow Rate=0.201 cfs
Total Runoff Volume to Stormwater
Facility =2677 cf Total Overflow Volume=1818 cf
Max. Depth of Stormwater in Facility=6.0 in
Peak Off-Site Flow Rate
Filtration Facility Underdrain=N\A cfs
Drawdown Time=2.5 hours
Pre-Development Runoff Data
Peak Flow Rate =0.143 cfs
Total Runoff Volume =2104 cf
N\A Facility Sizing Meets Flow Control Standards?
N\A Meets Requirement for Post Development offsite flow less or equal to Pre-Development Flow?
N\A Meets Requirement for Maximum of 18 Hour Drawdown Time?
Destination-Calculation Results
Peak Flow Rate to Stormwater Facility =N/A cfs Peak Facility Overflow Rate=N/A cfs
Total Runoff Volume to Stormwater
Facility =N/A cf Total Overflow Volume=N/A cf
Max. Depth of Stormwater in Facility=N/A in
Drawdown Time=N/A hours
N/A Facility Sizing Meets Destination Standards?
N/A Meets Requirement of No Facility Flooding?
N/A Meets Requirement for Maximum of 30 hour Drawdown Time?
Exhibit D Page 36 of 42
Attachment 1 Page 56 of 98
Project Name:[Sample Project]
Permit Number:[Permit #]
Catchment ID:[Catchment ID]
Design Run:Pollution Reduction
Water Storage Depth
0 360 720 1080 1440 1800 2160 2520 2880
0
1
2
3
4
5
6
7
Time (min)inchesWater Storage Depth
Runoff
0180360540720900108012601440-0.02
-0.01
0
0.01
0.02
0.03
0.04
0.05
0.06
Time (min)Cubic Feet per Second(cfs)Design Storm Runoff
Facility Infiltration
Runoff Inflow - Outflow
Flow Control Hydrograph
0180360540720900108012601440-0.002
0
0.002
0.004
0.006
0.008
0.01
0.012
0.014
0.016
0.018
0.02
Time (min)Flow (cfs)Pre-Development Runoff
Facility Overflow
Filtration Outflow
Total Post-Development off-site flow
Exhibit D Page 37 of 42
Attachment 1 Page 57 of 98
Project Name:[Sample Project]
Permit Number:[Permit #]
Catchment ID:[Catchment ID]
Design Run:Flow Control
Water Storage Depth
0 360 720 1080 1440 1800 2160 2520 2880
0
1
2
3
4
5
6
7
Time (min)inchesWater Storage Depth
Runoff
0180360540720900108012601440-0.05
0
0.05
0.1
0.15
0.2
0.25
Time (min)Cubic Feet perSecond (cfs)Design Storm RunoffFacility Infiltration Runoff Inflow - Outflow
Flow Control Hydrograph
01803605407209001080126014400
0.05
0.1
0.15
0.2
0.25
Time (min)Flow (cfs)Pre-Development Runoff
Facility Overflow
Filtration Outflow
Total Post-Development off-site flow
Exhibit D Page 38 of 42
Attachment 1 Page 58 of 98
Project Name:[Sample Project]
Permit Number:[Permit #]
Catchment ID:[Catchment ID]
Design Run:Destination
Water Storage Depth
0 360 720 1080 1440 1800 2160 2520 2880
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
Time (min)inchesWater Storage Depth
Runoff
01803605407209001080126014400
0.05
0.1
0.15
0.2
0.25
Time (min)Cubic Feet per Second(cfs)Design Storm Runoff
Facility Infiltration
Runoff Inflow - Outflow
Facility Inflow vs Overflow Hydrograph
01803605407209001080126014400
0.05
0.1
0.15
0.2
0.25
Time (min)Flow (cfs)Impervious Area Runoff
Facility Overflow
Filtration Outflow
Exhibit D Page 39 of 42
Attachment 1 Page 59 of 98
Legislative Version of Amendments to the
Engineering Design Standards and Procedures Manual Appendix 4C
Stormwater Simplified Approach for Stormwater Management (SIM
Form) to Incorporate MS4 Permit Requirements
AMENDMENTS
Various Sections of the Engineering Manual (EDSPM) are amended to remove barriers to Low-
Impact Development. Commentary is shown in purple italics font, preceding the text to which it
is referring.
STORMWATER SIMPLIFIED APPROACH FOR STORMWATER
MANAGEMENT (SIM FORM)
COMMENTARY: This worksheet provides a simple method for the sizing of facilities to meet
the proposed standards for a limited number of surface facilities in Springfield Development
Code Appendix D typical stormwater facility details for small-scale developers and builders to
use on suitable sites. It is sourced from the City of Eugene Stormwater Management Manual.
Exhibit D Page 40 of 42
Attachment 1 Page 60 of 98
2014 SIM FORM: Tree Credit and Rainwater Harvesting Worksheet
See "Tree Credits" section for more information regarding the use of trees to meet Stormwater Impervious Area Reduction.
New Evergreen Trees
To receive Impervious Area Reduction Credit, new evergreen trees must be planted within 25 feet of the new or replaced impervious
surfaces. New trees cannot be credited against rooftop areas. Minimum tree height (at the time of planting)to receive credit is 6 feet
Enter number of new evergreen trees that meet qualification requirements in Box ABox A
Multiply Box A by 200 and enter result in Box B Box B
New Deciduous Trees
To receive Impervious Area Reduction Credit, new large deciduous trees must be planted within 25 feet of the new or replaced
impervious surfaces and new small deciduous trees must be planted within 10 feet of new or replaced impervious surfaces. New
trees cannot be credited against rooftop areas. Minimum tree caliper (at the time of planting)to receive credit is 2 inches.
Enter number of new deciduous trees that meet qualification requirements in Box CBox C
Multiply Box C by 100 and enter result in Box D Box D
Existing Tree Canopy
To receive Impervious Area Reduction Credit, existing large tree canopies must be within 25 feet and existing small tree canopies
must be within 10 feet of ground‐level impervious surfaces (cannot be credit against roof top surfaces). Existing tree canopy
credited towards Impervious Area Reduction must be preserved during and after construction throughout the life of the development.
Minimum tree caliper to receive credit is 4 inches. No credit will be given to existing tree canopy located within environmental
conservation areas.
Enter square footage of existing tree canopy that meet qualification requirements in Box E. Box E
Multiply Box E by 0.5 and enter result in Box F.Box F
Total Tree Credit
Add Boxes B, D and F and enter the result in Box G Box G
Multiply Box 1 of Form SIM by 0.1 and enter the result in Box H. Box H
Enter the lesser of Box G and H in Box I. (This is the amount to be entered as "Tree Credit" on Form SIM.)Box I
SIM FORM 2014 Instructions
1. Enter square footage (sf) of total impervious area being developed into BOX 1.
2. Enter square footage (sf) for impervious area reduction techniques.
3. Enter sum of the impervious area reduction techniques into BOX 2.
4. Subtract BOX 2 from BOX 1 to find BOX 3, the amount of impervious area that requires stormwater management.
5. Select appropriate stormwater management facilities.
6. Enter the square footage of impervious area managed that will flow into each facility type.
7. Multiply each impervious area managed by the corresponding sizing factor. Enter this area as the facility surface area,
This is the size of facility required to manage runoff
9. Where selecting facilities that will overflow, select the point of discharge location.
10. Enter the sum of the total of all the impervious area managed into BOX 4. BOX 4 must be greater than or equal to BOX 3.
Exhibit D Page 41 of 42
Attachment 1 Page 61 of 98
2014 SIM FORM: Tree Credit and Rainwater Harvesting Worksheet
See "Tree Credits" section for more information regarding the use of trees to meet Stormwater Impervious Area Reduction.
New Evergreen Trees
To receive Impervious Area Reduction Credit, new evergreen trees must be planted within 25 feet of the new or replaced impervious
surfaces. New trees cannot be credited against rooftop areas. Minimum tree height (at the time of planting)to receive credit is 6 feet
Enter number of new evergreen trees that meet qualification requirements in Box ABox A
Multiply Box A by 200 and enter result in Box B Box B
New Deciduous Trees
To receive Impervious Area Reduction Credit, new large deciduous trees must be planted within 25 feet of the new or replaced
impervious surfaces and new small deciduous trees must be planted within 10 feet of new or replaced impervious surfaces. New
trees cannot be credited against rooftop areas. Minimum tree caliper (at the time of planting)to receive credit is 2 inches.
Enter number of new deciduous trees that meet qualification requirements in Box CBox C
Multiply Box C by 100 and enter result in Box D Box D
Existing Tree Canopy
To receive Impervious Area Reduction Credit, existing large tree canopies must be within 25 feet and existing small tree canopies
must be within 10 feet of ground‐level impervious surfaces (cannot be credit against roof top surfaces). Existing tree canopy
credited towards Impervious Area Reduction must be preserved during and after construction throughout the life of the development.
Minimum tree caliper to receive credit is 4 inches. No credit will be given to existing tree canopy located within environmental
conservation areas.
Enter square footage of existing tree canopy that meet qualification requirements in Box E. Box E
Multiply Box E by 0.5 and enter result in Box F.Box F
Total Tree Credit
Add Boxes B, D and F and enter the result in Box G Box G
Multiply Box 1 of Form SIM by 0.1 and enter the result in Box H. Box H
Enter the lesser of Box G and H in Box I. (This is the amount to be entered as "Tree Credit" on Form SIM.)Box I
SIM FORM 2014 Instructions
1. Enter square footage (sf) of total impervious area being developed into BOX 1.
2. Enter square footage (sf) for impervious area reduction techniques.
3. Enter sum of the impervious area reduction techniques into BOX 2.
4. Subtract BOX 2 from BOX 1 to find BOX 3, the amount of impervious area that requires stormwater management.
5. Select appropriate stormwater management facilities.
6. Enter the square footage of impervious area managed that will flow into each facility type.
7. Multiply each impervious area managed by the corresponding sizing factor. Enter this area as the facility surface area,
This is the size of facility required to manage runoff
9. Where selecting facilities that will overflow, select the point of discharge location.
10. Enter the sum of the total of all the impervious area managed into BOX 4. BOX 4 must be greater than or equal to BOX 3.
Exhibit D Page 42 of 42
Attachment 1 Page 62 of 98
Section I - DESIGN STANDARDS 5 - 1 EDSP Adopted January 21, 2020 November 20, 2023
Legislative Version of Amendments to the
Engineering Design Standards and Procedures Manual Chapter 5
AMENDMENTS
The amendments are shown in legislative format (deleted text with strike-thru red font and new
text with double underline red font). For ease of review, this legislative format does not show
where code language was moved from one place to another.
TRAFFIC STANDARDS
5.00 DESIGN STANDARDS
5.01 PURPOSE
These standards outline and define the current traffic design standards, including illumination,
signals, bicycle facilities, roundabouts, medians, roadside features, parking design, transit stops,
and miscellaneous items for Springfield. These design standards may be subject to revisions by
the City Traffic Engineer on a project-by-project basis. All construction standards and drawings
for transportation related items are defined in the Springfield Construction Standard
Specifications Sections 317, 501, and 502, and Standard Drawings 5-1 to 5-25. All designs shall
be performed by an engineer capable of performing such work and licensed by the State of
Oregon. Any private streets shall be designed to the public facility standards. All public streets
are considered Fire Department emergency apparatus access streets and shall meet the Fire Code
minimum design standards. Private streets may or may not be considered Fire Department
emergency apparatus access streets as determined by the Fire Marshal.
5.02 GENERAL DESIGN CONSIDERATIONS
5.02.1 Illumination
5.02.1.A General
As part of the public improvement process, a street illumination design shall be included with all
project plans submitted to the City as well as a power plan from the Springfield Utility Board
(SUB). The street illumination design shall clearly show where the luminaires, conduit runs,
junction boxes, service cabinets, and power sources will be located. Each lighting component
shall be identified using the Oregon Department of Transportation drafting symbol library and
the corresponding legend. Submitted plans shall follow the City of Springfield Standard
Specifications and Standard drawings related to illumination.
Lighting plans shall be submitted on a sheet devoted exclusively to street light work. All
illumination plans shall be reviewed and approved by the Transportation Section.
5.02.1.B Design Standards
The lighting plan design shall utilize Oregon Department of Transportation (ODOT) drafting
standards. The plans shall include symbols indicating such features as: conduit, wiring, junction
Exhibit E Page 1 of 18
Attachment 1 Page 63 of 98
Section I - DESIGN STANDARDS 5 - 2 EDSP Adopted January 21, 2020 November 20, 2023
boxes, power sources, poles, luminaires, luminaire arms, and all the relevant sizes and locations
required to accurately construct the lighting system. For street lighting drafting typical, refer to
the City’s latest edition of Standard Construction Specifications and the ODOT drafting
symbol/legend library.
The City standards for street illumination are:
A. Street lighting designs shall be prepared by an engineer capable of performing such work.
The engineer shall be licensed by the State of Oregon. Lighting plans shall be submitted
on a sheet devoted exclusively to street light work. The lighting plans shall also include
wire size calculations and circuit diagrams. Lighting systems shall comply with the
provisions of the National Electric Service Code (NESC). A space shall be provided for
a chart listing the specific location (geographic coordinates), address, pole number, pole
owner, service voltage, manufacturer’s name and catalog numbers for each type of
fixture, lamp, driver and city approved and lighting controls including any photocell
identification number in the project on the plan sheet. This chart shall be completed
when preparing the as-built plans. Lighting circuits shall be designed to reduce the
number of utility connection points.
B. Lights must be located in accordance with the standards in SDC 4.2-145.C. See the
Illumination Standards Table (Table 5-1) for configurations that comply with these
standards. In cases that are not defined in Table 5-1, a photometric evaluation of the pole
spacing shall be made using accepted procedures and illumination levels in Illuminating
Engineering Society, American National Standard Practice for Roadway Lighting – RP-
8-14 and these standards.
C. Lighting must meet the following design standards adopted in SDC 4.2-145.C:
1. Lighting must comply with Illuminating Engineering Society, American National
Standards Practice for Roadway Lighting – RP-8-14 and applicable National
Electrical Safety Code (NESC) and National Electrical Code (NEC) standards.
2. Intersections must be illuminated to a level equal to the sum of the average required
illuminance of the two intersecting streets.
3. Mid-block crosswalks that are approved by the City Traffic Engineer must have two
times the illumination required for the street.
4. Decorative poles with City-approved LED fixtures and lighting controls must be used
on all streets within the Nodal Development Overlay District and where any
refinement plan or plan district requires decorative lighting. Decorative poles may be
used on streets, paths, and accessways in any other zone at the option of the developer
as approved by the Director.
5. City-approved LED fixtures and lighting controls must be used when lighting is
required along multi-use paths and accessways.
Exhibit E Page 2 of 18
Attachment 1 Page 64 of 98
Section I - DESIGN STANDARDS 5 - 3 EDSP Adopted January 21, 2020 November 20, 2023
6. Roadway style poles and “cobra head” fixtures with City-approved LED fixtures and
lighting controls must be used along streets in all other locations.
7. Roadway style poles must be steel, fiberglass or aluminum.
8. Where lot frontages are 80 feet or less, poles must be located at property lines unless
approved by the Director.
9. The weak point illumination must not be less than 0.1 foot candles.
10. Roadway style poles set behind sidewalks must have eight (8) foot arm length.
Roadway style poles set between curb and sidewalk or where no sidewalk exists must
have six (6) foot arm length.
11. Pole handholes must be used instead of junction boxes where feasible. Junction boxes
for street lighting must only be utilized for street crossings or where necessary to
comply with electrical code standards cited above.
12. Pole Height.
a. Lights on arterial and major collector streets outside of a residential zone must
have a 35-foot fixture mounting height.
b. Lights on local streets with a curb-to-curb width of 28 feet or greater and
collectors within residential zones must have a 30-foot fixture mounting
height.
c. Lights on local streets with a curb-to-curb width of less than 28 feet must have
a 25-foot fixture mounting height.
d. Decorative poles must be 12 feet tall, except that 16-foot tall decorative poles
may be approved by the Director when the required illumination levels cannot
be achieved with 12-foot tall decorative poles.
e. Lighting on local streets must be installed on the same side of the street and
on the side of the street first constructed, except where necessary to be
consistent with the existing lighting design and placement.
f. Light poles must not be placed on the outside of curves with less than a 1000-
foot radius.
Exhibit E Page 3 of 18
Attachment 1 Page 65 of 98
Section I - DESIGN STANDARDS 5 - 4 EDSP Adopted January 21, 2020 November 20, 2023
D. When roadway style poles are used, they shall be direct bury fiberglass, or steel or
aluminum on concrete foundations.
Direct bury fiberglass poles must be used as replacements or infill in areas with existing
wood poles.
E. Poles shall be placed at least 3 feet from the face of curb. Luminaire arms shall be
aligned at right angles from the curb line.
F. Conduits shall be electrical PVC with a minimum size of 1 inch and be in whole inch
sizes only. Street crossings shall have a 2 inch minimum diameter. All conduit runs shall
be clearly indicated on the plans showing the route from the power source (typically a
SUB vault) to the street light.
G. F. All electrical conductors shall be copper.
H. G. A manufacturer’s specification ‘catalog cut sheet’ shall be submitted for all materials for
city review and approval prior to installation.
I. H. All new City street light poles shall have City pole tags installed on the pole 6 feet from
ground level and facing the street or multi-use path that the light is on. The pole tags are
provided by the City by contacting the Springfield Transportation Section. Use approved
methods and materials for attachment.
J. I. Electrical Circuit Identification
A tag shall be attached to each conduit entering underground junction boxes. The
following information shall be written on the tag with permanent marker: Voltage – 120
or 208 or 240; Circuit – Alpha or Numeric as shown on the plan set; Power Source –
Utility name and pole or transformer number, distance from power source, and compass
direction to source. The proposed street lighting design shall include a note directing the
contractor to include lighting circuit identification tags.
Approved manufacturer: Brady – Yellow Color-Code Plasti-Tags Catalog # 56926, 3-1/2”
H x 2-1/2” W, 10 Mil Plastic, with nylon tie.
Exhibit E Page 4 of 18
Attachment 1 Page 66 of 98
Section I - DESIGN STANDARDS 5 - 5 EDSP Adopted January 21, 2020 November 20, 2023
Table 5-1: Average Maintained Horizontal Illuminance1
For Street and Pedestrian Facilities (Residential Zones Only)
Classification
Fixture
Height
Foot
Candles
Required
Ave/Min
Lamp
Spacing
Local 20' Curb to Curb
(Poles on Same Side)
25 0.5 6 : 1 200'
Local 28' Curb to Curb
(Poles on Same Side)
30 0.5 6 : 1 200'
Local 36' Curb to Curb
(Poles on Same Side)
30 0.5 6 : 1 200'
Minor Collector 34' Curb to
Curb (Poles on Same Side)
30 0.6 4 : 1 200'
Minor Collector 42' Curb to
Curb (Poles on Same Side)
30 0.6 4 : 1 140'
Minor Collector 50' Curb to
Curb (Poles on Same Side)
30 0.6 4 : 1 140'
Arterials and Major
Collectors > 50’ Curb to
Curb (2 poles opposite)
35 0.9 3:1 200’
Areas with curbside sidewalk 8 foot arm length
Areas with no sidewalk or setback sidewalk 6 foot arm length
5.02.1.D Conduit Size
A. Conduits shall be sized according to the requirements of the National Electrical Service
Code (NESC) current edition.
B. All conduit runs shall be as direct from point to point as possible, shall remain within the
right-of-ways or utility easements, and maintain as straight an alignment as possible. All
conduit street crossings shall be perpendicular to the street. Exceptions may be approved
on a case-by-case basis.
C. The minimum conduit size shall be 1 inch. All conduits under the street shall be a
minimum of 1.5 inches in diameter. Conduits placed on SUB utility poles shall require
‘stand-off’ mountings and need to be specified in whole inch diameters. Conduits shall be
electrical PVC with a minimum size of 1 inch and be in whole inch sizes only. Street
crossings shall have a 2 inch minimum diameter. All conduit runs shall be clearly
indicated on the plans showing the route from the power source (typically a SUB vault)
to the street light. Conduits placed on SUB utility poles shall require ‘stand-off’
mountings and need to be specified in whole inch diameters.
D. A junction box shall be included at each end of street conduit crossings.
5.02.1.E Conductor Size
A. A catalog cut sheet with maximum starting and operating amperages information shall be
Exhibit E Page 5 of 18
Attachment 1 Page 67 of 98
Section I - DESIGN STANDARDS 5 - 6 EDSP Adopted January 21, 2020 November 20, 2023
included in the plans submittal to verify the wire sizing calculations.
B. A circuit diagram and load calculations shall be included on the plan sheets at the end of
the lighting construction drawings.
C. The maximum voltage drop shall be two percent from the utility to the service equipment
and three percent from the service to the farthest load.
D. Any suitable method for calculating voltage drop and conductor sizes may be used.
Provide reference to any source of information.
5.02.2 Signals
5.02.2.A General
Signals shall be designed as specified in this Section. Consultants shall perform traffic signal
designs using current National Electric Code (NEC), AASHTO, the Manual on Uniform Traffic
Control Devices (MUTCD) and the Oregon Supplement to the MUTCD. This work shall consist
of furnishing and installing a complete and functional traffic control system of controllers,
signals and appurtenances as required by Springfield (See Division 500 of the Springfield
Standard Construction Specifications based on ODOT Standards). The locations of signals
shown on the plans can be approximate; the exact locations shall be established by the Engineer
of Record in the field, unless relocated by the City Traffic Engineer. Please see section 5.04
regarding intersection analyses.
5.02.2.B Signal Design Standards
The traffic signal design shall be submitted on a separate sheet of the project plans. The design
shall clearly show the following:
A. Existing and proposed topography including edge of pavement or curb line, center lines
with stationing, lane use, striping, signing, sidewalks, sidewalk ramps, right-of-way lines,
street names, driveways, adjacent lots, existing and proposed trees, and other
topographical features as needed.
B. Existing lighting, poles, wiring, vehicle signals, pedestrian signals, overhead signs, traffic
signal controller, service equipment, and all other equipment that needs to be removed.
General notes shall state what is to be removed.
C. The location and specification of traffic signal poles, underground conduit, traffic signal
loops or detection zones, traffic signal wiring, junction boxes, vehicle signals, pedestrian
signals, pushbuttons, pushbutton instruction signs, overhead signs, traffic signal
controller, service equipment, pre-emption devices, existing power sources, and all other
equipment needed to install the signal.
D. A loop detector wiring diagram showing loop number, phase, function, slot number, and
notes for symbols and details used and/or video camera detection details.
E. A normal phase rotation diagram and fire preemption operation diagram for the
intersection.
Exhibit E Page 6 of 18
Attachment 1 Page 68 of 98
Section I - DESIGN STANDARDS 5 - 7 EDSP Adopted January 21, 2020 November 20, 2023
F. Interconnect cable.
G. Bus rapid transit priority equipment.
H. Radio communication equipment.
Each signal component shall be identified using the ODOT drafting symbol library and the
corresponding legend. Submitted plans shall follow the Springfield Standard Specifications,
Drafting Standards Section 9, and Standard drawings related to traffic signals.
All public signal designs shall be prepared by an engineering firm capable of performing such
work. The engineer shall be licensed by the State of Oregon.
5.02.2.C Induction Loops
Induction loops shall be constructed as specified in Standard Drawing 5-12.
A. Loops shall not be cut into the final lift of new asphalt.
5.02.2.D Conduit
A separate conduit shall be used for low voltage and high voltage circuits, such as: signal
circuits, detector circuits, service wires, and 240 volt or greater illumination circuits. Metal
conduit shall be coated in corrosive soil areas. Schedule 40 PVC conduit shall be used for all
signal, interconnect, and lighting designs. Conduit sweeps shall conform to current ODOT
standards.
5.02.2.E Junction Boxes
A. Junction boxes shall not be placed in sidewalks or ramps.
B. Junction boxes shall be sized to meet current ODOT standards.
C. Junction boxes located in the travel way shall be traffic load bearing junction boxes.
5.02.2.F Power Source
A. A separate post or pedestal shall be provided for service. Refer to current ODOT
standards.
B. Power source shall be underground from power source to meter.
C. Meter and service cabinet shall be mounted as close to the controller as practical.
D. Service equipment shall not be mounted on the controller cabinet.
E. Power shall be run underground from service cabinet to controller.
5.03 BICYCLE FACILITIES
5.03.1 General
All bicycle facilities shall conform to the latest addition of the Oregon Bicycle and Pedestrian
Exhibit E Page 7 of 18
Attachment 1 Page 69 of 98
Section I - DESIGN STANDARDS 5 - 8 EDSP Adopted January 21, 2020 November 20, 2023
Plan, Oregon Bike and Pedestrian Design Guidelines, the Springfield Bicycle Plan, City of
Springfield Transportation System Plan, the Regional Transportation System Plan, AASHTO
guidelines, and applicable Sections of the Springfield Development Code (SDC).
5.03.2 Design Standards
A quick reference table on bike lane and multi-use path design standards is shown below.
Table 5-2: Quick Reference Bike lanes and Multi-Use Path Design Standards
Bike Lane 6 feet
Shoulder Bike Lane 6 feet
Multi-Use Path 10 feet with 2 foot wide gravel shoulders on each side
(see SDC 4.2-150), unless otherwise specified in Springfield
Transportation System Plan
Bike Lane Stripe 8 inches
Shoulder Stripe 4 inches
Vertical Clearance 10 feet
Pavement Thickness Shall be designed to withstand an 80,000lb load and withstand
frost heave
5.03.3 Bike Lanes
Bike lanes are required on arterial and non-residential collector streets. SDC 4.2-105.C and
Table 4.2-1. Bike lanes shall have an 8 inch lane stripe and thermoplastic bike stencils.
Motorists are not permitted in the bike lanes for driving or parking, but may use the bike lanes
for emergency maneuvers or breakdowns.
The standard width of a bike lane is 6 feet, measured from the center of the stripe to the edge of
pavement. See SDC 4.2-105.C and Table 4.2-1. Bike lanes wider than 6 feet may be required in
areas of very high use, on high-speed facilities where wider shoulders are warranted, or where
they are shared with pedestrians. Adequate markings shall be used to discourage motorists from
using the bike lane as a travel-way or parking lane. At a minimum, bike lane pavement markings
designating the facility to discourage automobile use must be placed at all street intersections in
both directions.
Where a bike lane is to be designed adjacent to a parking lane, its location will be reviewed and
evaluated by staff on a case by case basis as there may be a variety of elements that may need to
be taken into consideration.
Bike lanes on one-way streets shall be on the right side of the street, except in the case where a
left-side bike lane would cause fewer conflicts, and the bicyclist can return to the right safely.
See SDC 4.2-105.C and Table 4-2.1, footnote (3).
5.03.4 Bicycle Parking
Refer to the SDC Sections 3.4-270G.13 and 14, and 4.6-140-155 for the minimum required
bicycle parking spaces and additional bicycle parking standards.
5.03.5 Multi-Use Paths
A. A multi-use path must be paved a minimum width of 10 feet. See SDC 4.2-150.C.
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Section I - DESIGN STANDARDS 5 - 9 EDSP Adopted January 21, 2020 November 20, 2023
B. The path design must include a 2 foot or greater clear distance on both sides of the multi-
use path. This area must be at the same slope as the path. See SDC 4.2-150.C.
C. The overhead clearance must be a minimum of 10 feet, unless additional overhead
clearance is required for fire access as determined by the Fire Marshal.
D. Where a path is parallel and adjacent to a street, there must be a 5 foot or greater width
separating the path from the edge of the street, or a physical barrier of sufficient height
must be installed. See SDC 4.2-150.D.
E. Multi-use paths must be strong enough to support maintenance vehicles and emergency
vehicles.
F. The maximum grade shall be 5 percent for bicycle use.
G. If a fence or railing is used along a path, the height, openings in the railing, and rub-rail
requirements shall comply with AASHTO standards. Lighting shall be installed on
multi-use paths. See SDC 4.2-150.E and the lighting standards for recommended
illumination in Section 5.02.
5.03.6 Striping and Signing
A. Plastic bike stencils must be placed at all street intersections in both directions.
B. Additional stencils may be placed on long sections of street with no intersections. The
correct spacing in feet is equal to the designated travel speed (mph) multiplied by 40.
C. All bicycle striping going through an intersection or crossed by high volume traffic shall
be thermoplastic striping.
D. Signs shall have a 3 foot lateral clearance from the edge of the path. The bottom of signs
shall be 5 feet above the path. Signs placed over a path shall have a minimum vertical
clearance of 8 feet.
5.03.7 Protected Bike Lanes
Protected bike lanes or “cycle tracks” must be reviewed and approved by the City Traffic
Engineer.
5.03.8 Other Bicycle Facilities
Other bicycle facilities may be designed such as but not limited to bicycle boulevards, lanes,
routes, parking, and paths but shall be evaluated on a case by case basis to ensure the proper
safety for all users.
5.04 INTERSECTION CONTROL
When a project includes reconstructing or constructing new intersections, all intersection control
types will be evaluated using Springfield’s “Intersection Control Checklist” provided in
Appendix 5.A.
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Section I - DESIGN STANDARDS 5 - 10 EDSP Adopted January 21, 2020 November 20,
2023
5.04.1 Roundabouts
All roundabouts on City streets shall be designed by the City of Springfield Transportation
Section staff. Private developers shall arrange for these services from Springfield staff as part of
their planning for developments which include a proposed roundabout.
Roundabouts shall be constructed in concrete unless otherwise approved by the City Engineer.
5.05 MEDIANS
Section 5.05.1 General median description, 5.05.2A Raised Median Width and Size, and 5.05.2A
Length of a Raised Median are requirements adopted in SDC 4.2-105.F. Where these sections
conflict with the Springfield Development Code, the Development Code prevails.
5.05.1 General
Medians are provided to deter crashes caused by crossover traffic, head light glare distraction,
traffic turning left from through lanes, refuge for pedestrians crossing the street, and to remove
turning traffic from through lanes thereby maintaining efficient and safe traffic flow.
A median is defined as an area between traffic lanes for control of vehicle movements or for
pedestrian refuge. Within the intersection area, a median or an outer separation is considered to
be an island.
Median design and installation must follow the standards in the Manual on Uniform Traffic
Control Devices and AASHTO’s “A Policy on Geometric Design of Highways and Streets.”
5.05.2 Design Standards
Landscaping and irrigation shall be installed when directed by the City Traffic Engineer. A
detailed median design plan shall be included in the public improvement plan set on a separate
sheet and approved by the City Traffic Engineer.
5.05.2.A Length of Median
The length of a median is determined based on the storage length requirements as determined in
the Traffic Impact Study (T.I.S.), based on safety and/or operational efficiency needs of the street
first and the access second, and as approved by the City Traffic Engineer.
The usable length of a pedestrian refuge area along a street shall not be less than 8 feet or the
width of the crosswalk, whichever is greater. The median length shall not be less than 30 feet.
5.05.2.B Median Width
Elongated medians intended to deter turning movements shall be a minimum of four (4) feet
wide and no less than 150 square feet in area. In special cases, where right-of-way is limited,
elongated islands may be as narrow as 2 feet, except when used as pedestrian refuge areas.
Pedestrian refuge medians shall be at least 8 feet wide unless special circumstance limits the
width possible. In no case shall a pedestrian median be less than 6 feet wide.
5.05.2.C Median Openings
Median openings that allow left turns in both directions shall be not less than 50 feet nose to
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Section I - DESIGN STANDARDS 5 - 11 EDSP Adopted January 21, 2020 November 20,
2023
nose. All median turn lanes and openings shall be designed for at least a WB50 truck, and a
WB67 truck on designated truck routes.
5.05.2.D Median Types
The type of median shall be determined by the City Traffic Engineer.
5.05.2.E Visibility
Fixed objects shall not normally be permitted on medians. Planting shall be located so as not to
violate sight distance standards or the turning radius of emergency apparatus.
5.05.2.F Access to Required Fire Features
Where access to an existing fire protection feature (i.e. fire hydrant, fire lane or other required
fire protection feature) is limited by a median installation, the Fire Marshal shall be consulted in
order to evaluate an equivalent fire protection feature.
5.06 ROADSIDE FEATURES
5.06.1 General
Miscellaneous features included herein shall be developed and constructed to encourage the
uniform development and use of roadside features wherever possible. Any roadside facility
installed in the public right-of-way shall first be permitted and reviewed by the City Traffic
Engineer for safety evaluation.
5.06.2 Design Standards
The design and placement of roadside features included in this Section shall comply with the
specific requirements listed for each feature, and must comply with PROWAG standards as
applicable.
5.06.3 Mailboxes
A. Mailbox supports shall be 4 inches by 4 inches or 4½-inch diameter wood posts, or a
metal post with no greater than a 2 inch-diameter standard strength steel pipe, with a
height of 42 inches to the bottom part of box, embedded no more than 24 inches into the
ground with a lateral distance of 6 to 12 inches from the edge of curb, or 8 to 12 inches
from edge of pavement if there is no curb. For example, a single two-pound-per-foot U-
channel support would be acceptable under this structural limitation. Mailbox supports
shall not be set in concrete unless the support design has been shown to be safe by crash
tests.
B. Mailbox-to-post attachments shall prevent mailboxes from separating from their supports
under vehicle impacts.
C. Multiple mailbox installations shall meet the same criteria as single mailbox installations.
Multiple support installations shall have their supports separated a minimum distance of 4
feet above ground. This distance shall be 12 inches for a single support.
D. Neighborhood delivery and collection box units are owned by the U. S. Postal Service
and are a specialized type of multiple mailbox installation that shall be located outside the
clear zone.
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Section I - DESIGN STANDARDS 5 - 12 EDSP Adopted January 21, 2020 November 20,
2023
See ODOT Standard Drawing RD 100 for Mailbox Installation drawings.
5.06.4 Roadside Traffic Barriers
See AASHTO, Roadside Design Guide for Roadside Traffic Barrier design requirements.
5.06.5 Signing
A. See City Standard Drawing 5-18 for sign installation details.
B. See the latest edition of the Manual on Uniform Traffic Control (MUTCD) and Oregon
Supplements to the MUTCD for specific signs.
C. Street name signs:
1. Street name signs shall be erected to identify street intersections in both urban and
rural areas. In residential districts at least one sign is required at each intersection. In
business districts or on major arterials, street name signs shall be placed on diagonal
corners so that they will be on the near left-hand and far right-hand side of the
intersection for traffic on the major street.
2. The sign shall be white letters on a green background.
3. Street name signs shall be mounted a minimum of 9 feet above the pavement.
D. Signs shall be placed on street light poles when practicable.
E. Signage plans must include a separate sheet or space on a sheet including project signage
for a chart listing the sign text, specific location (geographic coordinates and stationing),
sign material, sign color, sign dimensions, MUTCD designation, mounting height, sign
support and sign direction. This chart shall be completed when preparing the as-built
plans.
5.07 MISCELLANEOUS
5.07.1 Turn Bay Lengths
The elements of a turn bay are comprised of four components which include:
d1 = distance traveled during the perception-reaction time
d2 = distance traveled while driver decelerates and maneuvers laterally
d3 = distance traveled during full deceleration and coming to a stop
d4 = storage length
The physical length of the turn bay excludes the distance traveled during perception-reaction
time.
• It shall be designed so that a turning vehicle will develop a speed differential of
10 mph or less at the point it clears the through traffic.
• The length of the bay shall allow the vehicle to come to a comfortable stop prior
to reaching the end of the expected queue in the turn bay.
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Section I - DESIGN STANDARDS 5 - 13 EDSP Adopted January 21, 2020 November 20,
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• The deceleration/maneuver distance (d2 +d3) is found in table 5-5.
• The turn bay shall be longer than the queue in the adjacent through lane so that
entry is not blocked.
Limiting conditions may only be used if approved by the City Traffic Engineer.
TABLE 5-3: Upstream Functional Intersection Area, Excluding Storage, in Feet(1)
Desirable Conditions Limiting Conditions
Operating Speed
(mph)
Maneuver
Distance (2) (6)
(d2 +d3)
PIEV(3) Plus
Maneuver Dist.
(d1 + d2 +d3)
Maneuver
Distance (4) (6)
(d2 +d3)
PIEV(5) Plus
Maneuver Dist.
(d1 + d2 +d3)
20 70 130 70 100
25 110 185 105 140
30 160 250 145 190
35 215 320 190 240
40 275 395 245 305
45 345 475 300 365
50 425 570 365 440
55 510 670 435 515
60 605 780 510 600
65 710 900 590 685
70 820 1025 680 785
(1) Rounded to 5 feet
(2)10 mph speed differentials, 5.8 fps2 deceleration while moving from the through lane into the
turn lane; 6.8 fps2 average deceleration after completing lateral shift into the turn lane
(3) 2.0 second perception-reaction time
(4) 10 mph speed differential; 5.8 fps2 deceleration while moving from through lane into the turn
lane; 9.2 fps2 average deceleration after completing lateral shift into the turn lane.
(5) 1.0 second perception-reaction time
(6) Assumes turning vehicle has “cleared the through lane” (a following through vehicle can pass
without physically encroaching on the adjacent through lane) when the turning vehicle has
moved laterally 10 ft. Also assumes a 12 ft. lateral movement will be completed in 3.0 seconds.
Source: Vergil G. Stover and Frank J. Koepke, Transportation and Land Development, Institute
of Transportation Engineers, Prentice-Hall, Inc., 1988, 2nd edition in preparation.
5.07.2 Sight Distance
The minimum sight distance available on a street shall be sufficiently long to enable a vehicle
traveling at or near the design speed to stop before reaching a stationary object in its path. Sight
distance at every point along the street shall be at least that required for a below-average operator
or vehicle to stop in this distance.
Exhibit E Page 13 of 18
Attachment 1 Page 75 of 98
Section I - DESIGN STANDARDS 5 - 14 EDSP Adopted January 21, 2020 November 20,
2023
Table 5-4: Clear Distance to See Sign1
Speed Limit (MPH)
Non-Critical Signs1 (FT.)
Critical Signs2 (FT.)
30 150 250
40 200 350
50 250 450
60 300 600
1 Source: Vegetation Control for Safety, USDOT, FHWA
2 Critical signs are STOP, YIELD, DO NOT ENTER, ONE WAY, WRONG WAY, and
other regulatory signs or warning signs. Non-critical signs are destination guide signs, parking
regulations, or information signs.
Stopping sight distance shall be designed in accordance with the current standards specified in A
Policy on Geometric Design of Highways and Streets published by AASHTO.
At intersections, a vision clearance triangle shall be maintained. In addition to AASHTO sight
distance requirements, refer to SDC 4.2-130 for requirements.
5.07.3 Bus Turnout
A turnout is a specialized bus stop where passengers who board and de-board a bus can load in
an area that is separated from the traffic lanes. Turnouts are appropriate in certain conditions. A
properly marked turnout also serves as a reminder of the availability of transit service.
It is important that turnouts be properly designed with sufficient length to allow for easy and safe
flow by the bus in and out of traffic. If there is a high traffic volume on the street, efficient bus
operation may require that the timing of nearby traffic signals be designed to ensure that there
will be sufficient gaps in the traffic to allow the bus to pull back into the traffic flow.
Safety and traffic flow are important considerations in deciding whether to install a turnout.
Turnouts may be helpful on streets that function with higher speeds (over 35 miles per hour)
because there is less risk of a rear-end collision while the bus is stopped to board or deboard
passengers. A bus stopped at a turn out, will also not impede traffic flow, which could be a
significant advantage for traffic operation on the street, particularly if the stop time is long due to
high passenger activity or boardings by people who use wheelchairs and other mobility devices.
Installing turnouts on streets that function with speeds of 35 mile per hour or less shall be
approached with caution. If there is high volume traffic (exceeding 600 vehicles per hour) for all
or part of the day, with few gaps in traffic flow, it may take an extended amount of time for the
bus to safely enter the travel lane after a stop, resulting in longer travel time for transit riders and
higher operational costs. This could be mitigated by the use of traffic control signals, or queue
jumpers at a nearby intersection.
Bus turnouts shall be designed as specified in the current standards in “A Policy on Geometric
Design of Highways and Streets”, “Guide for Design of High-Occupancy Vehicle and Public
Transportation Facilities”, and “Guidelines for the Location and Design of Bus Stops” published
by AASHTO. The following standards are from “A Policy on Geometric Design of Highways
and Streets”.
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Section I - DESIGN STANDARDS 5 - 15 EDSP Adopted January 21, 2020 November 20,
2023
The interference between buses and other traffic can be considerably reduced by providing
turnouts on arterials. The bus turnout shall include a deceleration lane or taper, a standing space
long enough to accommodate the maximum number of vehicles expected to occupy the space at
one time, and a merging lane to reenter the travel way.
The deceleration lane shall be tapered at an angle flat enough to encourage the bus operator to
pull completely clear of the through lane before stopping. A taper of 8:1, longitudinal to
transverse is a desirable minimum.
The boarding area shall provide 50 feet of length for a standard bus and 60 feet of length for an
articulated bus. When two or more buses that use the stop at the same time use the equation;
[50’+65’(x-1)], x = number of buses. The width shall be at least 10 feet, preferably 12 feet. The
merging or reentry taper shall not be sharper than 8:1.
5.07.4 Bus Stop Locations
A. A transit or bus stop is a designated place along a transit route where a public transit
vehicle stops to allow passengers to board and deboard. General decisions about where
to locate a stop are based on the following criteria:
1. Distance between Stops: The standard distance between bus stops on a standard local
route is 750-1300 feet. Bus stops shall be installed when service is needed in each
direction at the same intersection where practicable. Lane Transit District (LTD) can
operate service most effectively by balancing customer convenience and accessibility
to the service with the need to retain operational speed and efficiency.
2. Safety for Passengers: Stops are placed in areas where passengers can have a safe
and direct access to sidewalks, walkways, and waiting areas. Stops shall be placed so
that there is adequate sight distance between bus operators and waiting customers. A
safe environment shall also be provided for all necessary operational movements. It is
important for passengers with disabilities, or other needs, especially those who use
wheelchairs, mobility devices or have children in strollers to have an accessible route
to and from the bus door.
3. Convenient Access: In order for public transit to be effective, passengers must be
able to access service that is close to major passenger destinations. It should also be
easy for passengers to transfer from one bus to another, either at the same bus stop or
to one on a nearby cross street.
4. Operational Characteristics: A properly developed bus stop allows for safe
movement by the bus into and out of the traffic flow with minimal delay. If the stop
is on a heavily used transit corridor, there may be a need to accommodate two or
possibly more buses using the stop at the same time. Turnouts may be desirable in
some cases.
B. The actual position of a bus stop from a street intersection can depend on transit
operations, safety, bus riders’ needs, traffic flow, parking, physical roadside constraints
(trees, poles, driveways, etc.) and property concerns. There are three basic types of bus
stop locations along a street: far-side, near-side, and mid-block bus stops.
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Section I - DESIGN STANDARDS 5 - 16 EDSP Adopted January 21, 2020 November 20,
2023
Far-Side Bus Stop: A bus stop that is located immediately following an intersection and
is recommended for use when:
1. Traffic in the direction the bus is traveling is heavier approaching the intersection
than leaving the intersection.
2. There is a high demand for right turns in the direction the bus is traveling.
3. The crossing street is a one-way street where traffic flows from left to right.
4. A preferred bus stop length is 90 feet measured from the crosswalk to the bus stop
sign.
Near-Side Bus Stop: A bus stop that is located immediately before an intersection and is
recommended for use when:
1. Traffic in the direction the bus is traveling is heavier leaving the intersection than
approaching the intersection.
2. The cross street is one-way where traffic flows from the right to left.
3. The location is one that offers a clear advantage for transit riders by providing
improved access to a major destination or to other intersecting bus routes.
4. The preferred length is 90 feet measured from the crosswalk to the bus stop sign.
Mid-Block Bus Stop: A bus stop that is generally located 100 feet or more before or
beyond an intersection and is recommended for use when:
1. Traffic or physical street characteristics prevent siting a stop close to an intersection.
2. The distance between intersections will far exceed the standard for bus stop spacing.
3. The bus stop serves large businesses, housing developments or other significant trip
generators. Generally, activity is limited to the bus stop side of the street. If there is
a mid-block crosswalk, the stop shall be placed on the far side of the crosswalk so
motorists and pedestrians can have clear sight lines.
4. The preferred length is 100 feet measured from the crosswalk to the bus stop sign.
C. Even if a chosen bus stop location fits a recommended description for one of the types
than others, both LTD and Springfield need to consider the advantages and disadvantages
in their location decision. Common advantages and disadvantages of each type are listed
below.
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Section I - DESIGN STANDARDS 5 - 17 EDSP Adopted January 21, 2020 November 20,
2023
Table 5-5: Bus Stop Locations
Near-Side
Advantages Disadvantages
Minimizes interferences when traffic is heavy
on the far side of the intersection.
Conflicts with right turning vehicles are
increased.
Passengers access buses closest to crosswalk. Stopped buses may obscure curbside traffic
control devices and crossing pedestrians.
Intersection available to assist in pulling away
from curb.
Sight distance is obscured for crossing
vehicles stopped to the right of the bus.
No double stopping. The through lane may be blocked during
peak periods by queuing buses.
Buses can serve passengers while stopped at a
red light.
Increases sight distance problems for
crossing pedestrians.
Gives bus operator the opportunity to look for
oncoming traffic including other buses with
potential passengers
Far-Side
Advantages Disadvantages
Minimizes conflicts between right turning
vehicles and buses.
Intersections may be blocked during peak
periods by queuing buses.
Provides additional right turn capacity by
making curb lane available for traffic.
Sight distance may be obscured for crossing
vehicles.
Minimizes sight distance problems on
approaches to intersection.
Increases sight distance problems for crossing
pedestrians.
Encourages pedestrians to cross behind the
bus.
Stopping far side after stopping for a red light
interferes with bus operations and all traffic in
general.
Requires shorter deceleration distances for
buses.
May increase number of rear-end accidents
since drivers do not expect buses to stop
again after stopping at a red light.
Gaps in traffic flow are created for buses re-
entering the flow of traffic at signalized
intersections.
Mid-Block
Advantages Disadvantages
Minimizes sight distance problems for
vehicles and pedestrians.
Requires additional distance for no-parking
restrictions.
Passenger waiting areas experience less
pedestrian congestion.
Encourages patrons to cross street at
midblock (jaywalking).
Increases walking distance for patrons
crossing at intersections.
D. Operating convenient, safe, and efficient transit service means that there shall be
sufficient service and sufficient amounts of curb space for bus stops. Aligning a bus
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Section I - DESIGN STANDARDS 5 - 18 EDSP Adopted January 21, 2020 November 20,
2023
parallel to a curb or street edge is important for boarding and deboarding riders,
especially those who use wheelchairs, mobility devices such as walkers, child strollers or
carts. Bus stop location and design must comply with the PROWAG standards.
E. If a stop is located at a mid-block location on a collector or arterial street, a pedestrian
actuated control device and street lighting may be required to be installed at the discretion
of the City Traffic Engineer.
5.07.5 Bus Stop and Shelter Layout
Bus stop sign poles shall be located a minimum of 1 foot 6 inches, with 2 feet preferred, from the
curb face to assure both visibility and clearance from passing vehicles.
Passenger shelters are generally placed in bus stop locations where there are 30 or more
boardings per day.
5.08 RESERVED
5.09 ON STREET PARKING
On street parking shall be designed to aid in the safe and efficient mobility of pedestrians,
bicyclists, and vehicles. When designing on street parking, please refer to the AASHTO ‘A
Policy On Geometric Design of Highways and Streets’, ITE guidance, the Springfield
Downtown Parking Study, the Institute of Traffic Engineers design guidance, the Springfield
Development Code, and any relevant refinement plans.
When parking is only allowed on one side of the street, parking shall be located on the side of the
street that has pedestrian amenities.
New or altered on-street parking must comply with the PROWAG standards.
Exhibit E Page 18 of 18
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{00030361:1} Section III - PROCEDURES 12 - 1
EDSP 2021 2023
Legislative Version of Amendments to the
Engineering Design Standards and Procedures Manual Chapter 12
AMENDMENTS
The amendments are shown in legislative format (deleted text with strike-thru red font and new
text with double underline red font). For ease of review, this legislative format does not show
where code language was moved from one place to another.
PUBLIC IMPROVEMENT PROJECT PERMITS
12.00 STANDARDS & PROCEDURES
12.01 PURPOSE
This Chapter describes the process, standards, and requirements for initiating, coordinating,
designing, and constructing Public Improvement Permit Projects (Project). A Project may include,
but is not limited to, storm sewers, sanitary sewers, sidewalks, driveway aprons, pedestrian access
ramps, traffic control, street lights, street trees, curb and gutters and paving improvements, which are
funded, engineered, and built by a private developer.
12.02 PERMIT OBLIGATIONS
12.02.1 Developer Obligations of Permit
The Developer must obtain a Public Improvement Project Permit (Permit) before constructing any
privately-funded and privately-designed public improvements in public rights-of-way or easements.
The Developer must comply with all conditions set forth in the Public Improvement Project Permit
Agreement, which constitutes the Developer’s Permit, and all requirements of this Chapter. The
Developer is responsible for ensuring that its Design Professionals and Contractor abide by the
requirements of the Public Improvement Project Permit Agreement and this Chapter.
The Developer is responsible for providing all financing, personnel, equipment and materials to
fulfill the requirements of the Permit, including to fully construct and pay all costs of the Project and
to complete the Project in accordance with the Plans. All work must comply with applicable state
and federal law and ordinances and regulations of the City of Springfield, including but not limited to
, the applicable requirements of the Springfield Standard Specifications, the Spr ingfield Public
Works Design Standards and Procedures Manual, and any applicable land use decisions, and in
accordance with any and all other applicable City ordinances and policies. Developer must complete
and pay for all additional items of work not shown on the construction drawings but necessary for the
successful completion of the Project.
Starting on the date that the Permit is approved and signed by the City Engineer and continuing until
the date on which the City Council formally accepts the Proje ct, the Developer is responsible for the
following:
A. Maintaining safety, proper traffic control and signing, cleanliness and general condition of all
affected streets, alleys, sidewalks, bike paths, or other public ways, including both dedicated
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{00030361:1} Section III - PROCEDURES 12 - 2
EDSP 2021 2023
rights of way and easements as well as those rights of way and easements proposed for future
dedication to the City as a part of the Project;
B. Containing all work and materials related to the Project within the development area so as not
to intrude on surrounding private properties unless written approvals has been obtained from
the affected property owners and copies are supplied to the City beforehand;
C. Safeguarding surrounding public properties, private properties, and natural features from
damage caused directly, or indirectly, by the Project; and
D. Correcting any other unsafe conditions that are pointed out by the City on the Project.
If a deficiency in safety is directed to the Developer, Coordinating Design Professional, or
Contractor, and the deficiency is not corrected in a timely manner, as determined by the City, the
City may take whatever steps necessary to safeguard the public. In case of an immediate risk to
public health or safety, as determined by the City, the City reserves the right to take whate ver steps
necessary to correct the problem without contacting the Developer or its agent beforehand. The
Developer will bear any and all costs related to correcting said safety problem.
12.02.2 Obligation to Employ/Contract with Qualified Contractor
To ensure quality of construction, the Developer will select a Contractor(s) with sufficient
experience, available forces and equipment to complete the job in an acceptable manner. Developer
shall submit name(s) of proposed contractor(s) and sub-contractor(s) for the Project to the City
Engineer for consideration and shall select Contractor(s) who are qualified by the City Engineer for
Public Improvement Permit Project work. The City Engineer may require a pre-qualification
application, evidence of State pre-qualification, and/or references to be submitted to determine
qualification for the project. The Developer must ensure that the Contractor is responsible for the
construction duties for this Project, including but not limited to those duties listed in Section
12.08. The Contractor must sign the Contractor’s Permit Acknowledgment and Indemnification
Agreement acknowledging that the Developer has contracted with the Contractor to perform the
work required by the Permit.
12.02.3 Obligation to Employ/Contract with Qualified Design Professional(s)
The Developer must employ a professional engineer or a firm that employs one or more professional
engineers, registered in the State of Oregon, to act as design professionals for the Project. If
required under Subsection 12.09.1.D, the Developer will appoint a Coordinating Design
Professional; otherwise, the sole design professional will automatically be considered the
Coordinating Design Professional. The Developer must ensure that the Coordinating Design
Professional is responsible for the oversight of all engineering and design duties for this Project,
including but not limited to those listed in Section 12.09. All design professionals must sign the
Design Professional’s Permit Acknowledgment and Indemnification Agreement acknowledging that
the Developer has contracted with said design professional(s) to perform the work required by the
Permit.
Developer specifically understands and agrees that the City’s issuance of a Permit and approval of
plans for the Project is not a certification or warranty that the Plans fully meet engineering design
standards for performance. Developer also specifically understands and agrees that any City
oversight during construction of Project does not relieve the Developer or any design professionals of
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{00030361:1} Section III - PROCEDURES 12 - 3
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the primary responsibility to inspect, test, provide surveys or measurements and otherwise manage
and oversee construction and documentation of Project to assure and certify that the Project complies
with the Plans and all City standards.
12.02.4 City Obligations of Permit
In issuing the Permit, the City Engineer agrees to recommend the project to the City Council for
acceptance and maintenance by the City of Springfield after the completed project meets City
requirements.
12.03 PERMIT APPLICATION PROCEDURES
This section sets forth the Developer’s requirements and the timelines for work under the Project.
Note: All Development & Public Works Department forms are available on the City’s website at:
http://www.springfield-or.gov/city/development-public-works/https-www-springfield-or-gov-
page_id2108/
12.03.1 Initial Plan Submittal Requirements
The Developer or Coordinating Design Professional must contact the City to schedule an
appointment for intake of the Initial Plan Submittal. At intake, the Developer or the Coordinating
Design Professional must submit the following items, complete and signed (if needed):
1. Public Improvement Project Permit Agreement signed by the Developer.
2. Itemized cost estimate for construction of the Project. This estimate must be based on the
BOLI prevailing wage and must include the project contingency and any fees required to
be paid to the Developer’s design professional(s).
3. Construction Permit Deposit for Public Improvement Projects form. See section 12.05.
This form must be submitted along with the City Plan Examination Deposit. See subsection
12.05.1. Alternatively, the Developer may pay the entire deposit amount shown as the
Total Amount Due at this time.
4. Six copies of the Project plans. See section 12.04.
5. One copy of any applicable land use decisions and explanations of how applicable
conditions will be met by the Permit and any additional applicable studies required by this
Engineering Design Standards and Procedures Manual.
6. The Design Professional Permit Acknowledgment & Indemnification Agreement form
providing the name, license number (as applicable) and contact information of Developer’s
design professional(s), including designation of the Coordinating Design Professional if
applicable. See section 12.09. This form must be signed by the Developer’s Coordinating
Design Professional and any other engineer, engineering firm, or other design
professionals hired by the Developer on the Project, acknowledging that the engineer or
design professional has been retained to perform the required professional services listed
in the permit and agreeing to indemnify and hold harmless the City. See sections 12.07.11
and 12.09.
Exhibit F Page 3 of 18
Attachment 1 Page 83 of 98
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7. All design professionals’ Insurance Certificates with all required endorsements. See
subsection 12.07.1.
8. Two copies of the Special Provisions for Construction, if any are necessary. See section
12.04.
12.03.2 Initial Plan Review
The City will review submitted Initial Plan materials only after all required documents and funds
have been received. The City will contact the Developer and Coordinating Design Professional in
writing with comments regarding necessary plan revisions, clarifications or requirements, and re-
submittal or additional submittal requirements. It is the Developer’s responsibility to ensure that the
applicable design professional(s) address any re-submittal or additional submittal requirements.
12.03.3 Additional Submittal Requirements
The Developer or Coordinating Design Professional must submit the following items during the
Initial Plan Review period, prior to Final Plan Approval. The City will not issue Final Plan Approval
until all of the following documents, certificates, and endorsements have been approved. To ensure
timely Final Plan Approval, the City strongly encourages the Developer to submit these items with
the Initial Plan Submittal or as soon afterward as they become available. Developers should allow 30
days for City review of the following materials, not including any items returned to the Developer or
Design Professional as not meeting City requirements. The City will review items as they are
received.
1. Approved Financial Security, provided by the Developer to secure the completion of and
payment for the project work, with the amount and surety being subject to approval by the
City. See section 12.06.
2. Remaining balance on the Deposit from the “Construction Permit Deposit for Public
Improvement Projects” form. See subsection 12.05.1.
3. The Contractor’s Permit Acknowledgment & Indemnification form providing the name,
CCB license number and contact information of Developer’s Contractor. See section
12.08. This form must be signed by the Contractor, acknowledging that he or she has been
retained to perform the required professional services listed in the permit and agreeing to
indemnify and hold harmless the City. See subsection 12.07.11.
4. Contractor’s Insurance Certificates with all required endorsements. See section 12.07.2.
5. Temporary Traffic Control Plan for project construction. See Section 12.09.1.
6. List of sub-contractors for approval.
7. Concurrences from affected utilities, signifying that they hav e been given a chance to
review and comment on the project. See section 12.10.1. The “Concurrence Letter” form
can be down-loaded from the link above. If a utility company does not reply, proof must be
submitted that at least two attempts were made.
8. Copy of approved pavement mix designs and any other required material submittals.
Exhibit F Page 4 of 18
Attachment 1 Page 84 of 98
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9. Applicable permits required by other Agencies to complete the project. See section 12.11.
12.03.4 Final Plan Approval
The City will contact the Developer in writing after the City has approved all items required under
sections 12.03.1 and 12.03.2. The Developer or the Coordinating Design Professional may then
submit a final copy of the Public Improvement Plans. The City Engineer will stamp the final plans
“Approved for Construction” and return the plans to the Developer or the Coordinating Design
Professional.
12.03.5 Pre-Construction Meeting
After Final Plan Approval, the Developer or the Coordinating Design Professional may contact the
City to schedule the Pre-Construction Meeting. Pre-Construction Meetings are held no earlier than
one (1) week following Final Plan Approval, generally on Tuesdays, Wednesdays, and Thursdays.
The Developer, Contractor, and all involved design professionals must attend the Pre-Construction
Meeting with City staff, representatives of the utilities, and representatives of other applicable
agencies as determined by the City.
The Developer is responsible for: (1) Ensuring copies of the approved stamped plans have been
distributed to all affected agencies and utilities, (2) Reviewing any agency requirements and resolve
all coordination conflicts prior to attending the Pre-Construction Meeting, and (3) Inviting all
affected agencies and utilities to the meeting.
The Developer or Coordinating Design Professional must submit the following items to the City at or
before the Pre-Construction Meeting. The City will cancel the Pre-Construction Meeting if the
Developer fails to submit these items on or before the Pre-Construction Meeting:
1. 7 copies of stamped Approved Construction Plans (Five (5) sets at 22”x 34” size and two
(2) sets at 11” x 17”). All sets must have the correct scale.
2. Construction schedule. See section 12.08.2.
3. Fully executed city participation agreement, if applicable.
12.03.6 Permit Issued
After the Pre-Construction Meeting (and if applicable, after any corrections have been made as
directed by the City), the City Engineer will approve and sign the Public Improvement Project Permit
Agreement. The signed agreement constitutes the Permit and the Developer’s Notice to Proceed with
Construction subject to the Permit. Work may begin only after the City provides the Developer with
the signed Public Improvement Project Permit Agreement.
12.04 PLANS AND SPECIFICATIONS SUBMITTAL
All plans must be designed according to the City Standard Construction Specifications, the design
guidelines contained in this Engineering Design Standards and Procedures Manual, other applicable
City policies and regulations, and any other specific requirements of the City Engineer.
On request, the City may provide the Developer or Coordinating Design Professional with as-built
drawings of existing City facilities and any flow data, study maps, etc., available for sewer and storm
drainage systems in the area. The Developer must pay the cost of providing these documents
according to the City’s public records request policy. The City’s Standard Construction
Exhibit F Page 5 of 18
Attachment 1 Page 85 of 98
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Specifications and the entire Engineering Design Standards and Procedures Manual can be purchased
from the City by contacting the Development and Public Works Department or may be found online
at the link provided in Section 12.03.
12.05 CONSTRUCTION PERMIT DEPOSIT
The Developer must deposit funds with the City that are sufficient to cover the City’s estimated staff
cost, and expenses dedicated to the project.
12.05.1 Deposit Submittal and Initial Amount
At minimum, the Developer must make the following deposits:
A. The Total City Plan Examination Deposit is due to the City at the time of Initial Plan
Submittal; and
B. The Total Amount Due, which is the remaining deposit, is due to the City at or before Final
Plan Approval. Alternatively, the Developer may pay the Total Amount Due at the time of
Initial Plan Submittal.
The Total Amount Due is based on the Estimated Total Cost of the Project that is provided in the
Construction Permit Deposit Form. The Estimated Total Cost of the Project includes any design
project contingency. If the Estimated Total Cost of the Project increases, the Developer must submit
a revised version of the Construction Permit Deposit form along with the additional deposit amount,
if any.
12.05.2 Additional Deposit for Insufficient Funds or Project Close Out
The City will periodically review the amount of deposited funds compared to Project expenses to
determine if there are sufficient funds deposited. The City will notify the Developer if there are
insufficient funds to continue paying expenses. The Developer must submit the additional deposit
within 14 days of the first notification, or else the City may put a stop work order on the project.
Prior to Formal Project Acceptance, the deposited funds must be sufficient to close out the project
expenses. For this purpose, a sufficient amount is 50% of the original Total City Plan Examination
Deposit or $2,500.00, whichever is less. The City will notify the Developer in writing if an
additional deposit is required prior to Formal Project Acceptance, and the City Engineer will not sign
the Formal Project Acceptance form until the Developer has submitted the additional deposit.
12.05.3 City Costs Recovered From Deposit
The City may recover from the deposit any City costs and expenses related to the Project, including
but not limited to City costs and expenses for the following:
A. Staff time for meeting with the Developer or Developer’s Engineer to provide information
about City standards, specifications, ordinances, and regulations, applicable master or long-
range plans.
B. Staff time for reviewing plans, specifications, calculations, studies, financial security,
indemnification and insurance submittals and surveyed documents to ensure compliance with
City standards and requirements, and for outside consultant “peer review” for certain items of
work to be determined by the City.
Exhibit F Page 6 of 18
Attachment 1 Page 86 of 98
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C. Staff time for coordinating proposed plans with affected City Divisions, other agencies, or
other jurisdictions.
D. Materials testing performed on the project and City engineering services that may be
necessary for proper oversight of the project (Note that the Coordinating Design Professional
is responsible for ordering tests and interpreting and reporting test results).
E. Staff time reviewing as-built plans to ensure they accurately represent the completed project.
F. Staff time preparing documents to submit to the City Council for formal acceptance of the
completed project.
12.05.4 Return of Unused Deposit
Any unused deposit funds will be refunded to the Developer at the same time as final release of the
Financial Security. Funds held on deposit are property of the City and are not held in trust for the
Developer.
12.06 FINANCIAL SECURITY
The Developer is required to obtain and maintain Financial Security to cover the Project and
warranty period(s) as provided in this section. If the Developer fails to maintain the proper Financial
Security, the City may issue an immediate stop work order and terminate the Public Improvement
Project Permit, in addition to any other remedy available by law.
12.06.1 Financial Security Required
Before Final Plan Approval, the Developer must submit financial security, on a form acceptable to
the City, to guarantee:
A. Timely completion of the work indicated in the plans and specifications, including timely
completion of all punch list items, as-built plans, and other items necessary for formal
acceptance of the project.
B. Payment in full of charges for all project costs, such as billings from materials testing
laboratories or City administration and engineering services, associated with the project.
C. Payment in full of costs of the Developer’s Engineer necessary to complete all inspections,
project management, as-built preparation, and other documentation needed for formal
acceptance of the project.
D. Against defective workmanship and materials for one year, and two years for street trees and
other landscaping, driveway aprons, and sidewalks, following formal acceptance of the
project by the City Council.
12.06.2 Amount of Financial Security
The financial security must be equal to or greater than 110% of whichever cost is higher: (1) the
price of the owner’s contract for the work, or (2) the official itemized engineer’s estimate of the cost
of the project, whichever is larger, and must be based on BOLI prevailing wage rates and include the
Engineer’s fee and project contingency. The City reserves the right to evaluate the total cost to
construct the Project submitted in the itemized cost estimate and, if determined to be insufficient, to
require the Developer to provide addition financial security.
Exhibit F Page 7 of 18
Attachment 1 Page 87 of 98
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EDSP 2021 2023
The Developer may request a one-time reduction to the required financial security amount following
the City’s issuance of a Certificate of Substantial Completion. See subsection 12.11.3.
12.06.3 Acceptable Financial Security Forms
There are three Financial Security options available: (1) Public Improvement Project Performance
Bond, (2) Set Aside Letter, or (3) Irrevocable Letter of Credit. To facilitate efficient processing of the
financial security and ensure that City concerns are satisfied regarding potential exposure, financial
security shall be submitted only on City authorized forms. The acceptable forms are available from
the Development and Public Works Department or online at the link provided in Section 12.03.
No other forms will be accepted. All financial security documentation is subject to approval by the
City Attorney. The City will return to the Developer any documents found to be incomplete or
unacceptable for correction and resubmission.
12.06.4 Use of Financial Security
If the project is abandoned by the Developer prior to completion of the project, the City may apply
the financial security to complete the project or to do work necessary to close down the project in a
safe condition and restore affected existing right-of-way to “as good or better” condition.
12.06.5 Construction Contractors Board Public Works Bond Required
The following requirements apply to any Project that is “public works” as defined in ORS
279C.800(6), or to any part(s) of a Project that are “public works” if the Project has been divided by
the Bureau of Labor and Industries under ORS 279C.817. “Public works” includes any Project that
uses $750,000 or more of funds of a public agency, or that uses funds of a private entity in which a
public agency will use or occupy 25 percent or more of the square footage of the completed project.
Projects that are “public works” must meet the following requirements;
A. Developer will comply with the provisions of ORS 279C.830, with respect to the payment of
the prevailing rate of wage;
B. Developer will require that each and every contractor or subcontractor shall file such bonds
as may be required under ORS 279C.836; and
C. Developer will require that any contractor or subcontractor shall comply with each and every
provision of ORS 279C.800-870 with respect to the Project.
12.07 INSURANCE & INDEMNIFICATION
The all design professionals and the Contractor must carry the applicable insurance specified below,
through formal Council acceptance of the project under subsection 12.12.1, except as noted for
warranty work under subsection 12.12.3. All insurance must carry a rating of A- or better with A. M.
Best and must be approved by the City as to terms, conditions, and form. A combination of primary
and excess/umbrella insurance may be used to meet the required limits of insurance. The City has the
right to reject any certificate or endorsement for unacceptable coverage and/or companies. If the
Contractor or any design professional fails to maintain the proper insurance or provide notice of
cancellation or material change shall, the City may terminate the Permit or place a Stop Work Order,
in addition to any other remedy available to the City.
Exhibit F Page 8 of 18
Attachment 1 Page 88 of 98
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EDSP 2021 2023
It is the Developer’s responsibility to ensure that its Design Professionals and Contractor
comply with the requirements of this section.
12.07.1 Design Professionals’ Insurance and Indemnification
The Developer or design professional must submit the following Certificates of Insurance and all
applicable endorsements to confirm that all policy coverage and limits required are in place for any
engineer, engineering firm, or other design professional hired by Developer:
A. Certificate of General Liability Insurance and all applicable endorsements;
B. A. Certificate of Professional Liability Insurance;
C. B. Certificate of Workers’ Compensation Coverage or exemption;
D. C. Certificate(s) or other evidence of additional coverage(s) required by the City under
subsection 12.07.7; and
E. D. Design Professional’s Permit Acknowledgment & Indemnification Agreement.
12.07.2 Contractor’s Insurance and Indemnification
The Developer or their agent must submit the following Certificates of Insurance and all applicable
endorsements to confirm that all policy coverage and limits required are in place for the Contractor(s)
hired by Developer.
A. Certificate of General Liability Insurance and all applicable endorsements);
B. Certificate of Automobile Liability Insurance; and all applicable endorsements;
C. Certificate of Worker’s Compensation Coverage or exemption;
D. Certificate(s) or other evidence of additional coverage(s) required by the City under
subsection 12.07.7; and
E. Contractor’s Permit Acknowledgment & Indemnification Agreement.
12.07.2 Commercial General Liability Coverage
The Contractor and all design professional must each obtain, at their its own expense, and keep in
effect during the term of this contract, Commercial General Liability Insurance covering Bodily
Injury and Property Damage on an "occurrence" form. This coverage shall include Contractual
Liability insurance for the indemnity provided under this contract and Product and Completed
Operations. Such insurance shall be primary and non-contributory. Coverage must be a minimum of
$2,000,000 per occurrence, and $3,000,000 aggregate.
12.07.3 Automobile Liability Coverage
The Contractor must obtain, at contractor's expense, and keep in effect during the term of the Public
Improvement Project Permit Agreement, Commercial Automobile Liability coverage including
coverage for all owned, hired, and non-owned vehicles. The Combined Single Limit per occurrence
must not be less than $1,000,000.
Exhibit F Page 9 of 18
Attachment 1 Page 89 of 98
{00030361:1} Section III - PROCEDURES 12 - 10
EDSP 2021 2023
12.07.4 Professional Liability Coverage
All design professionals must obtain, at their own expense, and keep in effect during the term of the
Permit, Professional Liability Insurance covering any damages caused by an error, omission or any
negligent acts. Combined single limit per occurrence must not be less than $2,000,000. Annual
aggregate limit must not be less than $3,000,000.
12.07.5 Workers’ Compensation Coverage
The Contractor, all design professionals, and their subcontractors, if any, and all employers providing
work, labor or materials under the Permit who are subject employers under the Oregon Workers'
Compensation Law must comply with ORS 656.017, which requires them to provide workers'
compensation coverage that satisfies Oregon law for all their subject workers. Out-of-state employers
must provide workers' compensation coverage for their workers that comply with ORS 656.126.
Employers' Liability Insurance with coverage limits of not less than $500,000 each accident must be
included.
12.07.6 Equipment and Material Coverage
The Contractor is responsible for any loss, damage, or destruction of its own property, equipment,
and materials used in conjunction with the work.
12.07.7 Other Coverages
The City reserves the right to require additional polices or special coverage(s) as it may deem
necessary, including but not limited to pollution and asbestos liability coverage. The requirement for
additional polices or special coverages will be at the sole discretion of the City.
12.07.8 Railroad Protective Liability Coverage
If work being performed as part of the Public Improvement Process is near railroad tracks or a
railroad right of way and the Railroad requires special insurance (for example: Railroad Protective
Liability Coverage) Contractor will be responsible for meeting the Railroad insurance requirements
before any work commences. Any insurance required to be purchased by the Railroad is in addition
to the insurance required by the City.
12.07.9 Evidence of Coverage and Notice of Cancellation or Material Change in Coverage
All policies must include a 30-day notice of cancellation or material change in coverage clause. If
the approved insurance company will not provide this 30 day notice, the Contractor or Developer
must provide written notice to the City within two (2) days of the Contractor or Developer becoming
aware that the Contractor’s coverage has been cancelled or materially changed, regardless of the
circumstances causing the coverage to cease or lapse. The Contractor or Developer must e-mail
notification directly to Purchasing in the Springfield Finance Department at purchasing@springfield-
or.gov with a copy to Amanda Clinton at aclinton@springfield-or.gov.
12.07.10 Subcontractors
The Developer and Contractor must ensure that all Subcontractors to provide and maintain General
Liability, Auto Liability and Workers’ Compensation insurance and, as applicable, any additional
policies or special coverages equivalent to those required of the General Contractor by this section.
The Developer is responsible for ensuring that the Contractor obtains certificates of insurance and
endorsements from all Subcontractors as evidence of required coverage. Upon City request and
within the timeline required by the City, Developer or Contractor must provide to the City evidence
of Subcontractor coverage.
Exhibit F Page 10 of 18
Attachment 1 Page 90 of 98
{00030361:1} Section III - PROCEDURES 12 - 11
EDSP 2021 2023
12.07.11 Indemnification & Hold Harmless
The Developer, Contractor, and all design professionals must submit a signed indemnification
agreement, as approved by the City Attorney.
12.08 CONTRACTOR’S CONSTRUCTION MANAGEMENT
In addition to Contractor’s obligations to Developer as contractor for the Project, Contractor must
submit the following items to the City before Final Plan Approval.
12.08.1 Temporary Traffic Control Plan
The Contractor must submit a temporary traffic control plan stamped by a Professional Engineer
licensed in Oregon. The plan will be reviewed and must be accepted by the City’s Traffic Engineer
prior to the start of construction.
Traffic control devices, signing, and barricades shall comply and be maintained in accordance with
the current edition of the “Manual on Uniform Traffic Control Devices,” including the Oregon
supplements.
Due to the need to provide a safe work zone for workers, motorists, bicyclists, pedestrians, and other
users of the right-of-way, additional temporary traffic controls may be required over and above those
defined in the supplements to accommodate special construction methods and non-standard work-site
related characteristics often found in urban areas. The Contractor must maintain all temporary traffic
control devices at all times, including evenings and weekends, or the Contractor must remove them
when not applicable.
12.08.2 Construction Schedule
The Contractor must submit a construction schedule that outlines the expected progress on the major
items of work for the contract. If the project schedule changes, a new schedule must be submitted no
later than the following business day.
12.09 COORDINATING DESIGN PROFESSIONAL SCOPE OF WORK
Developer agrees that the scope of work provided by any engineer, engineering firm, or other
design professional hired by developer to work on the project shall include, at a minimum, the
following items and responsibilities as applicable.
12.09.1 Plan Preparation
The design professional must prepare construction plans and drawings, specifications, reports,
test results, and cost estimates, professionally sealed in accordance with the requirements of the
City Engineer, City standards, specifications and any special conditions imposed by the City
Development and Public Works Director, Planning Commission, hearing body, agency, or other
jurisdiction with authority over the proposed work. The following requirements apply:
A. The design professional must stamp/seal every plan sheet the design professional is
responsible for preparing and submitting to the City for official review.
B. For documents and individual plan sheets that incorporate the work of more than one
design professional, each design professional must clearly delineate the elements for
which each is responsible, professionally sealed as required.
Exhibit F Page 11 of 18
Attachment 1 Page 91 of 98
{00030361:1} Section III - PROCEDURES 12 - 12
EDSP 2021 2023
C. If the overall project plan set contains individual plan sheets from more than one design
professional for submittal to the City (e.g., architect, traffic engineer, structural engineer,
lighting professional, landscape architect), the Developer shall appoint a Coordinating
Design Professional who shall prepare a plan set cover sheet and shall be responsible for
compiling all plan set contents and resolving any plan conflicts among the various
contributing disciplines. If there is only one design professional/engineer responsible for
preparing and submitting the entire project plan set to the City for review and approval,
that design professional is automatically considered as the project’s Coordinating Design
Professional.
D. If other professional disciplines must be consulted only to prepare a plan set submitted to
the City (in other words, consultants that are not producing separate plan sheets), the
design professional shall receive the consultant's calculations, reports, and
recommendations and shall provide them to the City with the plan submittal. The City
may ask consultants to a design professional to confirm in writing that the plans
submitted by the design professional to the City sufficiently incorporate the consultants’
recommendations.
12.09.2 Utility Concurrence
The Coordinating Design Professional must submit a Utility Concurrence Letters to the City on the
Concurrence Letter form prior to final plan approval, for City Engineer of all utilities, such as gas,
water, electric, telephone, cable, etc. The City may require a utility plan from utilities as a condition
of approval. The Coordinating Design Profession must obtain all as-built information for
underground utilities from the appropriate utility companies and/or from utility locates in the field
and must provide the as-built information to the City Engineer. The Coordinating Design
Professional is responsible for locating and verifying all utilities within the project. The
Coordinating Design Professional must route a copy of each plan to all utility companies for review,
concurrence of the design, and scheduling of utility work. The Coordinating Design Professional
must incorporate utility review comments in the utility plan. If a utility does not provide comments,
the Coordinating Design Professional must provide proof that at least two attempts were made to
obtain comments from the utility. The Coordinating Design Professional must submit a written
statement of utility review and concurrence to the City Engineer prior to final plan approval.
12.09.3 Survey, Inspection and Management of the Work
The Coordinating Design Professional must provide engineering and inspection services during
the construction of all public improvements and oversee the professional design and construction
observation services for regulated private improvements according to City requirements.
A. The Coordinating Design Professional must participate in the arrangements for and
observation of all site surveying, grading and construction staking relating to the required
improvements, including survey work required to assure that sub-grade elevations, top of
base course, and paving thickness meet City requirements. Survey work must be done by a
Professional Land Surveyor licensed in the State of Oregon. Field marking must include all
normal point information, such as cut/fill, offsets, and stationing. The Coordinating Design
Profession must provide one copy of cut and fill notes to the City Engineer unless other
arrangements have been made and must provide survey field notes as requested.
Exhibit F Page 12 of 18
Attachment 1 Page 92 of 98
{00030361:1} Section III - PROCEDURES 12 - 13
EDSP 2021 2023
B. Unless otherwise approved by the City Engineer, the Developer and all involved design
professionals must attend the Pre-Construction Meeting with the City. See subsection
12.03.5. Design professionals must attend other inspection or oversight visits required by
the City or other regulatory entities and government agencies. Each design professional
that prepares and seals a plan sheet must make a post-construction site visit and sign the
City Final Acceptance Certification form.
C. The Coordinating Design Professional must perform all primary inspection duties for the
public improvement construction, monitor site grading and site paving, and must provide
the City with copies of the inspection notes of public improvement construction on a
weekly basis. Frequency and duration of inspection and construction observation visits
must be sufficient to permit the design professional(s) to: (1) seal/stamp the plans “As-
Built” for the public improvements; (2) provide record drawings for the site grading, site
paving, and other required private improvements; (3) provide the City with a Substantial
Completion Certification form at the Developer’s option; and (4) provide the City with a
City Final Acceptance Certification form. At a minimum, inspections must follow the
general guidelines listed in the “Construction Inspector’s Checklist.”
D. The Coordinating Design Profession must conduct a pre-paving meeting at least 24 hours
prior to paving of any streets included in the project. All testing of underground work must
be conducted and meet specifications prior to the pre-paving meeting. The Coordinating
Design Professional must verify sewer and storm drain flow lines of manholes and slopes of
pipes prior to city authorization to proceed with paving. The City may require removal and
reconstruction of pipes not constructed to proper grade and alignment. On sewer projects, the
Coordinating Design Professional must include air testing, water or vacuum testing of
manholes, TV inspection, and mandrel testing in the Project contract. Prior to paving, the
Coordinating Design Professional must verify that all new or existing underground utilities
are satisfactory and in place.
E. The Coordinating Design Professional must provide weekly status reports, as well as reports
for materials testing, TV inspection of sewer pipes, and mandrel inspections. Material testing
reports must be submitted within a week of the material testing. Weekly status reports must
be submitted to the City using Weekly Construction Permit Project Status Report form,
whether or not construction work has occurred during the week. Weekly reports must be
submitted each week starting on the date that the Permit is issued and ending on the date that
the City Engineer signs the Formal Acceptance form recommending the project for formal
acceptance by the City Council, except that no weekly reports are required while a Project is
placed on hold by approval of the City Engineer under section 12.10.
12.09.4 Formal Project Acceptance and As-Builts
The Coordinating Design Professional must obtain the information and signatures needed from
all involved design professionals to complete the City Final Acceptance Certification form and
Substantial Completion Certification form as applicable. Following completion of construction,
and prior to the City’s releasing the performance bond, the Coordinating Design Professional
must provide "As-Built"/record drawings and data to the City, including all changes noted during
the construction and field measurements indicated on the inspection notes and drawings. Refer to
Exhibit F Page 13 of 18
Attachment 1 Page 93 of 98
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EDSP 2021 2023
Chapter 9.00 DRAFTING STANDARDS and Chapter 10.00 ELECTRONIC ACCEPTANCE
STANDARDS for requirements for the submittal and acceptance of AutoCad as-Builts.
12.09.5 Design Deviations
The Coordinating Design Professional shall request and obtain written authorization from the
City Engineer or their designee before construction either deviates from the approved plans or
uses any materials or products not specified in the plans. Requests to deviate from approved
plans or to use unauthorized materials must be prepared and submitted by the appropriate design
professional with a written explanation of the circumstances requiring the change.
12.09.6 Non-Performance of Design Professional
In the event the Coordinating Design Professional or other design professional fails to perform all
duties specified in the Permit, the City may request that the Developer replace the Coordinating
Design Professional or other design professional and/or the City may file a report with the State
Board of Engineering Examiners, citing deficiencies and recommending that appropriate action be
taken. The City may issue a stop work order for the Project if the City determines that the lack of
performance by any design professional is a threat to public health or safety, in addition to any other
remedy available to the City.
12.10 AGREEMENT TO PLACE PUBLIC IMPROVEMENT PROCESS ON HOLD
In the event the Developer desires to temporarily stop work on a Project, they may do so by
submitting a Project Hold Request Form which describes the reason(s) a project hold is needed and
the requested timeframe of the hold. The City Engineer will review the Developer’s request to
determine if the Project is at a point suitable for a temporary halt to construction. The decision shall
be at the sole determination of the City Engineer and is final. If approved the project may be eligible
for on hold status for up to 12 months. The approved hold period for the Project will be shown on
the Project Hold Request Form. A signed copy of the approved form will be sent to the Developer.
While the project remains on hold, the Developer must maintain any requirements set forth in the
Project Hold Request Form, including but not limited to maintaining all financial security and
insurance as originally accepted for the Project.
12.11 SUBSTANTIAL COMPLETION
The Developer may request that the City Engineer issue a determination of Substantial Completion in
accordance with this section.
12.11.1 Definition of “Substantial Completion”
“Substantial Completion” means that all of the following aspects of the Project have been inspected,
tested, and are ready for formal acceptance by the City under the requirements of this chapter and the
Standard Specifications:
A. The water supply system;
B. The fire hydrant system;
C. The sewage disposal/wastewater system;
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D. The stormwater drainage system, except for any landscaping requirements that are part of the
system;
E. The curbs;
F. The demarcating of street signs acceptable for emergency responders, as determined by the
Eugene-Springfield Fire Marshal; and
G. All roads necessary for access by emergency vehicles, as determined by the Eugene-
Springfield Fire Marshal.
12.11.2 Substantial Completion Submittal Requirements
The City Engineer will issue a Certificate of Substantial Completion once the Developer has
completed all of the following requirements pertaining to the Project elements listed under subsection
12.11.1 above:
A. The necessary right-of-way and easements are dedicated and recorded.
B. The Coordinating Design Professional calls for final inspection of the project and a Punch
List of items to be corrected is developed by the Developer’s Engineer and approved by the
City.
C. Substantial Completion Punch List items are completed to the City’s satisfaction.
D. Material testing and certifications are submitted and approved.
E. Where the City agrees to accept construction which does not meet all requirements of the
Standard Specifications, such as failure to meet the standard for asphalt pavement
compaction, the deduct or other agreed compensation is calculated and paid to the City by the
Developer.
F. The Coordinating Design Professional completes and submits the Certificate of Substantial
Completion form.
12.11.3 Reduction in Financial Security
At the Developer’s option, the Developer may apply to the City to reduce the amount of financial
security maintained by the Developer following Substantial Completion as defined in subsection
12.11.1 and the City’s issuance of a Certificate of Substantial Completion. The amount and form of
financial security must comply with the requirements of subsections 12.07.2 and 12.07.3 and must be
approved by the City in its discretion. No further reductions to the required financial security amount
will be permitted. The amount of financial security required following Substantial Completion must
be maintained throughout the warranty period(s) and must be adequate to guarantee the following:
A. Timely completion of all remaining work indicated in the plans and specifications, including
timely completion of all incomplete Punch List items, as-built plans, and other incomplete
items necessary for formal acceptance of the project;
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B. Payment in full of charges for all project costs, such as billings from materials testing
laboratories or City administration and engineering services, associated with all incomplete
aspects of the project;
C. Payment in full of costs of the Coordinating Design Professional necessary to complete all
remaining inspections, project management, as-built preparation, and other documentation
needed for formal acceptance of the project; and
D. Against defective workmanship and materials for the warranty period(s) specified in
subsection 12.12.3, following formal acceptance of the project by the City Council, including
those items included within the Certificate of Substantial Completion.
12.12 FORMAL CITY ACCEPTANCE OF THE PROJECT
12.12.1 Formal Acceptance Submittal Requirements
The City Engineer will recommend a Project for formal acceptance by the City Council once the
Developer has completed all of the following requirements. Unless otherwise approved by the City,
the Coordinating Design Professional must submit all documentation necessary for City acceptance
of the Project no more than two months after date of the final inspection. Except as noted below,
where the Developer has obtained a Certificate of Substantial Completion, the Developer need not
resubmit the following elements previously submitted and approved by the City Engineer.
A. The necessary right-of-way and easements are dedicated and recorded.
B. Coordinating Design Professional calls for final inspection of the project and a Punch List of
items to be corrected is developed by the Coordinating Design Professional and approved by
the City.
C. Punch list items are completed to the City’s satisfaction.
D. Material testing and certifications are submitted and approved.
E. If the City agrees to accept construction which does not meet all requirements of the Standard
Specifications, such as failure to meet the standard for asphalt pavement compaction, the
Developer has paid the deduction or other compensation as agreed by the City.
F. The Coordinating Design Professional provides a hard copy (reproducible and archivable)
and submits electronic AutoCad as-builts. See subsection 12.09.4.
G. The Coordinating Design Professional completes and submits the City’s Formal Acceptance
form, which must include any Project elements previously listed on a Substantial Completion
certificate.
12.12.2 Certificate of Occupancy
Except when the Developer has obtained a Certificate of Substantial Completion under section 12.11,
the City will not issue a building permit before the City Engineer signs the Formal Acceptance form
recommending the Project for acceptance by the City Council. The City will not issue a certificate of
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occupancy until the City Engineer has signed the Formal Acceptance form recommending the Project
for acceptance by the City Council.
12.12.3 Warranty Period(s)
After formal project acceptance by the City Council, the City Engineer will send a letter to the
Developer, with a courtesy copy to the Contractor and the Coordinating Design Professional,
notifying them of the formal acceptance of the improvements by the City Council and the beginning
of the warranty period(s). Street trees and other landscaping are subject to a two-year warranty
period beginning on the day of formal acceptance by the City Council. All other project construction
will be under warranty beginning on the day of formal Council acceptance or the date shown on the
Certificate of Substantial Completion, whichever occurs first, until the date one year following
formal Council acceptance.
12.12.4 Monument Placement
Within 60 days after formal acceptance of the project, the Coordinating Design Professional must
complete street centerline monumentation through the use of guidelines normally used or
monumenting streets in a subdivision plat per ORS 92.060(2), and replacement of other disturbed
survey monuments of record in accordance with ORS 209.150, 209.155 and 209.250. These
monuments may include centerline monuments, public land survey corner monuments, private
property monuments, survey control points, and benchmarks. The Coordinating Design Professional
must complete the following items or work, at minimum:
A. The referencing of monuments that may be disturbed by construction.
B. The replacement of monuments in accordance with ORS 209.150 and 209.155. Control
stations and public land survey corners disturbed by construction need to be coordinated with
the Lane County Surveyor’s office, and they must be adjusted to the current Lane County
Control Network values.
C. A survey must be filed that complies with ORS 209.250 and copies of the plat, references,
and notes given to the City Surveyor.
12.12.5 Warranty Inspection and Repair Work
The City will perform an 11th-month inspection in the case of a one-year warranty period, and a 23-
month inspection in the case of the two-year warranty period, to determine if corrections need to be
made to the project work.
Corrections or repairs to project work may be completed subject to an Encroachment Permit
authorized under Springfield Municipal Code section 3.214, where applicable. In all other instances,
the Developer shall cause the corrections to be completed under an extension of the Public
Improvement Permit, and the Developer shall comply with all requirements of this section, including
but not limited to the insurance and indemnification requirements in section 12.07, prior to
performing any repair or corrective work in the public rights of way.
After all required repairs or other corrective warranty work are complete, centerline monumentation
is accomplished and accepted, and all bills are paid by the Developer or scheduled for payment by
written agreement with the City, the City will notify the Developer that the warranty period has been
completed. If the Developer obtained financial security from a surety or other financial institution
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for the warranty work, the City Engineer will authorize notification to the entity that provided the
financial security releasing the City’s interest.
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