HomeMy WebLinkAboutEngineering Design Standards
ENGINEERING DESIGN-
STANDAI{J)S FOR
PUBLIC Il\/IPROVEM_EN-TS
Devel1ped l'..}int1y by the
Cities of AshJ21lJ and Mcdtord
kevie\\ ed by the rechnical Advisory Group
FORWARD
The goal of the manual is to create a useful, consistent standard for public and semi-public
infrastructure design and construction. It is intended to apply primarily to publicly owned
infrastructure within Public Rights of Way and l:Jublic Easements such as PUE's, Pedestrian,
Slope, and Access easements. It does not necessarily apply to construction on private property,
private streets, subdivision open spaces, or other private facilities, except that Agency Officials
may elect to apply these requirements to individual projects or more broadly where appmpriate.
The manual is arranged in roughly the same chronological order as the projects proceed through
the approval process, although the precise order can vary from project to project. A list of
possible review and approval requirements in found in Section 1 that includes many of the
common approvals, but the list is not exhaustive. Since some approvals have long leacl times
that impact design schedules, it is important to contact the Planning Division early to get clear
direction regarding what may be required. A Planning Pre-application Conference is the starting
point for any design, and planning processes may need to be completed before engineering
design can proceed.
The format of the manual has been designed to allow municipalities to adopt the main document
in full and also allow each city to create agency-specific addendums to cover exceptions or
supplement with additional information specific to each city in a standardized format that the
Engineering community can easily access and keep up to date. The following color convention
has been assumed for printing:
City of Ashland (COA): Blue Pages
City of Medford (COM): Green Pages
Rogue Valley Sewer Services (RVS): Tan Pages
The intention is to allow changes to be made on April 1 sl or October 1 sl of each year. A multi-
disciplinary, multi-agency technical advisory group (TAG) will meet to review proposed changes
prior to issuing the new addenda or revisions. The TAG will make recommendations, but the
ultimate decision of what to issue is up to each municipality.
TABLE OF C:ONTENTS
Section I - General Process
Page
1.0 I Purpose............................................................................................................ 1.1
1.02 Defin itions ..................................................................... .................................. 1.1
1.03 Existing Facilities ............................................................................................ 1.2
1.04 Pre-[lesign Meeting ......................................................................................... 1.2
1.05 Public Improvement pennit ............................................................................. 1.2
1.06 Other Agencies and Permits ............................................................................ 1.2
I .07 hn pro v etn en t Des i gn ....................................................................................... 1.3
1.08 Concurrent Planning Applications................................................................... 1.4
1.09 Plan Review and Approval.............................................................................. 1.4
1.10 Public Improvement Pem1it............................................................................. 1.4
1.11 Construction Phase............................................................... ........................... 1.5
1.12 Construction Staking .......................................................................................1.5
1.13 TraftJ c Control Plan....... ........ ................ ................... ...... ......... .......... .............. 1.5
1.14 Inspection of the Work .................................................................................... 1.6
1.15 As-Built Survey and Record Drawings ........................................................... 1.6
1.16 Final Inspection............................................................................................... 1.6
1.17 Postponement of Plan Review......................................................................... 1.7
1.18 Project Acceptance by City............................................................................. 1.7
1.19 Warranty Release.............................................................................................1.7
Section II - Design Standards
2.0 I Purpose.......................................................................... .................................. 2.1
2.02 Design Standards - Streets, Bikeways, Access Ways ..................................... 2.1
a. Basic Geotnetry ........................................................ .................................2.1
b. Street Paving Width....................................... ......... ................. ......... ......... 2.1
c. Vertical and Horizontal Curves ................................................................. 2.1
d. Maximum Street Grades................................. ........................................... 2.2
e. A.C. Pavetnent Design.......................................................... .....................2.2
f. Grade Breaks ................................................... ........... ............... ......... .......2.2
g. M:inin1um Curb Grade......................................... ...... ................................. 2.2
h. Minimum Valley Gutter Grade. ................ ................... ........ ...................... 2.2
1. M.axitnum Gutter Flow .............................................................................. 2.2
J. Street Cross Slope.................................................... ..... .............................2.3
k. Curb height............................................................ ..... ............................... 2.3
1. Curb Return Radii..... ................................................ .................. ............... 2.3
m. Driveway Aprons................................... ...................... .............................. 2.3
n. Des i gn Speed s . .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. . .. .. .. . .. . .. .. .. .. . .. .. . .. .. . .. . . .. .. .. .. .. . .. .. .. ... 2.3
o. Barricades....................................................... ...........................................2.3
p. Easements....................................................... ......... ..... .............................2.4
q. Street Centerline Location ......................................................................... 2.4
r. Private Streets......................................... ................. ..................................2.4
1. Superelevation........................................................................................... 2.4
u. Curb Grade Below I OO-year Flood............................................................ 2.4
v. Future curb and Alley Grade Design ......................................................... 2.4
w. Traffic Control Devices............................................................................. 2.4
2.03 General Design Standards - Sanitary Sewers and Storm Drains
a. Off-Site Flo\vs ........................... ................................................................2.5
b. Sewer and S tonn Drain Locations............................................................. 2.5
c. Main Line Alignment ................................................................................2.5
d. Cover.......................................................................................................... 2.6
e. Pipe Extensions...................... ............ ........................................................2.6
f. W atet1ight Joints........................................................................................ 2.6
g. Manhole Locations............................ ........................................................2.6
h. Manhole Diatneter ...................... ...............................................................2.6
1. Manhole Channel Slope........... ..................................................................2.6
J. Manhole Adjustments............. ........ ................. ................... ............. .......... 2.7
k. Hydrogen Sulfide Protection.. .......... .................... ............ ..... .................... 2.7
1. Monitoring Manholes................................................................................ 2.7
m. Anchor Blocks ........................................................................................... 2.7
n. "n" Value................................... ................................................................ 2.7
o. Skewed Sewers .......................................................................................... 2.7
p. Flat Top Manhole ......................................................................................2.8
q. Allowable Pipe Material............................................................................ 2.8
r. Location of Sanitary, Sewer Pump Stations and Stonnwater
Con tro I S tru ctures . . . .. . . . . . . . . .. .. .. . . . .. . . .. .. .. . . . . .. .. . . .. . . . .. .. .. . . . . . . .. .. . .. . .. . . . .. .. . . . .. .. ... 2.8
s. Vehicular Access....................................................................................... 2.8
1. Sanitary Sewer & Stonn Drain Laterals .................................................... 2.8
2.04 Design Standards - Sanitary Sewers ........ ....................... ................... ............. 2.8
a. Sewer Study.................................................................................. ............. 2.8
b. Watertight Manhole Covers....................................................................... 2.9
c. Sewer and Water Line Separation Requirements ...................................... 2.9
d. Design Approach............................................................... ........................2.9
2.05 Design Standards - Storm Drains.................................................................... 2.9
a. General Design Requirement.. .................... ...................... ...... ................... 2.9
b. Drainage Study.......................................................................................... 2.9
c. Drainage Basin........................................................................................... 2.10
d. Ditch Design .............................................................................................. 2.10
e. Curb Inlets ................................................................................................. 2.10
f. Hydraulic Grade Line.............. .......... ............... ......................................... 2.11
g. Minimun1 Velocity............................. ........................................................ 2.11
h. Hydrologic Studies.................................................................................... 2.11
1. Flow Depth ................................................................................................ 2.11
J. Detention Basins....................... .......................................... .......... ............. 2.12
2. 06 Eros i on Control................................................................................................ 2. 12
Section III -- Drafting Standards
3.0 I General Requirements........................................................ ....................... ...... 3.1
3 .02 Co v er Sheet...................................................................................................... 3. I
3.03 Plan and Profile Sheets .................................................................................... 3.2
3.04 Detail Sheets.................................................................................................... 3.7
Section IV -. Construction
4.00 General...................................................... "'.....................................................4.1
4.01 Preconstruction Conference....................... ""..................................................... 4. I
4.02 Standard Specifications............................. ""..................................................... 4.2
4.03 Standard Details................................................................................................ 4.3
4.04 E ro s ion Con tro 1.. . . . .. .. .. .. .. .. .. .. .. .. . . .. .. .. . . . .. . . . . , . .. .. . . . . .. . . .. .. .. .. .. .. .. .. .. . . . .. . .. . . . . . . . .. .. ...
4.3
4.05 Traffic Control..........................................."..................................................... 4.4
Section V - ';'As Built" Submittal- Submittal Requirements
5 .0 I Gene ral.. .. .. . .. .. .. .. . .. .. .. .. . . .. .. .. .. .. .. . . .. .. .. .. . . . . . . . . . .. . . . . . . .. .. .. .. .. .. .. . .. . . . . .. . . . . . . . .. . . ..
. .. .. ... 5. I
5.02 Specifications for Submittal of As-Built Surveys ........................................... 5.1
5.03 Specifications for Record Construction Drawing Submittals.......................... 5.4
Appendic{~s
Part I - General Process...............................................................................................
P art II -- Deslgn............................................................................................................
Part III - Drafting .................... .............. ......................................................................
Part IV - Construction............................................................................... ..................
Part V - As-Builts........................................................................................................
SECTION I
GENERAL PROCESS
1.01 PURPOSE
This manual is provided to assist private consulting engineers and Public Works Department staff in
coordinating, processing, and constructing public improvements.
The manual identifies the responsibilities of the City, owner, engineer, and the project contrclctor. A flow
chart and project checklist addressing the general sequence of events is provided in the Appendices, Part
I - Process.
A majority of the City design and drafting standards are included in this manual to assist the engineer.
The standards included address the more common design situations encountered however It does not
represent a formal, total set of City standards. Additional design and drafting requirements may also be
conditioned by the City to ensure accurate and complete plans, records, and fieldwork.
1,02 DEFINITIONS
City - The City of Medford, or the City of Ashland, acting by and through the Public Works Department;
or any other local jurisdiction, which have adopted these standards as their own,
City Engineer - The City Engineer of the City of Medford, or City of Ashland acting either directly or
through authorized representatives.
Engineer - shall be assumed to mean the Engineer of Record for the purposes of the ESPI. This
convention differs from the APW A/ODOT standard specification definition (SSD 00110.20), which
assumes that "Engineer" refers to the "Agency Engineer".
Owner - A person, firm, corporation, partnership, syndicate, local agency, city, county, state or federal
government or any district of or division thereof, who or which causes the development of real property
and is the owner of record or owner under contract to purchase or lease for purposes of development, the
real property to be developed or improved.
Public Improvement - For the purpose of this manual, public improvements shall mean all infrastructure
constructed within the public right-of-way, or public easement, and maintained by the City.
The following discussion outlines the general process:
1.03 EXISTING FACILITIES
Record drawings and other as-built information for existing streets, sidewalks, sewers, etc., is available at
the Engineering Division of Public Works. The engineer is responsible for obtaining all record information
for the project from the City, public utilities, and other agencies with interest within the project scope.
1.04 PRE-DESIGN MEETING
A pre-design meeting may not be mandatory, but is strongly recommended. The intent of the pre-design
meeting is to facilitate a forum where the engineer and City staff may jointly review the proposed
development and identify any special design elements or concerns, necessary easements, and extent of
off-site improvements. The engineer is responsible for coordinating the pre-design meeting. The City will
provide applicable master plan information if available.
1.05 PUBLIC IMPROVEMENT PERMIT
A "Public Improvement Permit" (PIP) is required for all pubic improvement projects with exception of those
projects initiated and administered by the City's Public Works Engineering Division. The owner, or
engineer representing another City department shall file with the City Engineer an executed copy of the
Engineering Division form titled "Public Improvement Permit Application" (Appendices, Part /- Process).
When the conditions of Section 1.08 are met, the Public Improvement Permit, signed by the City
Engineer, will be issued to the owner or engineer.
1.06 OTHER AGENCIES & PERMITS
Work within County or State right-of-way requires a right-of-way use permit from the appropriate
jurisdiction. T1e owner is responsible for identifying and filing the necessary application(s) to the
appropriate agency.
Depending on the type of work to be performed and existing conditions, other permits may also be
required when:
· The contractor's work will disturb one acre or more of land, an Erosion Control Permit (formerly
known as NPDES 1200-C permit) must be secured from DEQ;
· A Corps of Engineers permit is required for disturbance of any jurisdictional wetland;
· A joint Corps of Engineers/Division of State Lands #404 permit is required for excavation or
embankment of 50-cubic yards or more of material within "waters of the State". The purpose of
the permit is to regulate activity in rivers, streams, wetlands, areas identified as "natural resource
areas," etc.;
· A PUC/railroad permit is required for work crossing or adjacent to RR right-of-way;
· A City Building Permit is required for private storm drains, retaining walls, excavation and fill
(including stockpiles) on private property;
· Special approvals are required by Planning Commission Decisions.
The above list is included to assist the owner on commonly known permits that may be reqL ired. The list
is by no means complete and the City does not take any responsibility for notification of permits that may
be required and are not included in the above list. It is the owner's responsibility to determine and apply
for all necessary permits.
Plan review may proceed before a required permit(s) is secured provided proof of permit application(s) is
included with the submittal. However a copy of the required executed permit(s) is required prior to City
final review and acceptance of the construction documents.
1.07 IMPROVEMENT DESIGN
The engineer shall design the improvement(s) in accordance with sound engineering practices and City
policies and practices as bound herein:
a. Street paving design shall be in accordance with adopted City design methods and policies.
Including:
i) Asphalt-Concrete Pavement Structure Design Guidelines (Appendices,
Part II - Design);
ii) City Planning Ordinance;
iii) Conformance with the tentative approved plat.
b. Sanitary sewer designs shall be in accordance with Sections 2.03 and 2.04 of this manual, DEQ,
Oregon Standard Specifications for Construction as amended by the City, and the City Standard
Drawings.
c. Storm drain designs shall be in accordance with Sections 2.03 and 2.05 of this manual, DEQ,
Oregon Standard Specifications for Construction as amended by the City, and the City Standard
Drawings.
d. Pedestrian/bicycle ways shall be in accordance with City adopted design standards.
e. Construction Specifications shall be the Ore~lon Standard Specifications for Construction 2002, as
amended by the City.
f. Sewer locations shall be coordinated with utility company facilities and City sewer master plans.
g. All calculations and studies submitted (for pavement design, pipe strength, storm drain design,
sanitary sewer design, etc.) shall be presented in neat, professional format and shall be stamped
and signed by the engineer. Any submittals of unacceptable quality and accuracy will be returned
for correction and resubmittal.
h. Plans shall be prepared using City's drafting format and standard notations included i'1 this manual.
I. Designs of storm drains and sanitary sewers shall take into account present and future flows from
all properties within the service limits of the systems under design.
J. Street light plans (if applicable) shall be submitted concurrent with the street, sewer a'1d storm drain
plans as part of the design package, and shall be coordinated with electric utility and the City
Engineer.
k. When required by the tentative plat, street trees shall be included on the design plans.
The engineer shall submit to the City Engineer for approval the required number of copies of construction
plans as indicated on the "Public Works Engineering Review Flowchart" (Appendices, Part I - Process),
easements, and all design criteria, studies and calculations pertaining to paving, sanitary sewers, storm
drain, and other required systems. All the required information shall be submitted with the initial plan set
submittal.
The City Engineer may provide some assistance to the engineer in securing design concurrences when
requested. However, the engineer is ultimately responsible for making all arrangements for securing
these concurrences.
1.08 CONCURRENT PLANNING APPLICATIONS
If the proposed development has a pending Planning application that is being reviewed concurrently with
design submittal of public improvement construction plans, the final review of the improvement plans and
the issuance of Public Improvement Permit for construction are dependent on the status of the Planning
application as follows:
a. If the Planning application is a subdivision or partition, the tentative plat must have received formal
approval and a copy of the Preliminary Final Plat must be submitted with the improvement plans.
Submittal of the Preliminary Final Plat allows staff to compare the public improvement construction
plans with the plat, verify dimensions, and identify conditions which may affect the design or
location of the improvements.
b. If the Planning application is a Site Review, a Final Planning Site Review approval is required prior
to final review of the public improvement construction plans.
c. If the Planning application is a Planned Unit Development, a Final Planning approval is required
prior to final review of the public improvement construction plans. However, some initial but limited
site preparation work may proceed if specifically authorized by the Planning Commission.
1.09 PLAN REVIEW AND APPROVAL
Public improvement plans, including required documentation, shall be submitted to the City for review.
The City Engineer will prepare Plan Review Comments and return them to the engineer indicating
corrections needed. A copy of the plan review comments will also be provided to the project applicant.
After making the requested changes, the engineer shall resubmit prints of the revised plans for a follow-
up review. When the plans and all other items are acceptable, the City will request submittal of the
original drawings to execute a signature of final review.
1.10 PUBLIC IMPROVEMENT PERMIT
A Public Improvement Permit (PIP) is required for all new Public Improvements. Before the PIP is issued,
the applicant shall submit to the City Engineer:
a. The name, address, phone number of the contractor's designated emergency contact personnel:
b. Six (6) copies of the City reviewed and accepted construction plans;
c. Traffic control plan, if required;
d. Copies of all required permits;
e. Pre-construction conference schedule and agenda
1.11 CONSTRUCTION PHASE
Work shall not begin until the PIP has been issued and the pre-construction conference has been held. A
current prequalification, approved by the City Engineer, shall be required of all contractors performing
work on public improvements and/or work performed within the public right-of-way. The City will inspect
the work for compliance with the City reviewed and accepted plans and specifications. The engineer
shall perform construction observations, and recommend any needed or desired changes to the City
engineer for review and acceptance. The contractor shall not deviate from the current reviewed and
accepted plans until the proposed design changes are approved by the engineer and accepted by the
City Engineer. The engineer shall make the changes on the plans and submit three copies ':0 the City
Engineer for review and acceptance. The Contractor shall have a set of current approved plans on-site
during construction.
On sanitary sewer construction, the contractor shall provide air testing, water or vacuum testing of
manholes, and mandrel testing as part of project contract. The contractor shall coordinate the TV
inspection of sanitary sewers with the City.
On storm drain construction, the contractor shall provide mandrel testing of all flexible pipe up to and
including 24-inches in diameter as part of project contract. The contractor shall coordinate the TV
inspection of storm drains with the City.
The engineer shall verify sewer and storm drain flow lines of manholes and slopes of pipes prior to City
acceptance of the systems. The City may require removal and reconstruction of pipes not constructed to
proper grade and alignment.
1.12 CONSTRUCTION STAKING
The owner shall provide project construction staking by a licensed land surveyor or engineer. Staking
shall include all industry standard staking information, such as cut/fill, offset, station, etc.
1.13 TRAFFIC CONTROL PLAN
All construction projects shall be managed in a way that will minimize traffic safety problems and delays.
The contractor shall make every effort to prevent adverse traffic impacts to adjacent properties. When
needed, the applicant shall direct the engineer or contractor to provide a Traffic Control (TCP) Plan to the
City for review at least five days prior to the start of construction. Projects that do not need a TCP shall
employ traffic control measures meeting or exceeding the guidelines in set forth in the City of Medford's
Traffic Contro Manual for Maintenance and Construction, dated September, 2001.
All control measures shall be in-place prior to reroutingl the traffic and shall be maintained throughout the
project duration.
ODOT certified flaggers shall be provided when construction activity is at a level that flaggers are
required. Once construction is complete, all the temporary traffic control shall be removed from the site.
1.14 INSPECTION OF THE WORK
The Publilc Works Inspector will be the City's authorized inspection representative to insure that the
project meets City standards and/or special requirements. Inspection by the City will normally be
available from 7:00 a.m. until 3:30 p.m. weekdays. The City Engineering Division shall be notified at least
2 working days prior to commencing any project construction. If the owner's contractor elects to work
extended hours, weekends, or holidays, the City's inspection representative shall be notified in advance.
The owner shall be responsible for any additional cost to the City that is a result of extended hours,
weekend, or holiday inspection. For the purpose of this section, additional cost shall mean "time and a
half" of the inspector's current hourly wage.
1.15 AS-BUILT SURVEY AND RECORD DRAWINGS
An As-Built survey of the project shall be submitted prior to final inspection, and record drawings shall be
submitted within 60 days of final inspection for all public improvements. These submittals shall be in
conformance with Section V of this manual. The record drawings shall be accompanied by the original
reviewed and accepted plans with the appropriate approved revisions. All changes noted during
construction and field verification of infrastructure locations shall be included on the original and final plan
sets.
Record drawirgs shall also be submitted for private improvements that requires review and sign-off from
the City Engineer. As-built surveys will not be required for these, but shall meet all other conditions of
Section V.
1.16 FINAIL INSPECTION
The final inspection is conducted prior to formal acceptance of the project by the City. The City Engineer
and/or his deslgnee(s), representatives from Building Department, Department Community Development,
Public Works Operations (Street, Sewer, and Traffic) will as a group inspect the project. The City
Engineer will schedule the Final Inspection with the above stated representatives after the City's
Inspection representative has indicated that the project is complete. After the Final Inspection with the
above stated representatives has been conducted, the City's inspection representative will meet with the
owner, engineer and/or the owner's contractor and convey any corrections or deficiencies noted in the
Inspection. The Final Inspection must be completed and all items accepted by the City Engineer before
building permits for the development can be submitted. (Medford only)
1.17 POSTPONEMENT OF PLAN REVIEW
These procedures are written to assist the City and the engineer in developing private projects in an
orderly manner. In the event the consulting engineer fails to adhere to requirements and/or required
submittals listed herein, the City Engineer may postpone project review until the deficiencies are
corrected, and plans are complete.
1.18 PROJECT ACCEPTANCE BY CITY
When all work shown on the City reviewed plans has been completed and accepted by the City, the City
Engineer will send a letters to the engineer, contractor and owner accepting improvements and specifying
the warranty period. See construction specifications and local ordinances for warranty period
requirements.
1.19 WARRANTY RELEASE
City will inspect the project one month prior to the conclusion of the warranty period. The owner shall be
responsible for correcting any deficiencies prior to the warranty expiration. The City Engineer will
authorize the release of the warranty upon successful completion of any noted deficiencies and
conclusion of the warranty period.
SECTION II
DESIGN STANDARDS
2.01 PURPOSE
The purpose of the design standards is to provide a consistent policy under which the physical aspects of
design and plan preparation are to be implemented. The majority of the elements contained in this
manual are Public Works oriented with respect to private development of the public infrastructure;
however, it is intended that they apply to both public and private development of the public infrastructure.
It is not intended that the following standards will address all conditions encountered for there will be
unique situations that these standards will not apply. They are intended to assist but not to substitute for
competent work by design professionals. The engineer is solely responsible for all design. The City's
review and acceptance of the plans does not guarantee that all regulations and requirements have been
met.
The standards are not intended to unreasonably limit any innovative design which could result in a better
quality product. Any proposed departure from the standards will be judged, however, on the likelihood
that such variance will produce a comparable or improved result, in every way adequate for the user and
the City. The final decision of any proposed deviation from the standards it at the City's discretion.
2.02 DESIGN STANDARDS - STREETS, BIKEWAYS, ACCESS WAYS
a. Basic Geometry
Unless otherwise authorized by the City Engineer, street design shall conform to the City's current
adopted Street Design Standards.
b. Street Paving Width
Street paving width shall be determined by applying standards governed by the Municipal Code and
other adopted policies. The required street widths are normally provided in the Planning Commission
Final Order.
c. Vertical and Horizontal Curves
Vertical and horizontal curves shall be of adequate lengths to provide safe sight/stopping distances
based on A.ASHTO road design standards using the design speeds outlined in this section.
Deviations from the design speeds and/or horizontal and vertical AASHTO standards may be allowed
at the discretion of the City Engineer providing that:
1) Attempts have been made to meet the standard but have been exhausted;
2) Deviation from the AASHTO standard is minimized;
3) The non-conforming condition is delineated with the appropriate MUTCD warning and
speed advisory signs;
4) When required headlight stopping sight-distance cannot be achieved for sag vertical
curves, a street light shall be installed at the sag.
5) The engineer provides a bona fide justification and calculations supporting the deviation.
d. Maximum Street Grades
Street grades shall conform to AASHTO standards except when City codes permit additional street
slope. The standards represent a maximum condition. The engineer should mak.e an effort to reduce
steep grades where possible through an alternative design.
e. A.C. Pavement Design
Asphalt-concrete pavement structure shall be desi~lned in accordance with the City of
Medford/Ashland Public Works Department Asphalt-Concrete Pavement Structure Guidelines located
in the Appendices Part liB, or other approved methodology that provides the same or better section.
f. Grade Broaks
Vertical curves for curb grades are not always necessary. Grade breaks may be used when the point
of grade change is:
1) 0.6% or less for arterial and collector streets;
2) 1.0% or less for residential streets;
3) 1.25% or less for residential streets in excess of 8%.
Grade breaks for curb returns at intersections and bulb-outs may exceed the above values, but shall
not exceed 10% under any circumstance.
When joining an existing curb, the engineer shall show and identify the grade of at least 100 feet of
the existing curb on the plan.
g. Minimum Curb Grade
The minimum tangent gutter grade shall be 0.5%. Curb grades along short-radius curves, such as
curb returns and cul-de-sac bulbs, shall be 0.6'10 or greater.
h. Minimum Valley Gutter Grade
The minimum grade for valley gutters shall be 0.5%.
i. Maximum Gutter Flow
Curb inlets shall be designed to capture all gutter flow with no bypass. The engineer shall submit
calculations for inlet spacing. The maximum gutter length between curb inlets, regardless of street
grade, shall be 400 feet or one block; whichever is shorter. When maximum spacing is reached, at
least one curb inlet shall be provided to direct ~lutter flow to a storm drain or ditch. In no case shall
the width of the glutter flow encroach in the travel lane, which is established to be a minimum of 10
feet. The maximum allowed depth of gutter flow for streets with shed cross sections is 0.15 feet and
0.20 feet for curbside walks and setback walks respectively. The above criterion is based on 10-year
design storm flows.
j. Street Cross Slope
Streets shall normally be designed with curbs on each side at the same longitudinal grade as the
street's centerline grade. The standard cross-slope shall be 3% each way. Upon approval of the
City, deviations flrOm the standard cross-slope may vary between 2% and 4%, when it materially
improves service to abutting properties. Streets located on hillsides may, upon approval by the City,
be designed using a single cross-slope that extends all the way across the street (shed.-sections).
The maximum allowable shed-section cross-slope is 3%.
k. Curb Height
The standard curb height is 6 inches, and shalll conform to the Standard Drawings in the Appendices
Part IIA.
I. Curb Return Radii
Unless otherwise approved by the City, curb return radii shall be:
a. 20 feet for local streets within the City of Medford and 15 feet for local streets within the
City of Ashland;
b 35 feet for arterial, collector, and industrial streets.
Other radii may be required by the City to accommodate pedestrians, buses, trucks, and historic
districts, etc.
m. Driveway Aprons
Driveway aprons shall conform to the following:
a. Residential: Standard Drawing No. 96-01 for driveways with sidewalk adjacent to the
curb, or Standard Drawing No. 92-02 for driveways where a planter is adjacent to the
curb.
b. Commercial, Industrial, Multiple Family Dwellings of greater than 6 units: Standard
Drawing No. 03-1 (At grade approach with radius curb return).
When it is desired to provide curb drops for driveway aprons during street construction, they shall be
shown on the construction plans by the engineer of record, and staked in the field by the project
surveyor.
n. Design Speeds
Except for hillside streets, the minimum design speeds for classified streets shall be as follows:
a. Alleys & Private Drives 15 mph
b. Residential streets 25 mph
c. Collectors 35 m ph
d. Arterials 45 mph
Design considerations for all street geometrics shall reflect these design speeds
o. BarricadE~s
Barricades or other approved barriers shall be placed at the ends of dead-end streets when
hammerhead or cul-de-sac turnarounds are not provided.
p. Easements
Easements shall be reviewed and approved by the City and recorded by the owner prior to final
review of the construction plans, except when on-site easements will be recorded as part of an
Official Plat. The easements shall be shown on the preliminary final plat as part of the plan review
submittal.
q. Street Centerline Location
The centerline of a proposed street shall be positioned on the centerline of the ri!)ht-of-way.
r. Private Streets
Private streets and drainage systems for private streets shall be privately owned and maintained, and
shall be so identified on construction drawings when shown thereon for reference.
s. Street Lights
Street light plans shall be submitted as part of the total design package when an arterial or collector
street is included in the project, or when pedestrian-scale street lights are being constructed.
Standard Drawin!::js for street light installations are located in Appendices Part IV C. Plans for
development on residential streets shall show the street light layout on the utility plan.
t. Superelevation
Superelevation meeting AASHTO design standards is required on collector and arterial streets.
u. Curb Grade Below 100-Year Flood
Top of curb shall be no more than 2 feet below the FEMA designated 100-year base flood elevations.
v. Future Curb and Alley Grade Design
Tentative grade designs for future extensions of curbs and alleys shall be shown on the profiles and
shall extend sufficiently to verify the proposed design. In no case shall the profile extension be less
than 100 feet.
w. Traffic Control Devices
Street design plans shall include the following traffic control device installation or removal as required
by the City:
· Street name signs at all intersections;
. Traffic control devices;
· Barricades;
· Pavement markings (collectors and arterials streets only)
2.03 GENERAL DESIGN STANDARDS - SANITARY SEWERS AND STORM DRAINS
a. Off-Site Flows
When land outside a new development will logically direct flow into a storm drain or sanitary
sewer within the new development, the system shall be "public" and shall be extended to one or
more of the upsteam development boundaries. The pipes shall be sized to accommodate all off-
site flows, based on a fully developed condition using the current Comprehensive Plan.
b. Sewer and Storm Drain Locations
All manholes for public sanitary sewers and storm drains shall be located within the public right-
of-way. Generally, sanitary sewer pipes and storms shall also be placed within the public right-of-
way, although in some instances the piped sections may be outside the public right..of-way,
provided the manholes are within the street public right-of-way.
Where sewer mains cannot be located within a public right-of-way, they shall be located within an
easement. Easements for sewers shall have a width equal to twice the depth of the sewer main,
or 10 feet, whichever is greater. The entire easement shall be located on one side of the property
line. Unless otherwise approved by the City, sanitary sewers and storm drains in easements shall
be positioned such that outer edge of the pipe is 3 feet or more from the easement boundary.
Other utilities within the same easement shall maintain 3 feet of separation on either side of the
sewer or storm drain.
c. Main Line Alignment
1. Sewer mains shall generally be constructed in straight lines from manhole to manhole within
the public right-of-way. Horizontal and vertical curves are generally discouraged. However, if
conditions warrant:
a. One horizontal curve is permitted between any two manholes.
b. The horizontal curve shall either begin or terminate at a manhole.
c. A maximum of two vertical curves is permitted between any two manholes.
2. Curved sanitary sewer and storm drain mains may be used under certain conditions using the
following minimum radii:
Pipe size Minimum curve radius
8-inch 420 feet
1 a-inch 525 feet
12-inch 630 feet
15-inch 735 feet
The minimum pipe segment length shall be 12.5 feet for PVC pipe. No deflection will be
allowed in metal pipe.
d. Cover
Sanitary Sewers -At least 3 feet of cover shall be provided over sanitary sewers from expected
finish grade, except that 4 feet of cover or more shall generally be provided over sanitary sewers
in streets.
Storm Drains - Two feet of cover shall be maintained over the top of the storm drain pipe.
Localized mounding over the storm drain to obtain minimum cover shall not be permitted. Where
2 feet of cover cannot be maintained, reinforced concrete pipe shall be used. Refer to
Appendices Part IIC for the Concrete Pipe Design Chart to determine the class of pipe to be
used. Concrete caps or encasement shall not be permitted to compensate for lack of cover.
e. Pipe Extensions
For pipes that are to be extended as part of a project, the Engineer shall have the end of the line
potholed and obtain exact location and elevation of the existing pipe. This information is to be
provided on the plans.
f. Watertight Joints
Watertight jOlints shall be used for all storm drains and all sanitary sewers. The pipe joints shall
be pressure testable.
g. Manhole Locations
Whenever possible, manhole covers shall be positioned outside normal wheel travel locations.
Distances between manholes shall not exceed 500 ft. except as approved by the City. Manholes
shall be located at all sewer main intersections, at all changes in vertical or horizontal alignment,
and at the beginning and/or end of curved sewer sections. Manholes shall also be provided at
the end of all terminating sewers. Cleanouts may only be used on a sewer that will be extended
in the near future that is less than 180' to the next downstream manhole.
h. Manhole Diameter
Manholes 48 inches in diameter shall be used for pipes up to and including 18 inches diameter
and depths up to 15 feet. Manholes 60 inches in diameter shall be used for larger pipes up to
and includin!;1 36 inches diameter and depths up to 22 feet, or where the alignment of the main
lines is such that the distance between pipe openings would be less than 1.5 feet using a smaller
manhole. Manholes 72" inches in diameter shall be used for larger pipes up to and including 60"
diameter pipes. Above 60 inch diameter pipes shall use specially designed manholes.
i. Manhole Channel Slope
Fall through manholes shall match the slope of the upstream pipe except when the minimum fall
across the manhole base is less than 0.1 feet. The minimum allowable fall through a manhole
shall be 0.1 feet for straight runs and 0.2 feet where a change in horizontal alignment of 450 or
more, or intersecting pipes occur. The maximum fall through a manhole shall be 2 feet.
Manholes with falls greater than 2 feet shall be constructed with outside drop structures using the
Standards Drawings found in Appendices Part II - Design.
j. Manhole Adjustments
Manhole frames and covers shall be adjusted to finished grade within any traveled way.
Manholes constructed in easements outside a traveled way shall project 6 inches above the
adjacent ground. The manhole shall have a 3-inch minimum height of extension rings. The
maximum height of extension rings shall be 12 inches for new construction and 18 inches for
modifications to existing manholes. The Adjustments beyond these limits shall be made with full
manhole barrel sections.
k. Hydrogen Sulfide Protection
Downstream transition manholes originating from a pump station or manholes where turbulence
is a factor shall be coated with hydrogen sulfide resistant material.
I. Monitoring Manholes
Moniloring manholes may be required at commercial/industrial service connections at the
direction of the City.
m. Anchor Blocks
Anchor blocks shall be used on sanitary sewers and storm drains with slopes in excess of 20%
per the Standard Drawing found in Appendices Part II - Design.
n. Manning's "n" Value
The design "n" value for pvc and hdpe pipe used for storm drain applications shall be 0.011.
The design "n" value for concrete pipe and all sanitary sewer pipes regardless of material shall be
0.013.
The cesign "n" value for storm drain metal pipe is as indicated in the metal pipe handbook, with
the exception that .011 is the minimum "n" allowed for any pipe.
o. Skewed Sewers
Sewers in streets shall be designed parallel to street centerlines. Exceptions must be approved
by the City Engineer.
p. Flat Top Manhole
A flat top manhole shall only be used in shallow conditions where use of a manhole cone is not
possible, or where the manhole diameter is greater than 48 inches.
q. Allowable Pipe Material
Allowable pipe materials are listed in Appendices Part II - Design.
r. Location of Sanitary Sewer Pump Stations and Stormwater Control Structures
Sanitary sewer pump stations and stormwater control structures shall be located outside the
street section or traveled areas.
s. Vehicular Access
Year-mund vehicular access roadways shall be provided to all sanitary sewer and storm drain
manholes, pump stations, and detention control structures not located within a paved access.
The minimum vehicle access roadway shall be 8 inches of compacted crushed rock, 10 feet wide.
t. Sanitary Sewer and Storm Drain Laterals
A separate lateral or service from the main shall be extended to each Lot, Parcel, or building, and
the lateral shall be extended to a point two feet beyond the property line or back of the PUE as
applicable.
2.04 DESIGN STANDARDS - SANITARY SEWERS
a. Sewer Study
A sanitary sewer study will be required when an 8-inch diameter gravity sewer is inadequate to
serve the current or future development or when the City Engineer determines that a recently
annexed area situated outside the limits of the currently adopted sanitary sewer master plan
warrants a study. The study shall incorporate the proposed design system includinn features as
the pipe slope, cover, and size; the study shall include, but not be limited to, a detailed map of the
sanitary sewer service, sewage flow calculations, and pipe hydraulic calculations. Sanitary sewer
design criteria are included in the Appendices, Part II - Design.
The study map shall include as a minimum the following:
1) Streets and street names;
2) Lot lines;
3) Contours or other form of ground surface elevation information;
4) E:xisting, proposed and future pipe systems, com plete with manholes, pipe slopes,
manhole invert elevations, and pipe sizes;
5) Ultimate service area boundaries as determined from the City's adopted Sewer
Master Plan and consultation with the City Engineering Division;
6) Sub-service area boundaries, with each individually identified and highlighted;
7) North arrow, scale, etc.;
8) Owner's name, engineer's name and firm, date, etc.
b. Watertight Manhole Covers
Watertight manhole covers shall be used when the cover is either below the 1 OO-year flood plain
or in a location where overland runoff could enter the manhole.
c. Sewer and Water Line Separation Requirements
Minimum separations between sanitary sewers and water line shall conform to the current DEQ
regulations. The regulations are included in the references.
d. Design ApplrOach
The minimum desirable manhole depth at the extreme upstream end of a service area is 5 feet.
Peak design flow design depth shall not exceed 0.80 full. The minimum design velocity shall be 2
fps. The minimum design slope for 8-inch mainline sewers is 0.4%. Minimum design slopes for
other pipe sizes are tabulated in Appendices, Part II - Design. Where minimum sewer depth is not
a factor in the design control, the grade of an 8-inch pipe used in the last two upstream segments
of a collection system branch should be 1 % or more so that the typically encountered low flows
can achieve cleansing velocities.
The Medford Code does not permit public system sanitary sewer pump stations. Pump stations
constructed within the City of Ashland shall be located outside the street section or normal travel
way.
2.05 DESIGN STANDARDS - STORM DRAINS
a. General Design Requirement:
Storm drain design shall be in conformance to the City's current Drainage Master or Management
Plan. Rational Method may be used for a drainage area up to 300 acres, above 300 acres use
TR-55 method. Peak flow shall be based on application of HEC-1 or equivalent model.
City of Medford - Drainage designs shall use the 1 O-year event for the design storm unless the
flows from the 25-year event exceed 200 cubic-feet-per-second.
City of Ashland - Use 25-year storm recurrence interval for drainage areas less than 300 acres,
and 50-year recurrence interval for areas greater than 300 acres.
b. Drainage Study
A complete drainage study is required if any of the following circumstances apply:
1l New projects, which are adding impervious area and require planning action.
2) Projects that will be discharging into inadequate down stream facilities.
31 Projects constructed in areas not addressed in the Master Plan.
The study shall include the following:
1. A hydrological study map that contains the following:
(a) A detailed map of the entire drainage basin including a sufficient amount of
area beyond the basin limits adequate to clearly indicate the adjacent drainage
conditions;
(b) Sub-basin area boundaries, with each individually identified and highlighted;
(c) Streets and street names;
(d) Arrows indicating the flow direction within streets and ditches;
(e) Contours or spot elevations for verification of direction of overland flow and
pipe cover;
(f) Drainage areas of all sub-basins;
(g) Collection points (nodes) at downstream limits of all sub-basins, complete with
node numbers;
(h) Existing and proposed storm drain pipes and ditches with sizes included;
(i) Future pipes in the system, complete with proposed sizes, slopes, pipe cover,
flow line elevations at manholes, etc.;
(j) City drainage master plan information such as node numbers, basin names,
drainage boundaries, etc.;
(k) North arrow, scale, company name/logo, designer, date, etc.
2) Hydrologic calculations, sufficient to determine design pipe flows, shall be submitted on
the form supplied in Appendices, Part II - Design; or in software formats provided by the
engineer of record. . Whatever calculations, which are provided, must clearly correspond
to the hydrology map.
3) Hydraulic calculations establishing pipe size, flow velocity, hydraulic grade line, etc.
c. Drainage Basin
Drainage systems shall be designed to carry calculated runoff from the entire upstream drainage
basin. Runoff calculations shall be based on the assumption of a totally developed basin
according to the City's most current Comprehensive Plan.
d. Ditch Design
If an open ditch is approved for drainage in place of a pipe system, a complete study shall be
submitted to verify adequacy of the ditch relative to erosion resistance as well as cclpacity.
e. Curb Inlets
Maximum depth of the inlet box from the lowest flowline invert to the outside top of inlet shall be 5
feet, not including the sump. The maximum allowable pipe size connecting into the side of a
standard curb inlet shall be 15". Oversized inlets may be provided for pipe sizes from 18" to 24".
Larger pipes will require construction of a manhole, or manhole inlet combination. Curb inlets
accommodating more than one pipe shall be type 4A.
f. Hydraulic Grade Line
The drainage system design shall include a hydraulic analysis of all pipes and ditches existing
downstream to the point of outfall for the required improvements unless an as-built plan for the
existing downstream system, FEMA, or the City's drainage master plan provides a design
hydraulic grade line (HGL) that can be used as a starting point for the new design. If the hydraulic
analysis of an existing downstream drainage system is exceptionally complicated, an alternate
method acceptable to the City Engineer may be used to determine the beginning design HGL for
the system under design.
The hydraulic analysis shall account for all energy losses, including but not limited to, bend
losses, manhole losses, friction losses, minor losses, and differences in flow characteristics
between surcharged systems and open channel systems. Minor losses shall be computed using
formulas in the Oregon Department of Transportation hydraulics manual or other acceptable
publications.
Curb qrades shall be established such that the HGL for the design storm event is no less than 1
foot below the gutter at any point where water could surcharge into the street through curb inlets,
catch basins, manholes, etc.
If the !Jltimate plan is for future construction a of pipe between an existing pipe downsteam and
the current project, and if the current condition through this reach is a temporary ditch or an
interim pipe system, the design HGL for the system under design shall be based on the
hydraulics of the future pipe rather than on the interim system, and shall be labeled "future HGL"
on the design plan profiles. However, if the interim system results in an HGL higher than that of
the ultimate system, the HGL for the interim system shall also be shown on the plans.
g. Minimum Velocity
The minimum velocity allowed for the full-pipe flow shall be 3 fps.
h. Hydrologic Studies
Hydrologic studies shall be performed using the method recommended in the Current Master
Plan.
i. Flow Depth
Storm drain pipes shall be designed for full flow using the design storm indicated in the City's
master plan. A particular design may result in deeper or shallower flow, but pipes shall not be
designed to flow surcharged unless outfall conditions or other hydraulic conditions prevent open
channel flow.
(There are some on the T AC that do not agree with this standard)
j. Detention Basins
When the City requires a detention basin, the following criteria shall apply:
Engineers are encouraged to use computerized methods to design detention basins. However,
regardless of the method used, the following criteria shall prevail unless special arrangements
are made:
1) Design rainfall data used shall be 24-hour, SCS Type 1 A rainfall.
2) Computed flows into and out of the basin shall be in the form of runoff hydrographs,
3) All basin features including but not limited to basin inlet, basin outlet, basin overflow,
basin depth and edge treatment, sedimentation removal, and maintenance shall be
generated in accordance with principles of detention basin design commonly used in
the civil engineering community, and
4) Earth embankments greater than 4 feet in height or other above ground structures
created to form any part of the basin boundary shall be designed in accordance with
design standards generally required for storage dams.
5) )\n overflow spillway shall be provided capable of sustaining excess runoff from all
storms up to a 25-year for systems conveying less than 50 CFS or 1 OO.-year rainfall
event for systems conveying greater than 50 CFS. The overflow spillway shall be
designed such that downstream properties will not be impacted to a greater extent by
overflows than they would have been prior to construction of the detention basin.
2.06 DESIGN STANDARDS - EROSION PREVENTION & SEDIMENT CONTROL
a. Designs shall comply with the Oregon Department of Transportation Hydraulics Manual, Volume
2, "Erosion & Sediment Control".
b. Sites Greater than One )\cre - Submit Erosion Prevention & Sediment Control (EPSC) Plan.
1. Obtain DEQ Permit
2. Incorporate the EPSC Plan with the construction plan set.
3. Cover all disturbed earth with approved ground cover once street construction is complete.
c. Sites Less than One Acre - Implement Track-out prevention measures
1. Keep vehicles on gravel or paved surface
2. Good construction timing and sequence
Inlet Protection Measures (fabric-sod type protectors
SECTION III
DRAFTING STANDARDS
Final plans shall conform in appearance, format, and quality to the standards set forth in this manual.
Sample plans are included in the Appendix 1110. Acceptable abbreviations, line and letterin~1 standards
are included in Appendix IIIB.
3.01 GENERAL REQUIREMENTS
1) Drawing size and scale:
a) Plans shall be on 22" x 34" ANSI B sheets, and shall be able to be reproduced at one-half scale
at 11 "x17", including the border.
b) The overall project plan shown on the cover sheet should be 1" = 50' or 1 00'
c) The plan horizontal scale shall be 1" = 10', 20', 40' or 50'. (1"=20' scale is preferred)
d) The profile vertical scale shall be 1" = 2', 4', 5', or 10'. A vertical scale of 1" = 20' is not allowed.
e) The same scale shall be used on all plan/profile sheets within the project.
2) Vertical Datum:
The vertical datum used shall be the datum established and adopted by the City. Assumed
datums will not be accepted except for projects which are entirely private with no public
improvements.
3) Drafting Media
a) Record Drawings and As-Built Surveys must be plotted on archive quality matt mylar film.
b) Construction plans may be plotted on reproducible vellum or mylar film.
3.02 COVER SHEET
1) Cover sheet Requirement
P'ojects consisting of three or more plan sheets shall have a cover sheet.
2) Purpose of the Cover Sheet
The purpose of the cover sheet is to:
a;, To provide an overall view of the project and its design features;
b; To orient the individual plan sheets;
c) To be used as an index for construction plan/profile sheets;
d) To show the relationship of the project with surrounding areas, lots, etc.
3) Items to be Included
The cover sheet shall include:
a) Index to the plan design sheets;
b) Vicinity map in the upper right corner;
c) General Notes;
d) List of standard drawings used;
e) Typical street sections (these may be plotted on a second sheet if needed);
f) Bench mark;
g) Geospatial reference point;
h) Lots or parcels significant to the project;
i) Tax lot numbers including tax map number;
j) Subdivision lot numbers;
k) City limits line as applicable;
I) Right-of-way lines;
m) Proposed curbs, sidewalks, sewers, and other improvements, if not provided on the utility
plan;
n) Existing curbs, sidewalks, sewers, etc., to be matched by the new project;
0) Streets and street names;
p) Easements of significance;
q) North arrow and scale including bar scale;
r) Title block information using the City's standard title block provided in electronic format;
s) Wetlands, riparian areas, and flood zones.
4) General Notes
The applicable General Notes shall be included on the cover sheet. An electronic file of
commonly used general notes is available from the City.
5) Contact List
The contact list is a distribution list of those with interest in the project. The list shall
include the address, telephone and fax numbers, and e-mail addresses of contact
individuals within the City and utility companies, the owner, surveyor, and engineer.
3.03 Plan and Profile Sheets
A. Plan View
1) Each plan sheet shall contain all the items required for the cover sheet as outlined in 3.02,
paragraph 3 with the exception of item "a through g". Plan sets not requiring a cover sheet
shall have items "a thru g" plotted on first sheet of the set.
2) Plan Format
The plan and profiles of sanitary sewers and storm drains that are situated within the
proposed street limits should be shown on the same sheet as the street design. However, if
the plan sheet becomes too complex, the sanitary sewer and storm drain may ce submitted
on a separate plan sheet provided that the street with it's appropriate stationing and
dimensioning are clearly shown on that sheet.
The plan and profile common to a section of improvement shall be plotted on the same sheet,
and shall be aligned vertically on the sheet to the greatest extent possible.
"Match lines" shall be used from sheet to sheet. Adjacent sheet numbers shall be identified
and dupllication of information outside the match line shall be minimized.
The desi!gn engineer shall observe the following when using match lines:
a. The match line shall not be placed within an intersection area;
b. The match line shall not be located at the same station as manholes, curb inlets, or other
structures;
c. The match line shall not be placed within curb tapers or horizontal curves. If this is not
practical, complete taper or curve information shall be shown on all pertinent sheets.
3) E><isting Utilities: Show all underground or overhead utilities on the plan view. Show the
underground utilities in the profile when appropriate.
4) Wetlands: Wetland areas shall be shown and clearly labeled.
5) Stationing: Street stationing shall be west to east and north to south.
Pmfile stationing shall be consistent in direction to that in the plan. Important stations, such
as centerline intersection points, beginning of curb return, PC, PT, etc., shall be included on
the plan.
Stationing or lot line offsets shall be shown for all sanitary service connections and for those
storm connections not defined by a manhole or curb inlet. Sewer and storm drain stationing
shall keep the following guidelines:
Sanitary Sewers and Storm Drains in Streets:
a. If the street is being improved, and the sanitary or storm is located in the street, the
profile for the sanitary and storm may be shown in the street profile. In this instance, use
street stationing for all manholes and appurtenances so that only one set of stationing is
used.
b. If the sanitary or storm is located in the street or street right-of-way, but the street is not
being improved, provide a separate profile for the storm and sanitary, beginning at the
lowest downstream manhole and progress upstream, and provide an identifier for that
sewer or storm drain on the plan and profile, ie Line 1 or Line A.
c. If the entire line to be profiled is partially in street and out of the street, then provide a
separate profile for the entire line and follow directions for sewers and storm drains not
within streets below.
Sewers and storm drains not within streets:
Provide a separate profile, beginning at the lowest downstream manhole and provide an
identifier as indicated above.
Sanitary sewer and storm drain mains within the right-of-way shall be dimensioned off the
stl"eet centerline. Manholes and other structures shall indicate the street stationing and off-set
along with the mainline stationing.
6) North Arrow and Scale: The preferred location for the north arrow is on the right side of the
sheet and shall not point downward except when sanitary sewer or storm drain project profile
stationin() dictates otherwise. The numerical scale and bar scale shall also be included
directly beneath the north arrow.
7) Line Types: Line widths and types shall generally conform with the standards located in the
appendix IIIB
8) Construction Notes: When the plan scale is greater than 1" = 20', and the project includes
street paving, the engineer shall use the standard construction notes and symbols contained
in Appendix IIIB. The construction notes shall be located to the right of the plan view, and
shall be listed numerically according to the note numbers as identified in Appendix IIIB. They
shall be included on the plan sheets where the referenced items appear. The plan sheets
shall not contain construction notes for items not appearing on that particular sheet.
Nonstandard construction notes specific to a project shall be numbered between 900 & 999.
9) Topography: All pertinent topography shall be shown on the drawing and topo(;raphy
identification notes shall be placed at the outside extremes of the plan view area opposite the
item (tree, pole, etc.) See sample plans located in appendix IIIE. Station and offset
dimensions should not be included except for significant features of design. Utility pole
numbers and tree diameters shall be included in the plans. The engineer shall Indicate on
the plans the method and date the topography information was obtained.
10) Tax Lot Numbers: Indicate the tax lot numbers, and addresses, of existing properties along
existing streets, which are being improved,. The number sign symbol (#) shall proceed the
street address number.
11) Trees: When trees must be cleared to build a new street, every tree over 6
inches in diameter shall be plotted. A note indicating the presence of numerous trees to be
removed will be adequate for trees less than 6 inches in diameter. Historic trees near the
work area and trees that are subject to root damage from construction activity shall be clearly
identified with a "Protect Tree" note. A general note specifically addressing the tree
preservation requirements shall be included in the plans.
Six-inch diameter and larger trees located within or within 20 feet of an easement where
sanitary sewers and storm drains are to be constructed shall be accurately plotted and noted.
12) Structure Referencing: New structures, such as manholes, shall be referenced by station
and offset from the street centerline, if in a right-of-way. Any controlling factor (i.e.,
dimension from a building or property line) affecting such a location shall be shown also. All
horizontal ties shall be to the center of a structure, except that measurements for curb inlets
a'ld curb catch basins shall be referenced to the curb face.
13) Horizontal Curves: Horizontal curve data including the delta angle, radius, semi-tangent,
length and PC and PT stations shall be shown in a table that appears on the same sheet as
the horizontal curve.
The horizontal curve shall be identified on the plan by a capitalized alpha character located
within a square symbol as shown:
D
14) Existing Sewer Services: Existing sanitary sewer service connections for all buildings within
the project influence shall be shown on the plans.
15) Manhole Numbers: Manhole numbers, issued by the City, shall be shown on both plan and
profile for all new and existing manholes.
16) Saved or Protected Features: A special note for any existing feature that must be saved or
protected shall be included (i.e., tree, shrub, area drain, historical pavement markers, etc.).
17) Private Improvements: Any City required private improvements shall be shown on the public
improvements plans as reference only and shall be labeled 'PRIVATE.'
18) Curb Return Data: Complete curb return curve data and grades shall be clearly indicated.
19) Non-concentric Curbs: When a curb is non-concentric with centerline, a table shall be used
to show curve data and top of curb grades.
20) Driveways: The improvement plans shall show all driveway aprons that are to be constructed
as part of the initial improvement. The following driveway and apron information shall be
shown on the plans:
· Apron length which is defined as the length of the fully-depressed curb, without flares;
· The type of existing driveway (concrete, asphalt, gravel, etc.).
· The cut-line for any existing driveway adjustments.
21) Sanitary Sewer and Storm Drain Line Designators: Plans containing two or more sanitary
sewer mainlines shall be designated alphabetically as "Line A", "Line B", etc., in both the plan
and the profile. Plans containing two or more storm drain mainlines shall be designated
reverse alphabetical order using lower case characters as "Line z", "Line y", "Line x", etc., in
both the plan and the profile.
B. PROFILE
1) The profile view shall show existing curbs, sewers, and underground structures such as
manholes and vaults as well as curbs and sewers being constructed. New curbs and sewers
shall be heavy, bold lines, and shall be annotated with pipe diameter and slope. Existing
curbs, sewers, and underground structures shall be dashed lines.
2) Significant underground utilities and other structures shall be shown based on potholed
information.
3) Manhole numbers, stationing, flowline and rim elevations shall be shown for all 1ewand
existing manholes.
4) Pipe diameter and type shall be indicated
5) When making underground improvements through existing surface improvements, trench
backfill material type shall be indicated in the lower part of profile.
6) Both invert and top of pipe shall be shown in the profile.
7) Existing and finished ground profiles at left and right top of curbs and at centerline shall be
shown in three separate profiles along with the profile grade of the respective top of curb or
centerline. Each of these profiles, as well as future or existing top of curbs, shall be shown at
least 100 feet beyond the end of the proposed streets.
8) All lines shall be labeled on each sheet.
9) For sewer easements, only one existing ground profile is required above the pipe centerline.
10) Pipe hydraulic data shall be placed below each pipe segment for all storm drain mainlines,
with diameters greater than 36-inches , and for all sanitary sewers 1 a-inches and larger.
Data shall include: Od, Oc, V, diD, drainage area, diameter, and slope.
When velocity for a surcharged design is less than 3 fps. V for low flow conditions (non-
surcharged) shall also be included and shall be greater than 3 fps.
11) The HGL shall be shown in the profile for all storm drains 15" and larger and for all
surcharged storm drain or sanitary sewers pipes. The computed HGL elevation shall be
included at each manhole. In lieu of showing the HGL on the plans, the engineer may provide
a working drawing or computer generated profile with the storm drain calculations.
3.04 Standard details shall be on separate full size sheets placed at the end of the plan set, and shall
be numbered separately.
SECTION IV
Construction
4.00 GENERAL
Work shall not begin until the Public Improvement Permit (PIP) has been issued and the Preconstruction
conference h2s been held. . . The engineer shall notify the City of any proposed changes as soon as
possible and shall make the corrective changes on the plans for review by the City, and submit 3 copies
to the City Enqineer for review and acceptance.
The contractol" shall not proceed with construction of any changes until approved by the engineer and
accepted by the City Engineer. The City Engineer or his designee will be the City's authorized inspection
representative to insure that the project meets City requirements and standards.
On sanitary sewer construction, the engineer shall include air testing, water or vacuum testing of
manholes, and mandrel testing in the General Notes. The contractor shall coordinate the TV inspection
of sanitary sewers and storm drains with the City. The engineer shall verify exact location and elevation
of existing pipe being connected to or terminated prior to backfill of the sewer.
4.01 PRECONSTRUCTION CONFERENCE
On-site construction work shall not commence until a pre-construction conference (pl"econ) has occurred.
The engineer of record shall make arrangements for a precon to be conducted within 30 calendar days of
the Notice to Proceed. The precon may be delayed, by mutual agreement of the project manager and
contractor, if project work is not scheduled to start until a later time. However, the precon shall still occur
prior to commencing on-site work.
The objectives to be accomplished by conducting a pre-construction conference include:
· Establishing working relationships;
· Identifying key persons and channels of communication;
· Identifying emergency contact personnel;
· Reviewing the project schedule;
· Sharing the project schedule with utilities and receiving information on utility relocations
and potential conflicts with utility facilities;
· Assuring that the Contractor is aware of project work and responsibilities, including
safety, quality control and documentation, surveying, environmental and pel"mit
regulations and requirements, etc.;
· Informing the Contractor of procedures for progress payments, change orders, and
adjustments of contract time;
· Identifying potential problem areas, and establishing procedures to resolve those
problems in a timely fashion.
Persons who shall attend a precon:
· The engineer or his designee;
· The City Engineer or his designee:
· Key personnel from Contractor and subcontractors;
· Representatives of involved or affected utilities;
· Representatives of involved or affected agencies;
. Project surveyor, ;
The engineer shall provide a written agenda using the sample format found in Appendix IV,LI,. A copy of
the agenda shall be made available for each precon attendee. Topics to be addressed at the precon and
any subsequent meetings shall include:
1. Idenllification of key personnel, channels of communication, and authority for approval of
change orders;
2. Utility involvement, relocation, and potential impacts, including the relation to the
Contractor's schedule;
3. Protection of public;
4. Erosion Control and Pollution Control Plans;
5. Quality Control;
6. Field Change Procedure;
7. Construction surveying;
8. Proglress payments, quantity measurements, and lump sum breakdowns as applicable;
9. Pertinent special provisions for the project;
10. Potential problem areas;
4.02 STANDARD SPECIFICATIONS
All Public Works Construction within the City Limits and it's Utility Service Boundary, or locations likely to
become a part of a system owned or operated by the City shall be constructed in accordance with the
2002 edition of the "Standard Specifications for Public Works Construction" ODOT/APWA as amended by
the" City's most current "Addendum to the 2002 APWA Standard Specification", as well as any special
provisions included with the plans. All number references in the "Addendum" and Special Provisions shall
be understood to refer to the Sections and Subsections of the Standard Specifications bearing like
numbers and to Sections and Subsections contained herein in their entirety.
The Standard Specifications and "Addendum" are available to view at the City's Public Works Offices.
Copies of the Standard Specifications & ODOT APW A standard drawings may be obtained from the
ODOT Contractor Plans office, Room 28 Transportation Building, 355 Capitol S1. NE, Salem, Oregon
97301; phone (503) 986-3?20.
The Standard Specifications are also available on line at ODOT's Web Site:
www.odot.state.or.us/techserv/roadwav/specs/2002-std-specs.htm
4.03 STANDARD DETAILS
The Standard Drawings provided in the Appencices, Section IV shall have precedence over all other
Standard Details. It is expected these Drawings will be reviewed and updated semiannually. The APWA-
ODOT Standard Drawings may be used in cases not covered by the Standard Drawings bound herein.
The APWA-ODOT Standard Drawings are available on line on ODOT's FTP Site:
np:/ 1ft!). odot. state. or. u s/tech serv Iroadwa vista nd a rd sl odot -a pwa/odot apwa 700
4.04 EROSION CONTROL
Every effort shall be made to prevent adverse impacts to adjacent properties, water quality and related
natural resources resulting from construction activities. All construction projects shall be managed in a
way that will pmvent and minimize the potential for erosion. Projects shall provide an Erosion Prevention
and Sediment Control (EPSC) plan with the plan set, conforming to DEQ's and City requirements. The
engineer shall obtain the necessary DEQ approvals prior to the City's issuance of the PIP.
All EPSC measures shall be in-place prior to the commencing any construction and shall be maintained
throughout the project duration.
All work performed on public facilities shall include track-out prevention measures in addition to measures
to eliminate the flow of mud and gravel into the storm drain system.
Once construction is complete, an approved material such as hydro seeding, straw, or an erosion control
blanket shall placed to cover all areas that were disturbed the construction activity. The storm drain
system within the project influence shall be completely cleaned and flushed prior to the final inspection.
4.05 TRAFFIC CONTROL
When required by the City, the owner shall direct the engineer or the contractor to prepare and submit a
traffic control plan to the City for review and acceptance at least five (5) working days prior to anticipated
start of construction. No construction may commence in the affected area until the traffic control plan is
reviewed and accepted by the City.
Traffic control devices, signing, etc., shall, at a minimum, comply with the City of Medford Public Works
Department Transportation Division's current "Traffic Control Manual for maintenance and construction"
and the City's Standard Specifications.
Additional temporary traffic controls may be required over and above those defined in the Traffic Control
Manual to provide a safe work zone for workers, motorists, bicyclists, pedestrians, and othel' users of the
right-of-way, and to accommodate special construction methods and non-standard work-site related
characteristics often found in urban areas. All temporary traffic control devices shall be maintained at all
times, including evenings and weekends, and shall be removed or covered when not applicable.
Existing traffic controls shall not be visually obstructed, damaged, or tampered with in any fashion that
would reduce the effectiveness of their intended purpose unless otherwise specifically included and
authorized as part of the traffic control plan.
The contractor shall not remove any permanent sign installations in the right-of-way. Permanent sign
installation removals shall only be performed by the agency responsible for it's installation. The contractor
is responsible for coordinating the permanent sign installation removals with the proper agency.
SECTION V "AS BUILT" SUBMITTAL
Submittal Requirements
5.01 General
Prior to final inspection of any public project an As-Built survey shall be submitted in conformance with
the requirements outlined in Section 5.02, and within 60 days of final inspection the Engineer of Record
shall submit F':ecord Construction drawings in conformance with Section 5.03.
5.02 Specifications for Submittals of As-Built Surveys
As-Built Surveys shall be prepared by a Professional Land Surveyor or Professional Engineer registered
in the State of Oregon. The Survey shall be provided in electronic form, on a disc, in an AutoCAD version
2000 compatible format, and accompanied with a paper copy.
A. The As-Built Survey shall include the following:
Geo-reference: (Indicate Reference on Survey)
Horizontal Control: Oregon State Plane South Zone; NAD 83/91; International feet
Vertical Datum: City of Medford: NGVD 1929, US Survey Feet (Unadjusted)
City of Ashland and RVS: NGVD 1929 (56), US Survey Feet
Linework and Associated Text:
The requirements for the linework and associated text related to "As-Built" Surveys is provided in
the Appendices, Section V.A. At a minimum, survey and identify each of the features indicated in
this list as applicable. Lettering, linetype, abbreviations, and symbol standards shall conform
with appendix III.C.
B. Electronic Acceptance Standards for As-Built Surveys:
1. Purpose - This section outlines electronic standards, layering conventions and valid
object/entity requirements. Files shall conform to the following minimum standards for:
cl. Layering protocols
b. List of Required Layers for Infrastructure Components
c. Standard abbreviation lists as required and definitions.
2. Accuracy - All as-built drawing information shall accurately represent as-built construction and
shall be graphically and mathematically correct. Field data may be collected using survey
grade GPS equipment or conventional survey methods. Drawings shall also adhere to
requirements in the Drafting Standards of this manual.
3. Consistency Between Electronic Copy and Hard Copy - Submit all information required to
reproduce a hard copy from the electronic file. The electronic copy and hard copy shall be
identical with the exception that the hard copy shall have the original signature on the
surveyor's stamp. On the electronic copy, indicate, "Electronic Copy" over the Surveyor's
Stamp, and "Not an Original" near the title block. Use only standard AutoCAD line types, fonts
and shapes. If the Agency encounters significant problems accompanying reproduction, the
drawings will not be accepted. Indicate in clear legal terminology that agency has permission
to copy materials indicated as copyrighted.
4. Electronic; As-Built - Submit a complete electronic as-built survey for each project. This
drawing shall conform to the minimum standards specified in this section.
a. All infrastructure components shall be in model space. Drawing objects not directly
tied to the model and/or sheet specific information may be placed in model space or
paper space.
b. All specific construction notes shall be in model space. General construction notes
maybe located in either model space or paper space.
c. Include and attach all detail information generated by automated design software that
describes infrastructure components.
d. Non-referenced images, standard drawings, specifications, and/or blocks shall be
bound in the drawing and not attached as an external reference.
5. Final Submission Formatting
a. If Xrefs are used with a drawing, bind all Xrefs before submission. The City will not
accept drawing with Xrefs. Exception - if drawing file exceeds 5 mb, do not bind x-
referenced photography of base maps in drawing.
b. Purge all drawings of empty layers and unused blocks, line types, shapes, etc. and make
sure all infrastructure components are clean, i.e.:
1. Ends of arcs, lines and p-lines are snapped end-point to end-point,
11. Duplicate objects are removed.
Ill. Features representing areas (detention ponds, etc.) are composed of closed poly
lines are, at a minimum, a series of valid objects snapped end to erd with no
gaps.
c. Purge all invisible drawing objects before submission. Test to make certain that
UCS=world, and that the drawing, if x-referenced into another drawing at insertion point
0,0,0 with rotation= 0 will place all objects in the correct x&y state plane coordinates
without rotation or scaling. Z=O at all points.
d. All infrastructure components shall be composed of the following valid object types in
order to be accepted by the City.
i. Arc
II Circle
iii. Dimension
IV. Ellipse (including elliptical arcs)
v. Image
vi. Insert (also known as a Block Reference)
vii. Leader
VIII. Line
ix. Multiline Text
x. Point
xi. Polyline
XII. Text
e. All infrastructure objects shall be drawn as valid 20 objects.
f. Point features shall be the center point of surface feature being represented on plan.
6. Media - Clearly label all electronic submissions with City project number, project name, file
name and extension(s), AutoCAD version, and date. Check with City for currently accepted
media formats.
5.03 Specifications for Record Construction Drawin~ Submittals
The engineer shall submit a paper copy of the most current reviewed and accepted construction plans,
along with a paper copy of the Record Drawings. The revisions shown on the Recoled Drawings shall be
based on the As-Built Survey data, information from the City inspector's set, and any other changes in the
field noted by the Engineer of Record. Once the proposed Record Drawings have been reviewed and
accepted, the Engineer of Record shall subm it mylars to the agency along with one paper copy in 11 x17
50% format. The Record Drawings shall show the following revisions:
A. Revised construction notes shall be lined out with a single line from the original plan, so that the
original information is still readable. The revisions shall be documented adjacent to the lined out
items. DO NOT ERASE THE ORIGINAL INFORMATION. If an item was not constructed as part of
the project, the engineer shall clearly delineate it and identify it as "not a part of this project" or "to be
constructed in a future phase". Added items to the plans shall also be clearly noted and delineated.
B. All Revisions shall be noted in the Revision Block of the appropriate plan sheet(s);
C. Plan revisions shall be identified by drafting the revision number within a triangular symbol adjacent to
the revision;
D. All revisions shall conform to the drafting standards appropriate to this set of drawings and shall be at
least the same line density as the original and stand out in contrast to the background.
E. The contractor's name shall appear on the title sheet.
F. The title block shall include the project Inspector's first initial and last name (e.g. INSPECTED by M.
CAIRO);
G. The title block shall include the first initial and the last name of the person that "AS BUILT" the plan
along with the date the work was performed.
H. The following Q~.yinq items shall be reviewed, verified for accuracy, and construction notes,
dimensions and locations modified as necessary. Unless noted, changes in the original plan location
greater than 10oA) of scale horizontally, and 0.5 feet vertically shall be re-plotted:
1. Beginning and ending stations of paving placed;
2. Pavement width and right-of-way width;
3. Curb return radii;
4. Curb cut widths and locations;
5. Driveway widths and locations;
6. Curb location relative to right-of-way line and/or centerline.
7. Sidewalk locations;
8. Curb grades;
9. Curb elevations;
10. General Notes;
11. Show field verified invert and top of manhole elevations on profile.
I. The following sanitary sewer items shall be reviewed and verified for accuracy with the construction
notes, dimensions and locations revised as necessary. Unless noted, changes in the plan location
greater than 10% of scale horizontally, or 0.5' feet vertically shall be re-plotted:
I. City assigned identification number on all manholes shown on both the plan and profile;
2. Manhole locations and stationing;
3. Pipe length, size, material, and slope;
4. Field measured top of structure and invert elevations for each pipe entering or exiting the
structure;
5. Field measured lengths shown on profile portion of drawing of all sanitary sewer line segments.
Measurement shall be from center of manhole to center of manhole. When a segment continues
from one plan sheet to the next, the measured length shall be shown on both plan sheets;
6. Revised design data if field measured flowline varies more than 0.5 feet from plan flowline or pipe
diameter is changed;
7. As-Built 'Tee" or "Wye" locations. If there is no service line to a lot, indicate the reason on
drawing;
8. Provide service line information as follows:
a. Service line and tee locations measured or stationed from the neal"est downstream
manhole.
b. Service line length measured from the sewer mainline to capped end.
c. For the end of the service lines, which are not perpendicular to the street or right-of-way
line, locate with a dimension to closest property line or corner.
d. End of lateral depths other than the recognized standard depth of 4 to 6 feet deep, shall
be noted on plans.
J. The following storm drain items shall be reviewed and verified for accuracy with the construction
notes, dimensions and locations modified as necessary. Unless noted, changes in the plan or profile
location greater than 10% of scale horizontally and 0.5 feet vertically shall be re-plotted:
1. All manholes, curb inlets, catch basins, detention basins, and constructed wetlands shown on
the drawings shall have a City assigned identification number. The engineer shall obtain
identification numbers from the City;
2. Add or delete the above referenced storm water facilities on drawings (plans, cover sheets
and assessment) as required per inspection notes and field verified locations;
3. Remove out all design stationing that is no longer applicable and make corrections per notes;
4. When a segment continues from one drawing to the next, the field measured length shall be
shown on both drawings;
5. Revised storm drain design data shall be required when field verified flow lines differ from
design by more than 0.50 feet, or when the pipe size is changed;
6. Storm drain structure top, sump, and invert elevations shall be shown on the plans.
Engineering Standards for Public Improvements Appendix
REFERENCES & APPENDICES AVAILABLE ON THE WEB
(appendices are prec1eded by a roman numeral and are found on the CD included with this manual)
I. GENERAL PROCESS
A. Planning
Ashland Planninq Pre-App Info
B. Engineerin~J
Ashland Enqineerinq Homepaqe
Medford Enqineerinq Homepaqe
RVS Homepaqe
C. Surveying
Ashland Survey Control Network
D. Building Division
Ashland Buildinq Division Flowchart
E. Other
Ashland Airport Encroachment Zone
II. DESIGN
A. Roads & Walks
II.A2 ADA Accessibility Guidelines
II.A3 ODOT Disabled Parkinq Standards
II.A4 Ashland Street Standards
II.A4 Medford Street Standards
II.A5 Ashland TSP
II.A5 Medford TSP (Draft)
B. Excavation & Trenching
II.B.1 OUCC utlities handbook.pdf
II.B.2 USFS Soil Bioenqineerinq Guide
C. Sanitary Sewer & Pollution Control
II.C.1 DEQ 340 Div52 Apendix Apdf
D. Storm Drainage & Stormwater Quality
11.0.1 Ashland Stormwater Master Plan
11.0.22004 Portland Stormwater Manual
11.0.3 ESA manual - Clean Water Aqencies
E. Water Supplly & Distribution
II.E.1 Cross connection Manual
F. Electrical Power & Lighting
G. Landscapin'9 & Irrigation
S:\ESPI\aLdoc (12.15.2004)
~
"'0
CD
~
0..
......
a
CD
VJ
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Engineerin~~ Standards for Public Improvements Appendix
1.A.3 Ashland Site Desiqn and Use Standards
11.8.2 Ashland Street Tree Guide
H. Othelrs
II.H.1 FEMA EO utilitv mitiqation
II.H.L~ FEMA EO Hazard Mitiqation
III. DRAFTING
III.A CE base.dwq
III. B l\Jationalcadstandard .orq
IV. CONSTI~UCTION
A. PE~rmits & Instructions
B. Standard Specifications
IV.B.1 APWA-ODOT Supplemental Specs
IV.B.:2 BOll Waqe Rates
IV.B.:} RVS Supplemental Specs
C. Standard Details
IV.C.1 APWA-ODOT Standard Details
IV.C.2 Medford Standard Details
IV.C..2 RVS Standard Details
D. Erosion Control
USA EC Manual
E. Tr,affic Control
11.1.1 ODOT Siqn Policys
V. AS-BUILTS
JC SmartMap Homepaqe
City of Ashland Engineering Standards for Public Improvements Appendix I: Process
Planning
Engineering
Appendix A 1 :
City of Aslh land
General Process
Requirements
Surveying
Building
Oth e rs
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City of Ashl1and Engineering Standards for Public Improvements Appendix I: Process
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
CITY OF ASHLAND REVIEWS & APPROVALS:
Planning Divisiion Approvals:
Plannin';) Commission Approval: Subdivisions, Partitions, & Land Development in General.
Plannin';) Staff Approvals: mayor may not require a Planning Commission hearin';J.
Site Plan Reviews: primarily on individual tax lots (not Public Right of Way)
Environmental Constraints Permit: Construction within any of the following:
· Hillside Lands
· Riparian Areas
· Floodplain Corridor
Tree Commission Approval: Tree removal Permits & Tree Preservation Plans.
Historic Commission Approval: construction in historic districts or buildings.
City Council Approval: in Coordination with Public Works.
. Annexation
· Extension of Sewer Services outside City Limits
· Extension of Water Services outside City Limits
· Street Name Changes
· Vacation of ROW or Public Easements.
Public Works Engineering Division Approvals:
Public Works Staff Permits
Engineering Review:
· Public Improvement Permit: Large Projects in ROW or PUE
· Miscellaneous Public Works Permit: Small Projects less than $3000 in value.
· Pavement Cut Permit: trenching where pavement cuts are involved.
· Encroachment Permit: permanent construction within ROW or PUE
· Temporary Closure Permit: lane or street closure
· Driveway Painting:
· Dust Suppression:
Survey Review: Partition Plat, Subdivision Plat, and other survey related work
Airport Commission Approval: Construction within Airport Approach Encroachment Zone.
Forest L.ands Commission Approval: work in City-Owned forestlands & in the watershed.
Traffic Safety Commission Approval: If required by the City Engineer or City Surveyor.
Building Divisicln Approvals: Administered by the Building Official.
Demolition Permit: 2 types, one for pre-1955 structures, one for post-1955 structu res.
IBC Excavation Permit: if more than 50 CY of cut/fill outside of Public Right of Way
IBC Building Permits: Electrical, Structural, Mechanical, Plumbing & others.
Fire Department Review: is incorporated into Public Works Permit & Building Permit process.
Electric Department Review: is also incorporated into Public Works Permit & Building Permit.
Parks DepartmlEmt/ Parks Commission: has authority to oversee the City Parks system
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
OUTSIDE AGENCY REVIEW AND APPROVAL
Many other agency reviews and approvals may be required that are outside the control of the City. They
often dictate the outcome of a design. As such, the Public Works Engineering requires that copies of
concurrent permit applications and approvals be submitted. The following is only a mlrtiallist of agencies:
Central Oregon and Pacific Railroad (CORP) or Union Pacific Railroad (UP): A permit or license is
required from this agency if the pipeline crosses a railroad.
Jackson County Roads & Parks: Permits are required in County ROW, even if located within city limits.
Parts of Clay St, Tolman Creek Rd, E Main, Highwood, and all of Dead Indian Memonial Rd, Emigrant Creek
Rd, Crowson Rd, Peachy St, and Paradise Lane Prather & Pape St are County Roads
Jackson County Planning: Permits are required for construction in the FEMA 100 YElar flood plain
Oregon Department of Transportation (ODOT): ODOT permits are required for the construction in ODOT
right-of-way. ODOT will require a set of design drawings in order to initiate the permitting process. Once
ODOT reviews the design drawings, a list of permits required for the ODOT right-of-way will be specified.
Oregon Department of Environmental Quality (DEQ): Permits are required from DEQ prior to the
beginning of construction, including: NPDES 1200C for erosion control and NPPDES 1500, if soil or
groundwater contamination is present.
Oregon Department of State Lands (DSL): DSL covers permitting for stream crossing and excavation
within Ordinary High Water line of the waters of the state. Permits are required prior to beginning
construction.
Oregon Water Resources Department (OWRD): Permits required if water is taken from the Wrights
Creek, Wagner Creek or Bear Creek, or other waters of the State.
Oregon Department of Human Services Drinking Water Program (previously: Oregon Health Division):
All drinking water projects must get the prior approval from the Oregon Department of Human Services
before constl"uction of the project. Plans need to be submitted to the department, which will then specify
which permits are required. Plans can be submitted during any phase of the design process.
United States Army Corps of Engineers (USACE): This agency monitors all the natural resources. Permits
are required from USACE prior to the construction if construction affects the natural resources or wetlands
including creeks. If excavation is through a creek or any other natural resources, USACE will approve the
permits provided that the natural resources system is not impacted during the construction process. Also, a
free joint permit application for USACE and United Stated Fish and Wildlife Services (USFWS) is available
that USACE files with their permit(s). The EIR report must be
complete prior to USACE issuing a permit.
United State!d Fish and Wildlife Services (USFWS). A permit may be required from USFWS if the project
impacts any ,isted species. A joint permit application can be filed with the USACE permit application.
National OCt~anic and Atmospheric Administration (NOAA). A permit may also be required from
NOAA if endangered species are impacted.
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City of Ashland Engineering Standards for Public Improvements Appendix I: ProCE!SS
PLANNING
NOTICE
If you have the pre-application request forms and all necessary material in our office by no
later than 3:00 p.m. on a Wednesday, the conference will be set up for the next available
Wednesday. There is a $105.00 fee required for all pre-application conferences.
If, however, you do not have all necessary material in to our office by that time, then your
conference will tie delayed for an additional week.
All conferences are held after 1 :00 p.m. on Wednesdays.
PRE-APPLICATION CONFERENCE INFORMATION SHEET
All projects (except single-family residences, duplexes and minor accessory buildings) are
required to participate in a pre-application conference prior to permit issuance or public
hearing scheduling.
The purpose of the pre-application conference is to allow the applicant and the City Staff
to meet and discuss the proposed project early in the development process. This helps to
avoid changes later in the development phase at more cost to the applicant and to the
City. Before a proposal goes before the Planning Commission or Buildin~l Official for
approval or permits, most of the problems should have been worked out and the project
should be ready for approval with only minor changes or conditions attached.
In the conference, all applicable City Ordinances will be reviewed with the applicant, as
well as the requirements for hooking up to the City's sewer, water, storm drain and street
systems. Where applicable, other agencies (e.g. Oregon State Highway Division) will be
invited to participate.
To request a pre-application conference, twelve (12) copies of a plot plan, written
description and other pertinent information related to the proposed development must be
submitted to the Planning Department. At that time, you will receive a sheet indicating the
date and time of the conference.
Copies of the plot plan and information provided are then sent to eac~l concerned
department. Each department prepares written comments and/or attends the
pre-application conference.
The plot plan should contain all applicable elements in the "Site Plan Checklist" plus any
other information pertinent to this proposal. The site plan will be checked to insure all
applicable information is included at the time the pre-application date is set.
At the conclusion of the pre-application conference, you will receive a list of comments on
the project. If more than four months elapse from the time of the conference to your
planning application, a second conference may be called due to changing circumstances
in the City.
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
PLANNING
IMPORTANT FACTS TO REMEMBER
A. To minimize the conflicts at the final design stage, the conference is held at a
preliminary stage and prior to final design. Permits will be issued only after the City has
approved the final design.
B. It is in the best interest of the applicant to base the final design on discussions at the
conferencl3 and plan the construction activities (including invitation for bids) on the City
approved lrinal plans.
C. Other F~estrictions:
1. Permits are required for all signs and fences, and the size and location of signs and
fences must conform to all City ordinances.
2. Any building or sign within the Historic District requires Historic Commission review.
Most large scale projects (new commercial buildings, large additions, civic buildings, or a
change of more than 10% of a commercial building's front fa9ade) in ttle Historic District
should be "preliminarily" reviewed by the full Historic Commission at its monthly meeting.
3. State approval is required on State Highway right-of-way or drainage system.
4. Easements are required for all City utilities.
5. Any building within the flood zone must conform to all flood zone re~lulations.
6. Any development adjacent to the proposed Ashland Creek Greenway could require
dedication or pedestrian access easements.
7. Any planting or removai of trees on the City right-of-way requires a permit from the
Planning Department with a signature from a Tree Commission representative (there is
no charge for these permits).
8. Any street that is under a street cutting moratorium requires City Council permission
to cut the pavement.
D. Developments may be restricted due to unavailability of required City utilities or
inadequate street access.
Any questions regarding pre-application conferences should be directed to the Planning
Department at 488-5305.
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
PLANNING
[] Location of all parking areas and parking spaces, ingress and egress on the site, and
on-site circulation.
[] Use designation for the areas not covered by buildings (e.g. parking, loading, storage,
vacant, open space, etc.).
[] Location and sketches of all proposed signs.
[] Construction materials - wood frame, masonry, etc.
[] Size of structure and number of stories.
[] Preliminary elevations of the building(s).
[] Summary sheet containing the following for commercial and industrial developments:
1) Number of acres in development;
2) Percentage of lot coverage by structures;
3) Total gross square footage of all structures;
4) Number of parking spaces; and
5) Total square Iootage of landscaped areas.
[] Summary sheet containing the following:
1) Number of acres in development;
2) Number of dwelling units for duplexes and apartments, including the units by the
number of bedrooms in each unit, e.g. 10 1 -bedroom, 25 2-bedroom, etc.); and
3) Percentage of lot coverage by:
A) Structures;
B) Streets and Roads;
C) Recreation areas;
D) Landscaping; and
E) Parking areas.
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
PLANNING
SITE PLAN CHECKLIST
[] Project Name.
[] Vicinity Map.
[] Scale (one inch equals 60 feet or larger, except for subdivisions).
[] North Arrow.
[] Date.
[] Street names and locations of all existing and proposed streets within or on the
boundary of the proposed development.
[] Lot layout with approximate dimensions for all lot lines.
[] Zoning designations in proposed development.
[] Zoning designations adjacent to proposed development.
[] Location and use of all proposed and existing buildings, fences, and structures within
the proposed development. Indicate which buildings are to remain and which are to be
removed.
[] Location of all landscaped areas.
[] Location and size of all public utilities in and adjacent to the proposed development
with the location shown:
1) Water lines and meter size;
2) Sewers, manholes and cleanouts; and
3) Storm drainage and catch basins.
[] Locations of drainage ways or public utility easements In and adjacent to the
proposed clevelopment.
[] The location, size and use of all contemplated and existing public areas within the
proposed development.
[] Fire hydrants located within 250 feet of any exterior point on any building in a
residential area, and 150 feet of any exterior point on any building in a commercial or
industrial area.
[] Approximate topography of the site.
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lOof35
City of Ashland Engineering Standards for Public Improvements Appendix I: ProCE!SS
PUBLIC WORKS PERMITS
OVER VIEW
I. All construction within the public right-of-way or public easements shall be submitted to the Public
Works Engineering Division for review prior to construction (City of Ashland Resolution 2000-24).
2. Small projects are charged a fixed fee as shown on the Public Works Construction Permit.
3. Large projects such as subdivisions, land partitions. utility improvements, street construction or
other similar work must submit plans directly to the Public Works Department concurrently with
submittals to the Planning and/or Building Departments. Large projects are charged a fee based on a
percentage of the construction cost of the public improvements. either directly for subdivisions and civil
projects or indirectly through the "one-stop" process for site improvements for new building
construction. Projects are not required to obtain the permits listed below (exception: "no-charge"
permits).
4. "No Charge" Permits: Encroachment and Closure permits resulting from large projects.
PUBLIC WORKS CONSTRUCTION PERMIT GENERAL CONDITIONS
I. Applicant shalll, at the Applicant's own expense, at all times during the term of this Permit. maintain
in force a comprehensive or commercial general liability policy including coverage for contractual
liability for obligations assumed under this Permit. Applicant shall defend. indemnify and save City, its
officers, agents, and employees harmless from any and all claims, actions. costs. judgments. damages or
other expenses resulting from injury to any person (including injury resulting in death.) or damage to
property (including loss or destruction). of whatsoever nature arising out of or incident to the negligent
activities covered under the terms of this Permit.
2.AIl construction shall be in accordance with the City of Ashland Standards & Specifications for
Public Works Construction.
3.A site map or drawing showing the relation to property lines, curbs. or other identifiable physical
features shall be attached to the permit application.
4.AIl permits require notification 48 hours prior to commencing with a project. Inform the Public
Works Department at 488-5587 so that the necessary inspections may be completed.
5. Concrete for sidewalks in the Central Business District must be Davis Buff color #5447 (One lb. per
sack).
SPECIAL CONDITIONS (specific to individual types of permits)
Street Closure Permit This permit is granted for the temporary constriction or closure of a public street,
alley, sidewalk or path. It does not substitute for obtaining the necessary permits required on federal
highways, state highways, county roads or roads not within the city limits. Proper warning signs. regulatory
signs, detour routes, and/or other safety measures must be utilized in accordance with the MUTCD and the
Traffic Control Manual for Maintenance & Construction (Rev. 9/0 I) (available upon request). Closures that
significantly change traffic patterns require that a traffic control plan be submitted 5 days prior to closure.
Dust Suppression Permit: This permit is granted for the use of a dust suppressant on a City street or alley. It
does not cover federal highways, state highways, county roads or any road not within the city limits. The
dust suppressant used must meet approval of the City of Ashland and the Department of Environmental
Quality. Applicants must submit MSDS sheets of the material to be used. Proper warning ancl regulating
signs and/or other safety measures must be utilized and shall remain in place for at least 24 hours following
application of the suppressant. Permittee is responsible for all damages caused during the application of the
suppressant and agrees to defend, indemnify and, hold the city harmless for any damage that may occur
from use of the suppressant.
Miscellaneous Construction Permit: This permit is granted for construction performed within the public
right-of-way not otherwise included below. This permit covers but is not limited to a combination of
construction of new curb, gutter, drainage ways, sidewalk. driveway, or driveway apron, together with other
aspects requiring review, such as street closures. design review, or other factors requiring City approval.
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MiscellaneoLls Public Works Permit: This permit is granted for curb, gutter, sidewalk, driveway, or driveway
apron repair This permit also covers various other projects including, but not limited to, sidewalk closure,
curbside-parking closure and various other minor construction items in the public right-of-way.
Excavation Permit: This permit will be issued for the cutting and excavation of streets or alleys within City of
Ashland jurisdiction. Plowing of utility lines within City of Ashland street right-of-ways, alleys, or public
easements is not permitted.
Additional Street Cut Fee Table
Age of Street Excavation Fee**
Pavement* Longitudinal Transverse
Less than 5 years $3.50/ linear foot of excavation $7.00/ linear foot
Between 5 & 10 years $3.00/ linear foot $6.00 / linear foot
Between 10 and IS years $2.00/ linear foot $4.00/ linear foot
Over IS years $1.00/ linear foot $2.00/ linear foot
*Age of street pavement will be calculated based upon the age of the surf
Driveway Painting Permit: This permit is for the purpose of painting a yellow "No Parking Zone" at the
entrance to a home or business driveway. The marking must meet Ashland standards and specifications.
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City of Ashland Engineering Standards for Public Improvements Appendix I: ProC€!Ss
PUBLIC IMPROVEMENT PERMIT APPLICATION
APPLICANT (LAND OWNER D)
CONTRACTOR (CCB NO:
NAME: COMP ANY NAME:
MAIL. ADDRESS: MAIL. ADDRESS:
CITY STATE ZIP: CITY STATE ZIP
PHONE: PHONE (24 HR):
FAX or EMAIL FAX or EMAIL:
PROJECT INFORMATION ~
NAME: SITE AREA (ACRES)
ADDRESS: NEW IMPERVIOUS (SF):
II START DATE: ESTIMATED DURATION:
PERMIT TYPE
n PUBLIC IMPROVEMENT PERMIT: Cost: 5% of value of Public Improvements (TBD-min $154.00)
D AC D Concrete D Exca vation D Sewer D Storm Drain D Water D Landscaping D Structures [J All
D Ncw D Redevelopment [J Roadwork D Partition D Subdivision D Condominium # of Units/Parcels
Project Description:
I D ENCROACHMENT: Cost: $50.00
Affected Taxlots: Purpose of Encroachment:
I
lD TEMPORARY CLOSURE: Cost: $50.00 $150.00 Street Closure I
I Time & Date : D Sidewalk D Street DAiley D Greenway Notify ODOT if closure effects State Hwy I
n DUST SUPPRESSION, Cost $50.0~."3
Location: Suppressant Type:
- --~
n DRIVEWAY /CURB PAINTING: Cost: $6.00
Length of area to be painted: (See attached standard for approved paints.)
o MISCELLANEOUS PUBLIC WORKS CONSTRUCTION: Cost: $50.00
D Sidewalk D Approach [] Curb D Gutter D Repair D Replace D New D Temp Closure
TOT AL PERMIT COST:
Requirements:
I. All work shall conform to the City of Ashland engineering standards & ordinances
2. Notify public works inspector at 488-5347 at least 24 hours prior to start of work.
3. Attach drawing indicating location of construction with respect to curb or property lines..
APPLICANT'S SIGNATURE
DATE
FOR CITY USE ONLY:
;;]
RECEIVED BY:
DATE:
PERMIT NO.
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PUBLIC WORKS CONSTRUCTION PERMIT GENERAL CONDITIONS
I. Applicant shall. at the Applicant's own expense. at all times during the term of this Permit. maintain in force a
comprehensive or commercial general liability policy including coverage for contractual liability for obligations
assumed under this Permit. Applicant shall defend, indemnify and save City. its officers, agents, and employees
harmless from any and all claims. actions, costs. judgments. damages or other expenses resulting from injury to
any person (including injury resulting in death,) or damage to property (including loss or destruction), of
whatsoever nature arising out of or incident to the negligent activities covered under the terms of this Permit.
2. All construction shall be in accordance with the City of Ashland Standards & Specifications for Public Works
Construction.
3. A site map or drawing showing the relation to property lines. curbs, or other identifiable physical features shall be
attached to the permit application.
4. All permits require notification 48 hours prior to commencing with a project. Inform the Public Works
Department at 488-5587 so that the necessary inspections may be completed.
5. Concrete for sidewalks in the Central Business District must be Davis Buff color #5447 (One lb. per sack).
SPECIAL CONDITIONS (specific to individual types of permits)
Street Closure Permit: This permit is granted for the temporary constriction or closure of a public street, alley,
sidewalk or path. It does not substitute for obtaining the necessary permits required on federal highways, state
highways, county roads or roads not within the city limits. Proper warning signs, regulatory signs, detour routes,
and/or other safety measures must be utilized in accordance with the MUTCD and the Traffic Control Manual for
Maintenance & Construction (Rev. 9/0 I) (available upon request). Closures that significantly change traffic patterns
require that a traffic control plan be submitted 5 days prior to closure.
Dust Suppression Permit: This permit is granted for the use of a dust suppressant on a City street or alley. It does not
cover federal highways, state highways. county roads or any road not within the city limits. The dust suppressant used
must meet approval of the City of Ashland and the Department of Environmental Quality. Applicants must submit
MSDS sheets of the material to be used. Proper warning and regulating signs and/or other safety measures must be
utilized and shall remain in place for at least 24 hours following application of the suppressant. Permittee is
responsible for aJil damages caused during the application of the suppressant and agrees to defend, indemnify and, hold
the city harmless for any damage that may occur from use of the suppressant.
Miscellaneous Construction Permit: This permit is granted for construction performed within the public right-of-way
not otherwise included below. This permit covers but is not limited to a combination of construction of new curb,
gutter. drainage ways, sidewalk. driveway, or driveway apron, together with other aspects requiring review, such as
street closures, design review, or other factors requiring City approval.
Miscellaneous Public Works Permit: This permit is granted for curb, gutter, sidewalk, driveway, or driveway apron
repair. This permit also covers various other projects including, but not limited to, sidewalk closure, curbside-parking
closure and various other minor construction items in the public right-of-way.
Excavation Permit: This permit will be issued for the cutting and excavation of streets or alleys within City of
Ashland jurisdiction. Plowing of utility lines within City of Ashland street right-of-ways. alleys, or public easements
is not permitted.
Miscellaneous Public Works Permit: This permit is granted for curb, gutter, sidewalk, driveway, or driveway apron
repair. This permit also covers various other projects including. but not limited to, sidewalk closure, curbside-parking
closure and various other minor construction items in the public right-of-way.
Excavation Permit: This permit will be issued for the cutting and excavation of streets or alleys within City of
Ashland jurisdiction. Plowing of utility lines within City of Ashland street right-of-ways, alleys, or public easements
is not permitted.
Driveway Painting Permit: This permit is for the purpose of painting a yellow "No Parking Zone" at the entrance to a
home or business driveway. The marking must meet Ashland standards and specifications.
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PUBLIC IMPROVEl\1ENT PERMIT APPLICATION (altemate no 2)
Proiect Name Application Date:
Location: Start Date:
Taxlot No: Total Site Area:
Acres
Description: New Imperv. Area:
SF
Applicant: Contractor:
Address: Address:
CSZip: CSZip:
Phone: Phone (24hr):
Fax or Email: Fax or Email:
Permit Type Public: Improvements Private Improvements Surveying Review: no lots
D Public Improvement (5%) D Asphalt D Asphalt D Subdivision
D Trenching ($154+__) D Concrete D Concrete D Partition
D Closure ($154 or $54) D Electrical Power D Electrical Power D Townhouse
D Miscellaneous ($54) D Storm Drain D Storm Drain D Condominium
D Encroachment ($54) D Sewer D Sewer D Commercial
D Dust Suppression ($54) D Water D Water D Vacation
D Drivewav Paint ($6) D Structures D Structures D Annexation
PERMIT GENERAL CONDITIOr'\IS
1. Applicant shall, at the Applicant's own expense, at all times during the term of this Permit,
maintain in force a comprehensive or commercial general liability policy including coverage for
contractual liability for obligations assumed under this Permit. Applicant shall defend, indemnify
and save City, its officers, agents, and employees harmless from any and all claims, actions, costs,
judgments, damages or other expenses resulting from injury to any person (including injury
resulting in death,) or damage to property (including loss or destruction), of whatsoever nature
arising out of or incident to the negligent activities covered under the terms of this Permit.
2. All work shall conform to most current city ordinances & Enqineerinq Standards for Public
Improvements.
3. Notify Public Works Inspector at 488-5347 at least 24 hours prior to start of work.
4. Concrete sidewalks in the Central Business District must be Davis Buff color #5447 (One lb. per
sack).
Permit granted this ~ day of __, _
for the above named Applicant to use the Project
on the terms specified in the special conditions
for this permit.
Applicant Signature
Date
Applicant Signature
City Reviewer
Date
Permit Number:
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I S of 3S
Age of Street Excavation Fee**
Pavement* Longitudinal Transverse
Less than 5 years $3.50/ linear foot of excavation $7.00/ linear foot -
Between 5 & 10 years $3.00/ linear foot $6.00/ linear foot
Between 10 and 15 years $2.00/ linear foot $4.00/ linear foot
Over 15 years $1.00/ linear foot $2.00/ linear foot
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16 of 35
PUBLIC RIGHT-OF-WAY ENCROACHMENT PERMIT
A. Permittee Name: B. Premises:
~:
Phone:
C. Permit beains: D. Pavment : $50.00
E. Purpose:
1. DESCRIPTION OF PREMISES: City permits Permittee to use the property described in Box B
above ("the premises") on the terms and conditions stated below.
2. TERM: This permit shall begin on the date specified in Box C above and continue until terminated
as provided in paragraph 10.
3. PAYMENT: Permittee shall pay City the sum specified in Box D above.
4. PURPOSE: The premises shall not be used for any other purpose than stated in Box E above.
Permittee shall not use or allow the premises to be used for any unlawful purpose whatsoever.
5. INDEMNIFICATION. Permittee shall defend, indemnify and save the City of Ashland, its officers,
agents, and employees harmless from any losses, claims, expenses, judgments, or other damages
resulting from injury to any event participant or other person or damage to property, of whatsoever
nature, arising out of or incident to this permit.
6. IMPROVEMENTS. Except for the purposes described in Box E above, no improvemEmts shall be
placed in or on the pmmises, and no alterations shall be made on the premises without the prior
written consent of City. All improvements shall be made at the sole expense of PermitteEl. All
improvements made by Permittee on the premises shall be and remain the property of Permittee.
Permittee shall secure all necessary permits and licenses required in connection with the premises
and shall comply with all federal, state, and local statutes, ordinances, and regulations that may
concern, in any way, Permittee's use of the premises.
7. TAXES. UTILITIES, MAINTENANCE. Permittee shall be responsible for all taxes and
assessments, if any, on all real and personal property and improvements on the premises, including
real property belonging to City. Permittee shall pay for all utility seNices furnished to the premises.
Permittee shall, at its sole expense, keep and maintain the premises at all times in a orderly, clean,
and safe condition.
8. ASSIGNMENT. The proviSions of this permit and all of its obligations and rights shall bind any
assignee or legal successor of Permittee, and any purchaser or transferee of any interest of
Permittee's in the property described in box E above. Permittee shall execute and acknowledge a
memorandum of this permit as it affects the property described in Box E above in a form suitable for
recording, and City may record the memorandum.
9. RIGHT OF ENTRY. City speclifically reseNes the right to enter and occupy the premises upon
failure of Permittee to comply with any provision of this permit. City also reseNes the right to enter the
premises for purposes of inspection and to determine whether Permittee is complying with the
provisions of this agreement and to perform acts necessary or proper for the protection, preseNation,
maintenance, reconstruction, and operation of the public right-of-way.
1 O. TERMINATION. In the event of breach of any of these permit terms, City shall have the right to
immediately terminate this permit, to re-enter and repossess the premises, and to hold the same as
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17 of 35
PUBLIC WORKS PERMIT APPLICATION
though this permit had never been made or issued. In addition, this permit may be terminated as to all
or part of the premises when needed for public purposes, or when the City determines that it is in the
public's best interest, upon giving of a 30-day written notice to Permittee of its intent to terminate same.
In the event of such termination, Permittee waives its rights to make a claim for any losses or damages
suffered thereby. In the event of termination, regardless of how effected, Permittee shall, by the date of
the termination, peaceable and quietly leave, vacate completely and surrender the premises, removing
those improvements and fixtures placed or made by Permittee. If any improvements or fixtures are not
removed from the premises and the premises are not completely vacated by the termination date, City
may proceed to remove the same, and Permittee shall pay City, upon demand, the reasonable cost to
City of such removal.
11. WAIVER. Time is of the essence of every provision of this permit. Failure of City to object to the
violation of any provision of this permit shall not be deemed a waiver by City of a subsequent similar
breach or of City's right to demand strict performance by Permittee.
Date:
Date:
Signed:
Permittee,
Signed:
Permittee,
Permit granted this _ day of
premises on thl~ terms specified above.
, 2003, for the above named Permittee to use the
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
STREET NAME REQUEST
Applicant Name: Project Name:
Address: P roiect Location:
Phone: Taxlot No.:
Date: Proiect No.
Requested Street Names:
City Staff will assign the address numbering and distribute to the information to
This review includes review for acceptance with applicable portions of the following standards:
YESNO
rJ
U L
1 ./J
Word
Ashland
Berry
Eagle
Creek
Fair
Glen
Meadows
Mountain
Oak
Park
Spring
Sun
Terrace
Valley
View
Village
Is on the already approved Heritage Street Names List
Is not on the Existing Jackson County Street Names List.
Contains none of the following discouraged words:
Existing Street Names that contain that word:
(Ashland Street, Ashland Lane, Ashland Creek, Ashland Loop, Ashland Mine,
etc.)
(Berry Lane, Blackberry, Strawberry, Thimbleberry)
(Eagle Creek, Eagle Mill)
(Boulder Creek, Clay Creek, Clear Creek, Creekstone, Eagle Creek, Spring
Creek, Wright's Creek)
(Fair Oaks, Fairview, Fairway)
(Glendale, Glendower, Glenn, Glenview, Glenwood)
(Greenmeadows, Meadow Drive, Meadowlark, Mountain Meadows Dr, Oak
Meadows)
(S. Mountain, N. Mountain, Mountain Meadows Dr. , Mountain Meadows Circle,
Mountain View)
(Black Oak, Fair Oaks, Great Oaks, Oak St. Oak Hill, Oak Knoll, Oaklawll, Oak
Meadows,Oakway,)
(Park, Parker, Parkside)
(Spring creek, Spring Hill, Spring Way)
(Sunnyview, Sunrise, Sunset, Sunshine)
(Pineerest Terrace, Terrra, Terrace, Timberline Terrace)
(Valley View North, South, East and West)
(Bellview, Grandview, Hillview, Montview, Mountain View)
(Quiet Village, Village Green, Village Park, Village Square)
The words above should not be part of any new street names because they tend to create confusion
for emergency service providers due to the number of existing streets that already contain these
words:
Also, words that sound very close to the above listed words should be avoided (e.g.: "Ashley" or
"Aspen" are hard to distinguish from "Ashland" in a frantic 911 call).
Each proposed namE~ would be considered on its individual merits, but this list is intended to offer
preliminary guidance for those responsible for naming new streets
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PUBLIC WORKS PERMIT APPLICATION
HERITAGE STREET NAMES LIST
Ahlstrom Conductor for Southern Pacific
Atkinson Prominent Citizen
Briggs Prominent Attorney
Camps Photographer
Cardwell Citizen
Chapman Pioneer Family, Donated
Mickelson-Chapman Fountain in Front of
Library
Chitwood
Coder
Coffee
Cole
Conner
Hotel
Dunn Pioneer Family
Eubanks Prominent Family
Flood Prominent Citizen -
Philanthropist
Fraley Street Commissioner
Frideger l\IIerchant, Prominient Citizen
Galey Citizen
Ganiard F:lrominent Family
Getz School Superintendent
Giddings Stagecoach Driver
Gillette FJost Master
Grainger l\IIayor
Greer Tidings Owner & Editor, Mineral
Springs
Grubb Pioneer Family
Hansen Citizen
Haskins Merchant
Hicks Librarian, Prominent Citizen
Hosley Merchant
Houck Merchant, Houck's Hotel
(Ashland Hotel)
Inlow Prominent Family
Jessel Faith Healer
Kentnor Blacksmith
Knott Police Officer
Kramer Southern Pacific Employee,
Passenger J\gent
Kong Citizen
Leabow Citizen
Pharmacist
Citizen
Prominent Family
Prominent Family
l\IIerchant, Operated Oregon
Lindsay
Family
Loomis
Masterson
McCall
Governor
McGee
McNair
Million
Morehouse
Peil
Perozzi
Perrine
Poley
Ralph
Reeder
Roper
Rosecrans
Works
Sanford
Brakeman
Sealter Citizen
Shaw Citizen
Silsby Citizen
Simpson Merchant
Sisson Physician (was shot and killed
on Water Street)
Songer Physician
Swank Citizen
Swedenburg Prominent Family
Vaupel Merchant
Veghte Contractor
Villard Flailroad Tycoon
Vining Merchant, Theatre Owner
Wah Chung Southern Pacific Employee,
Foreman
Wells
White
Whitney
Willits
Wolf
Wong
Yates
Stockman
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Prominent Citizen, Pioneer
Merchant, Mayor
Pioneer
Prominent Family or Maverick
Merchant
Merchant Family
Pioneer Family
Builder
Merchant
Merchant, Prominent Family
Prominent Family
Prominent Family
Citizen
Prominent Citizen
Prominent Citizen
~;uperintendent of City Water
Southern Pacific Employee,
Pioneer Family
Citizen
Citizen
Pioneer Family
Merchant, Depot Hotel
Citizen
Southern Pacific Employee,
20 of 35
City of Ashland EngineerinH Standards for Public Improvements Appendix I: Process
PUBLIC WORKS ENGINEERING DISTRIBUTION LIST
.~ ::: tI
"; .e" " v
-= :.; ~
u .... C ES C/O
:: g >
>>:.0 8~ u
.'::: l- ~ co
- 0 ~ "8 '- ~ :5
.- ~ C/O
~ ~ ~U:i OJ
~u 0... O::u <"( <"( UTILITY PROVIDERS REPRESENTA TIVE.
0 0 0 0 0 0 Natural Gas Supplier: Avista Dennis Ott
0 0 0 0 0 0 Telecommunication: AFN Patrick Moll
0 0 0 0 0 0 Telecommunication: Charter Dennis Eubank
0 0 0 0 0 0 Telecommunication: Sprint
0 0 0 0 0 0 Telecommunication: Qwest Linda Guptil
0 0 0 0 0 0 Ashland Electrical Dept Scott Johnson
0 0 0 0 0 0 Talent liTigation District: (TID) Jim Pendleton
0 0 0 0 0 0 Sewer Service District: (RVS) Carl Tappert
0 0 0 0 0 0 Ashland Sanitary & Recycling
0 0 0 0 0 0 Other
LOCAL GOVERNMENT
0 0 0 0 0 0 Planning/Land Use Reviewer
0 0 0 0 0 0 Engineering Reviewer
0 0 0 0 0 0 City Surveyor Jim Olson
0 0 0 0 0 0 lEC Building Official Mike Broomfield
0 0 0 0 0 0 Parks Superintendent Don Robertson
0 0 0 0 0 0 Fire Department Reviewer: Margueritte Hickman
0 0 0 0 0 0 Water Supply Supt. Oldfield
0 0 0 0 0 0 Wastewater Service Supt. Ellis
0 0 0 0 0 0 Code Compliance Tree Protection Adam Hanks
0 0 0 0 0 0 GIS Mapping- As built mapping James Newton
COUNTY GOVERNMENT
0 0 0 0 0 0 Jackson County Planning
0 0 0 0 0 0 Jackson County Roads if Co. ROW
0 0 0 0 0 0 JC Building Official
STATE GOVERNMENT
0 0 0 0 0 10 ODOT if in state ROW
0 0 0 0 0 10 DSL if in wetland. OHW. etc
0 0 0 0 0 10 DEQ if more than I acre site
0 0 0 0 0 0 ODFW if fish bearing stream
0 0 0 0 0 0 ODWR if water rights involved
0 0 0 0 0 10 OHS if water line
FEDERAL GOVERNMENT
0 0 0 0 0 0 USFS if on forest service land
0 0 0 0 0 10 FERC if at
0 0 0 0 0 10 USACE
0 0 0 0 0 10 USFW
0 0 0 0 0 [] NOAA
OTHER
0 0 0 0 0 [] Postmaster
0 0 0 0 0 [J Railroad Operator
0 0 0 0 0 10 Adjacent Owners within __ ft.
0 0 0 0 0 10 Home Owners Association
0 0 0 0 0 [J
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21 of 35
PUBLIC WORKS PERMIT APPLICATION
PUBLIC WORKS ENGINEERING SUBMITTAL LIST
'" '"
:~ . Sd
- Q
:..J ~ -:;;
L '-'
> 0::: 0 I
c.. -I
Preliminary Submittal
0 0 0 0 0 0 Topo Survey with trees greater than 6" dbh shown
0 0 0 0 0 0 Preliminary Survey: total site area- Acres
0 0 0 0 0 0 Grading Plan: cut/fill= _CY , max grade = %
0 0 0 0 0 0 Utility Plan: show PUE's & Existing Utilities
0 0 0 0 0 0 Site Plan: Impervious area added= SF
0 0 0 0 0 0 Electronic copy of lot layout to GIS
0 0 0 0 0 0 Proposed Street Names to Ray Smith
0 0 0 0 0 0 Calculations:
0 0 0 0 0 0
Final Submittal
0 0 0 0 0 0 Civil Coversheet /PIP application filled out
0 0 0 0 0 0 Utility Plan (Public 0 Private 0 )
0 0 0 0 0 0 Grading Plan with final contours & elevations
0 0 0 0 0 0 Erosion Control Plan
0 0 0 0 0 0 Tree Protection Plan
0 0 0 0 0 0 Stamped Structural Drawings
0 0 0 0 0 0 Electric Power plan signed by Electric Supt.
0 0 0 0 0 0 Preliminary Final Plat & easement descriptions
0 0 0 0 0 0 Geology / Soils report
0 0 0 0 0 0 Building Permit checklist
Preconstruction Construction
0 0 0 0 0 0 Outside Agency Permit Approvals:
0 0 0 0 0 0 Drawings Signed by City Engineer:
0 0 0 0 0 0 Utility Connection Request
During Construction
0 0 0 0 0 0 Mix designs & Materials Testing Results
0 0 0 0 0 0 Final Public Improvement Construction Estimate
0 0 0 0 0 0 Irrevocable Letter of Credit, check, or bonding
0 0 0 0 0 0 Additional Planning Conditions:
0 0 0 0 0 0 Maintenance Plan & Covenants
0 0 0 0 0 0 Fee Connection Memo Paid
Final Inspection
0 0 0 0 0 0 Revisions to Drawings
0 0 0 0 0 0 Prelim. As-Built Topo Survey Plan
0 0 0 0 0 0 Record Drawing Redlines by Supt.
0 0 0 0 0 0 Punchlist
0 0 0 0 0 0 Paving Report
Final Acceptance
0 0 0 0 0 0 Record Drawing Mylars
0 0 0 0 0 0 Appurtenance Data
0 0 0 0 0 0
0 0 0 0 0 0
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22 of 35
City of Ashland Engineerin~) Standards for Public Improvements Appendix I: Process
PUBLIC WORKS ENGINEERING FLOWCHART LIST
1.1
1.2
1.3
1.4
1.5
2
2.1
PRELIMINARY ENGINEERING & PERMITTING
Obtain Planning Conditions & Pre-Application comments and address each
Obtain Existing "As-Builts" from Public Works & othcr available sourccs
Initiate design process with other utilities & agencies reviewing the project. ( see list)
Submit Prelim. Utility Plan to Public Works & schedule Utility Coordination Mceting
Conduct Utility Coordination Meeting & Receive Public Works Project No.
DESIGN
Submit Public Improvement Permit Application including:
Construction Plans. design calculations & other applicable supporting info.
Prelim. final plat. easements descriptions. & info per local agency checklist.
Distribute Plans per local agency checklist & schedule Rcview Meeting if requested.
Conduct Plan Review Mecting, collect input. and resubmit if rcquestcd.
Notify Utilities and adjacent propel1y owncrs of intent to pave (MIN 120 days prior)
Submit Final Plan check set togcther with reviewer's original (redlined) comments.
Public Improvemcnt Construction Estimate $___
Utility Connection Request
Signcd & recorded dceds for easements. permits, ctc.
Rcceive Rcvised Plan Review Comments and rcsubmit if requcsted.
Submit Vellum Original(s) with Engincer's signature to Agency for signatures.
Pick up signed vellums. print, and distribute final prints per local agency checklist.
SURVEY PLAT CHECK (may occur before. during. and/or after DESIGN)
CONSTRUCTION
2.2
2.3
2.5
2.6
2.7
2.8
2.9
3.
4
4.1
4.2
4.3
4.4
4.6
5
5.1
5.2
5.3
5.4
5.5
Schedule Preconstruction Conference, submit contact info, per local agency checklist
Attend Pre-construction Confcrence, resolvc questions: & reccive signcd permit.
Requcst sewer & storm drain TV Inspection min. one weck prior to paving
Confirm TV Inspection OK & Notify Inspector at least 12 hours prior to paving
Submit Punch List, resolve remaining issues, and schedule As-Built Topo Survcy.
AS-BUlL TS
Submit As-Built Topo Drawing check set (2 copies) & requcst "Final Inspection"
Attend Final Inspection, correct As-Built Topo & resolve remaining issues
Submit Electronic file & Mylar As-Built Topo (max. 15 days after final inspection)
Submit Mylar Record Drawings & data sheets (max. 60 days after final inspection)
Receive Acceptance Letter and begin Warranty Period
G: \pub- wrks\eng\O\ES PI\origi nals\appcnd ices\2005-04- 20\1 a2. doc (4.20.2005)
DATE
See pp.
23 of 35
PUBLIC WORKS PERMIT APPLICATION
PUBLIC WORKS ENGINEERING FLOWCHART
FLOW CHART TO
DEVELOPER / PRE-
APPLICATION
FINAL PLAN APPRO V AL by
PUBLIC WORKS &
ENGINEERING, ALL
UTILIT][S & ACCESS
ELECTRIC / LOCATION OF J
TRANSFORMER, AND SIGNED
BY ELECTRIC DEPARTMENT
BUILDING DIVISION
REVIEW
SOILS ENGINEER
CONTOUR MAP,
CUTS / FILLS,
PRELIMINARY PLAT
EASEMENTS / BOUNDRIES
ROADS
PUBLIC / PRIVATE
RETAINING WALLS
( ENGINEERING
BUILDING PERMIT
PLANNING / LAND USE I
PUBLIC WORKS
DIRECTOR SIGNS PLANS
G:\pub-wrks\cng\O\ESPI\orig & PRINTS 05)
PUBLIC WORKS
PRE-CONSTRUCTION
CONFERENCE 240135
City of Ashland Engineering Standards for Public Improvements Appendix I: ProCI~SS
SURVEY REVIEW FLOWCHART
3
SURVEY PLAT CHECK (may occur before, during, and/or after DESIGN)
3.1 Submit Preliminary Plat & Review fee $
3.2 Distribute Prelim. Plat per Agency Checklist
to City Surveyor (_ lots)
3.3
Obtain Final Planning Approval (Planning Action No.
) if applicable
3.4 Verify that Preliminary Engineering Plans were submitted& distributed (2.1 above).
Verify that Agency Engineer Plan signed final plans (2.8 above).
3.5 Submit Final Plat check set together with reviewer's original (redlined) comments
Preliminary Title Report
Coordinates, & Computation Sheets
Covenants, Conditions, &Restrictions (CC&R's)
Irrigatiotll District Statement
Construction Estimate
Survey Post-Monumentation Estimate
Construction & Survey Bond or Irrevocable Letter of Credit
3.6 Obtain Final Plat Approval Signature of City Surveyor
3.7 Obtain Final Plat Approval Signature from Planning or
3.8 Submit Final Plat Mylar Originals to sign
3.9 Receive Assigned Addresses to new Lots
3.10 Receive signed originals back from Public Works for printing
3.11 Distribute final prints to City Depts.
4.2 Verify Preconstruction Conference was held
4.2 Verify Permit was Issued
4.2 Verify that Final Inspection was Conducted
4.2 Verify that Final As-Built submittal were received
4.2 Verify that Improvements were accepted by Agency Engineer
3.12 Approve Post Monumentation Certificate
SURVEY PLAT CHECK (may occur before, during, and/or after DESIGN)
G :\pub- wrks\cng\O\ESPI\original s\appcnd iccs\200 5-04- 20\1 a2 .doc (4.20.2005)
of 35
DATE
Ashland Engineering Standards for Public Improvements Appendix IA: Process
SURVEYOR'S CHECKLIST FOR PARTITIONS
Date:
Phone:
Developer Name:
Surveyor:
0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
10 0
11 0
12 0
13 0
14 0
15 0
16 0
17 0
18 0
19 0
20 0
21 0
22 0
23 0
24 0
25 0
26 0
27 0
28 0
29 0
30 0
31 0
32 0
Lettering and numbering shall be clear and legible, suitablle for reproduction. Minimum 0.08
inch or 80 scale template. Permanent black ink or silver halida auto-positive. Co. 16.060(1)A
Co.05.200(200) 92.080
Location of partition by :4 Section, D.L.C., Township and I~ange (city if appropriate).
209.:250(3)13.
Date of survey. 209.250(3) b
Surveyor's seal and original signature all original sheets. 92.070.(1) 209.250(3) g
Norttl arrow. 209.250(3) c
Scale of plat. 209.250(3) c
Size: 18" x 24" with margin clear of drafting. 92.080
Material: 3 to 5 mil mylar drafting film.
Show measured distance and bearing from initial point to a monumented section corner, :4
corner, 1/16 corner of DLC corner in Township and Range or to a monumented lot corner or
boundary corner of a recorded subdivision or condominium. 209.250(3) d 92.060(1)
Identify basis of bearing showing from which line of the plat, deed record, previous survey,
solar, etc. 209.250(3) d
Measured bearings, angles and distances used for establishing or re-establishing lines or
monuments separately indicated from record. If "record" show recording
reference .209 .250. (3)e
Surveyor's business name and address. :209.250(3) h
Show relationship of monuments found and set. 209.250(3) f
Description of all monuments found which are shown on map. Give origin of monument if
known, or deed record. 92.050(5)
Tax plat and lot number, lower left corner.
Parcels to be numbered consecutively. 92.050(4)
Lengths and courses of each parcel shown. 92.050(5)
All streets named (or labeled "private" if appropriate). 92.050(4), 92.090(2) b
Location, dimensions and purpose of all easements together with recording reference if
recorded. 92.050(6)
Area of each parcel. 92.050(7)
Curve data: include arc length, chord length and bearing, radius, anlj central angle. 92.050(8)
TID statement received.
Widtll of all streets, alleys, easements. Co. 16.040( 1) (K)
Show abutting streets and subdivisions.
Number sheets (exa"mple: sheet 1 of 3).
Initial Point described and identified. 92.060(1)
Boundary Line Agreements with recording number.
Legend, showing: description of monuments found and set (include descriptions of surveyor's
cap), abbreviations, symbols.
All signatures in black india type ink. 92.080
Narrative. Co. 209.250(2)
Plat check fee received.
Certificates and approvals:
a. Surveyor's Certificate. 92.070(1)
b. Planning Approval. Co. 16.060(1) H 92.044(2) a
c. City or County Surveyor. 92.100(1)
_ d. Clerk. 92.120(2)
_ e. Exact copy certificate. 92.120(3)
Checked By: .
G: \pub- wrks\cng\O\ESPI\origina I s\appendices\2005-04- 2 0\1 a2 .doc (4.20.2005)
26 of 35
City of Ashland Engineering Standards for Public Improvements Appendix I: Process
EXCAVATION PERMIT CHECKLIST
CITY OF ASHLAND - BUILDING DIVISION
LOCATION:
Applicant:
Phone #
Project name ._-
Project Engineer(s) or Developers name and phone number
Signed plat or tentative plat, signed by Engineering Dept.
Site plat for all utilities - Approved by Public Works Dept.
Storm, Sewer & Water (Public / Private)
Electric, including location of transformers) signed by Electric Dept.
Soils Engineers / geology report
Contour Map showing: Elevation cuts, Fills and Yardage (approx. cu.yds.)
Retaining walls --
Easements / Right of Way: Location / Type
Roads: Public or Private
Utilities under Roads / Driveways: Public or Private ._-
Building Dept Permit required
Plumbing Description
Electric Description
Structural Description --
Point Person for Public Works:
Signature of Applicant Inspector
submitting plans:
Date:
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27 of 35
Ashland Engineering Standards for Public Improvements Appendix IA: Process
CITY OF ASHLAND - BUILDING DIVISION
EXCA V A TION PERMIT - FLOW CHART
APPLICA TION
FLOW CHART TO ]
DEVELOPER / PRE-
APPLICATION
FINAL PLAN APPROVAL by
PUBLIC WORKS &
ENGINEERING, ALL
UTILITES & ACCESS
ELECTRIC/LOCATIONOF J
TRANSFORMER, AND SIGNED
BY ELECTRIC DEPARTMENT
,-
BUILDING DIVISION]
REVIEW
SOILS ENGINEER
CONTOUR MAP,
CUTS / FILLS,
].
'QTTAINING WAI.LS
( ENGINEERING
PRELIMINARY PI~AT ~
EASEMENTS / BOUNDR~
ROADS
PUBLIC / PRIVATE
BUILDING PERMIT
PLANNING / LAND USE I
PUBLIC WORKS
DIRECTOR SIGNS PLANS
& PRINTS
PUBLIC WORKS
PRE-CONSTRUCTION
CONFERENCE
G :\puh-wrks\cng\O\ESPI\original s\appcndices\200S-04- 20\Ia2.doc (4.20.2005)
28 of 35
City of Ashland Engineering Standards for Public Improvements Appendix I: ProC€!Ss
AIRPORT APPROACH ENCROACHMENT ZONE
If a project lies within the airpor approach zone indicated below (see isometric view on following
page), Approval is required from the Airport Commission before any new construction can occur.
A request must be submitted to the City Engineer's office indicating the elevation of the top of the
proposed construction. Please include a detailed site plan that contains enough information to
verify the exact location of the construction on the City's topographic maps. The Airport
commission nonnally meets monthly, and the meeting date dictates the approval timeIine.
~2::' 1'/I:::t
PRIMARY\
SURFACE-',
RURAL
,r:::;ESI DE\} riAL
CH H""...
G: \pub- wrks \cng\O\ESPI\original s\append ices\2005-04- 20\1 a2 .doc (4.20.2005)
29 o! 35
Ashland Engineering Standards for Public Improvements Appendix IIA: Design
AIRPORT APPROACH ENCROACHMENT ZONE DIAGRAMM
SUMf\k.RY OF
APPROACH CRITERIA
RNI 12.30 _ EXIST~~~=l FUTURE
~-..._~- - --
--._--
R/W LENGTH: 3400' -I 4300'
I
"------
APPROACH SUR FACE:
-~------
LENGTH GOOQ' ~OOO'
SLOPE 20:1 20:1
---------- -
TYPE VISUAL VISUAL
CLEAR ZON'::
INNEH WIDTH 250' 250'
- - -
OUTER WIDTH 450' 450'
----------
LENGTH 1000. iQOO'
r'9001~!0' NOTES:
I"
/,~
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/2
,J
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/~
l
~
ISOMETRIC VIEW
~
~
~\::."'/ RUNWAY
~ RUNWAY~ ~
,,~ PRIMARY SURFACE
. THE EXISTING 3400' RUNWAY IS BA:;:C UTILITY I. EXPANSION TO BASIC U~U-Y II IS BY A 300' SOUTHEAST EXTFNSIC
GENERAL UTI lilY BY AN ADDITIONAL EXTENSION OF 600' NORTHWEST. THI!: PLAN PRESERVES AND PROTECTS FOR I
UTILITY STANDARDS.
. PENETRATIONS OF TI~E HORIZONTAL. CONICAL AND APPROACH SURFACES ARE AS ILLUSTRATED AND TABULATED. P
REPRESENT A COMPOSITE OF HIGHEST TERRAIN IN THE APPROACH ZONE. ALL ROAD ELEVATIONS INCLUDE 15' FOR (
ANCE REOUIREIVENTS. ALL TREE ELEVATIONS EXCLUDE ADDITIONAL GROWTH!.
. TilE CONTROLLING OBSTRUCTION IN THE APPROACH TO RUNWAY 30 IS DEAD INOIAN ROAO. THE REOUIRED ClEARA
15'. AND THE AVAILABLE CLEARANCE IS 10'. rHRESHOlO RElOCA nON ANAL YSIS INDICA TES NU DISPLACEMENT IS R
OUIRED FOR FUTURE CONDITIONS.
. THE CONTROLLING OBSTRUCTION IN THE APPROACH TO RUNWAY 12 IS A 35' Fl.AG POLE AT THE CEMETERY. RELOCf
TO LOWER TERRAIN OR A THRESHOLD CISPl.I\CEMENT OF 200' IS I,ECESSARY.
. HE'IGHT RiOSTRICTION ZONING IS CURREIJTLY IN EFFECT. SEE' THE LAND USE PLAN FOR l.I\ND USE RECOMMENDATlO'
. DATA SOURCE CURRENT USGS BASE MAPS. CITY OF ASHLAND FIELD SURVEY OF MAY 24. 1976. AND PREVIOUS AIRPO
LA YOUT PLAN.
. FUTURE AIRPORT ELEVATION IS ESTIMATED 188T MSL. AIRPORT REFERENCE POINT COORDINATES ARE AS FOLl.OWS
LATITUDE
LOrJGITUDE
EXISTING
42011'30"N
122039'30"'11
FUTURE
42011'31"'1
122039'31'W
G :\puh- wrks\eng\O\ES PI\origi nal s \append ices\2005-04- 20\la2. doc (4.20.2005)
30 of 35
Ashland Fire & R{~scue
455 Siskiyou Boulevard, Ashland, OR, 97520 (541) 482-2770
Commercial Development Requirements
CITY OF
ASHLAND
Access
The furthest point on the building envelope must be within 150' from the approved fire apparatus
operating location. Distance is measured from the approved fire apparatus operating location at the
street, along an approved route, i..e., down the driveway, and around the exterior of the building
envelope to the furthest point. If access cannot be provided from the street, it may be located at an
approved location on a driveway or private drive providing it meets fire apparatus access standards.
Hydrant Spacing on new streets in commercial and multi-family developments is 250'.
Hydrant Spacing on new streets in residential developments is 350'.
Hydrant Distance to Structures: in Commercial & Multi-Family Developments
Hydrant distance is measured from the hydrant, along a driving surface, to the approved fire apparatus
operating location. Hydrant distance shall not exceed 200 feet. Increases in this distance are not
permitted unless fire sprinklers are installed. Hydrant distance for commercial & multi-Dlmily
dwellings can be increased to 500 feet if an approved fire sprinkler system is installed.
Hydrant Distance to Structures in Residential Developments
Hydrant distance is measured from the hydrant, along a driving surface, to the approved fire apparatus
operating location. Hydrant distance shall not exceed 300 feet. Increases in this distance are not
permitted unless fire sprinklers are installed. Hydrant distance for commercial & multi-family
dwellings can be increased to 600 feet if an approved fire sprinkler system is installed.
Fire Apparatus Access
Commercial & Multi-Family Dwellings - Fire apparatus access must be 20' wide supporting
44,000 pounds, no parking, have a maximum slope of 15%, and have vertical clearance of 13'
6". Inside turning radius is 20' and outside turning radius is 40'.
Single Family Dwellings - Fire apparatus access must have 15' clear width with center 12'
width supporting 44,000 pounds when serving one lot, and 20' clear width with center 15'
supporting 44,000 pounds when serving two or three lots, no parking, have a maximum slope
of 15%, and have vertical clearance of 13' 6". Private drives which act as fire apparatus access
serving more than three lots are required to have a minimum 20' driving surface supporting
44,000 pounds. With the installation of tire sprinklers, 200' of the driveway is allowed to have
18% slope. Inside turning radius is 20' and outside turning radius is 40'.
Hydrants in General
Hydrants must have 3' of clearance from the furthest projection of the hydrant all the way around.
Fences, landscaping and other items may not obstruct the hydrant from clear view.
Fire Flow
Fire flow is determined by Table BI05.1 in Appendix B of the Oregon Fire Code. A fire flow
reduction of up to 50% can be allowed with the installation of a fire sprinkler system. Square footage
of a structure for the purpose of determining fire flow includes all areas under the roof including
garages, covered decks, basements and storage areas.
Fire Apparatus Turn Around
An approved fire apparatus turn around is required for dead end roads and private drives 250' or
greater in length. Diagrams indicate approved turn around dimensions. The turn around must be
identified in approved manner as a fire lane and must remain clear at all times with no parking
permitted.
Addressing
Building numbers or addresses must be plainly visible and legible from the street fronting the property.
If property has a flag drive or other driveway used as fire apparatus access, additional building
numbers or addresses must be plainly visible at all access intersections and on the building' from the
fire apparatus access. All addresses and street signs identification must be in place with temporary
signs when construction begins and permanent prior to issuance of any occupancy.
"c. ,,"
' .
,
.. .,...
Minimum Turn-Around Standards
!~o' "i
BO' 1
20'
~
r
20~
Clearance Area-
+
1
20'
~
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50'
25'
\-
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20'
J
Ashland Fire & Rescue
Private Filre Main Requirements
CITY OF
ASHLAND
Private fire mains for hydrants shall be installed according to the Oregon Fire Code, NFP A 24 and City
of Ashland standards. City of Ashland standards require the use of 6" dry barrel hydrants.
1. Contact Ashland Water Department at 488-5353 to determine requirements.
2. Three sets of scaled plans and specification sheets shall be submitted to Ashland Fire &
Rescue including, but not limited to the following items:
o Valves - location and size
o Hydrants - location, size, type, thrust block and type of protection
o Piping - location, depth,
3. Plans will be reviewed and accepted by Ashland Fire & Res(~ue and Ashland Water
Department prior to installation of mains and hydrants. The attached checklist will be used
to review the plans.
4. Acceptance tests will be completed according to the Oregon Fire Code and NFP A 25.
Contact Ashland Fire & Rescue at the time of installation for the following:
o Inspect all underground piping, thrust block and materials prior to backfilling.
o Witnessed hydrostatic test with joints exposed prior to backfilling.
o Backflow prevention device must be tested by a private company. Provide results to Ashland
Water Department.
o Witnessed flush to be coordinated with the Water Department and AF&R.
o Flow test to be coordinated with the Water Department and AF &R. There is a $100 fee for
the flow test, which must be paid for in advance at Community Development, 51 Winburn
Way.
Plan reviews and acceptance tests will be completed according to Oregon Fire Code and NFP A 24 & 25.
Refer to AF&R's Private Water and Hydrant System Plan Review Check List and Private Water and
Hydrant System Acceptance Test for complete expectations.
Ashland Fire & Rescue
455 Siskiyou Blvd.
Ashland, Oregon 97520
www.ashland.or.us
Tel: 541-482-2770
Fax: 541-488-5318
TTY: 800-735-2900
rA'
Ashland Engineering Standards for Public Improvements Appendix IA: Process
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Roads & Surfacing
Soils & Excavation
Sanitary Sewer
II. Design Standards
Storm Drainage
Water & Fire Protection
Electrical, Communication
Landscaping & Irrigation
Other
\\COMP AQ I \DA T A\GOV\pub-wrks\eng\0\ESPI\originalsappcndices\2005-04-20\00 tahs.doc Rev. 04.21.05
9 of 16
~
APPENDIX 11.A.1
ASPHALT-CONCRETE PAVEMENT STRUCTUllE
DESIGN GUIDELINES (2002)
Asphalt-Concrete pavement structures shall be designed using the City of Medford crushed rock
equivalent method outlined as follows:
1) TRAFFIC INDEX
The Traffic Index (TI) shall be determined using the following formulas and the street design
criteria as provided by the engineering and Development Division of the Public Works
Department.
EAL = (0.02) (VPD) (l00 - % Trucks) + (25.1) (VPD) (% Trucks)
Where:
EAL = Equivalent Axle Loading expressed as the total number of
Equivalent 18,000 lb single-axle load applications expected
During the 20-year design period.
VPD Vehicles Per Day as provided by the Engineering and
Development Division
Trucks % trucks (expressed as a percentage) as provided by the
Engineering and Development Division
)
Minimum EAL Design Value shall be 50,000
And:
TI = 9.0 (EAL/1,000,000) 0.119
The following standards shall be used for determining residential subdivision street traffic indexes.
1
Street Classification Desi~n Capacity VPD % Trucks EAL TI
Minimum Access 30 (Residential) 1 815 (Res.) 3.5 (Res)
Drives (Residential, 50 (Commercial & 1350 (Com.) 4.0 (Com)
Commercial, & MFR) MFR)
Alleys 120 1 156,480 4.5
Residential Lane & 1,000 2 52,160 6.33
Minor Residential Street
Standard Residential 3,000 2 156,480 7.22
Street
Minor Collector 6,000 3 463,440 8.21
Major Collector 10,000 3 772,400 8.73
Arterial, Commercial and Industrial street TI's are to be calculated using the above formulas and
design capacities provided by the Engineering and Development Division. Alleys and minimum
access drives shall use Tl's of 4.5 and 3.5 respectively.
r
2) SUBGRADE SUPPORT
The "R" (Washington) value for sub grade support shall be determined by actual soil tests
certified by a Professional Engineer, registered in the State of Oregon. However, the City
will accept an "R" (Washington) value of"2" for design purposes without verification by
soil testing. The attached soil support correlation chart may be used to convert other soil
support parameters, e.g. CBR & MR to the required "R" (Washington) Value. The
Engineer shall submit to the City a copy of the soils investigation and test results with the
soil support values obtained.
3) CRUSHED ROCK EomV ALENCY
Determine the asphalt pavement structure crushed rock equivalent using the attached rock
equivalent (CRE) design chart and the TI and "R" values from the previous steps.
4) ASPHALT CONCRETE PAVEMENT STRUCTURE DESIGN
The Asphalt Concrete Composite Pavement Structure shall be designed using the above
determined crushed rock equivalency and the following layer design parameters and
minimum design standards. Materials and placement shall conform with the APW A
Oregon Chapter 1990 Standard Specifications for Public works as amended by the City of
Medford.
~
· Structural Section Design Parameters
I-inch of Asphalt = 2 inches CRE
I-inch of 1" --{) or~" --{) crushed rock = I-inch CRE
I-inch of 4" --{) crushed rock = 0.70 CRE
I-inch of Jaw run shale = 0.50 CRE
Geotextile Fabric = 0 CRE
· Minimum Asphalt Pavement Thickness
3" mlinimum for Residential Streets, Alleys & Min. Access Drive
4" minimum for Collector designated streets
5" minimum for Arterial designated streets
· Minimum Jaw-Run shale layer thickness shall be twice the "Jaw" dimension
· Non-woven subgrade geotextile conforming to 1996 ODOT Standard Specifications for
Highway Construction Section 02320 shall be used on all street sections except those
placed on solid rock subgrade or subgrades with R (Washington) value exceeding "65".
(
"
5) NEW STREET CONSTRUCTION RETAINING EXISTING ROADWAY
>> STRUCTURAL SECTION
If it is desirable to retain the existing roadway section within the new construction limits,
the following investigation of the existing roadway section will be required.
The existing roadway shall be cored along the centerline and 2-foot inside of both
roadway edges at 200' intervals. The core shall include a representative sample of
the sub grade material. The subgrade material shall be analyzed per section 2 and
the structural section designed using sections 1, 3 & 4 of this guideline.
J
>>
~ .. .
son Support Correlations
J
~
CITY OF MEDFORD
STREET STRUCTURAL SECTIOtl
DESIGN CHART
(CRUSHED ROCK EQUIVALENT METHOD)
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N:\!Wl1rINS\ACCRItT2.DWC
Illta
((IF
· II Dregon
~ John A Kttmaber. MD.. Governor
December 20,2001
Department of Transportation
Tra~fic Management Section
355 Capitol Street NE, Fifth Floor
Salem, OR 97301-3871
Phone: (503) 986-3568
Fax: (503) 986-4063
FILE ~ODE:
To: Distribution
Oreqon Department of Transportation Disabled Parkinq Standard~~
The standards for disabled person parking places adopted by delegated authority
from the Oregon Transportation Commission are enclosed for your use.
The drawings and text have been modified slightly from past mailings to reflect
new legislation and the new edition of the Manual on Uniform Traffic Control
Devices. The fine increase to $450 is effective on January 1, 2002. The new
Manual on Uniform Traffic Control Devices requires all striping in parking lots to
be white in color except for the optional blue background and curb markings.
Dimensions have been added to the drawings depicting vehicle areas. The
"universal parking space" has been deleted from the standards. Wheel stops
shown on the drawings are optional.
Signs mounted on structures will vary with location but must be visible to the
person entering the parking stall. Post-mounted signs must be installed 7' from
ground line to bottom of sign. This will tend to reduce vandalism and puts the
sign up high enough that pedestrians will not hit their heads on the side of the
sign. The height requirement complies with the Manual on Uniform Traffic
Control Devices.
An updated list of sources where signs are commercially available is enclosed for
your use. Also included is a list of striping companies that can stripe these types
of parking places. A list of places where pavement stencils can be rented or
purchased has been added.
One additional page showing allowable slopes has been added to this packet at
the request of the State Building Codes Division.
If you need further assistance or have comments about this mailing, please feel
free to write me at the address in the letterhead or you may phone me at
(503) 986-3603.
r!luJL J&~
Orville Gaylor if
Sign Engineer
Enclosures
Form 734-2272 i6-9bG:dpy
Disabled parking places standards
R3
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Disabled Parking
Standards
December 2001
'----------
OREGON DEPARTMENT of TRANSPORTA TlON
HIGHWA Y DIVISION
TRAFRCN~NAGEMENTSECTlON
http://www.odot.state.or.usltstrafmgtpublicl
OREGON TRANSPORTATION COMMISSION
Standards for Disabled Parking Places
In accordance with ORS 447.233, the Oregon Transportation Commission adopted
standards for disabled person parking places, which took effect on January 22, 1992.
All new construction is required to meet new minimum standards. The standards are in
compliance with 28 CFR Part 36 published by the Department of Justice in the Federal
Register.
Different standards for signing and pavement markings have been adopted for
public/private facilities and the state highway system.
The signing, pavement marking, and pavement striping standards are enclosed for your
use and distribution. Please note that these are minimum standards. Pavement
markings and stencil are required to be white. The use of blue curb and blue
background on pavement stencils is optional. The symbol for the signs and pavement
markings is the international symbol of access as shown in the revised Standard
Hiqhway Siqns book published by the Federal Highway Administration. All signs are
required to be retro-reflective. Install post-mounted signs with 7' e:3") clearance to
ground line. When signs are mounted on buildings or piers. the vertical clearance does
not apply. The signs have to be readable by a person driving by the spaces even when
the spaces are occupied.
Van-accessible spaces consist of a nine-foot parking space with an eight-foot aisle.
Each van-accessible space shall have signs (OR20-6B) and (OR20-6D) mounted near
the side of the parking space so that the sign can be seen even if the space is occupied.
The sign should not be over two feet inside the outside stripe of the disabled space,
other wise the sign may not be visible. The sign can be mounted on the left or right side
of the space. Any vehicle with a DMV disabled permit can use van-accessible spaces.
Standard spaces consist of a nine-foot parking space with a six-foot wide aisle.
The number of spaces open to the public shall comply with the following:
Total ParkinQ in Lot
1 to 25
26 to 50
51 to 75
76 to 100
1 01 to 150
151 to 200
201 to 300
301 to 400
401 to 500
501 to 1000
1001 and over
Required Minimum Number of
Accessible Spaces
1
2
3
4
5
6
7
8
9
2% of total
20 plus 1 for each 100
Over 1000
Except as provided in (b). access aisles adjacent to accessible spaces shall be six-foot
wide minimum.
(b) One every eight accessible spaces. but not less than one, shall be served by an
access aisle eight-foot wide minimum and shall be designated uvan accessible."
Outpatient units and facilities: 1 0% of the total number of parking spaces provided
serving each such outpatient unit or facility.
Units and facilities that specialize in treatment or services for persons with mobility
impairments: 20% of the total number of parking spaces provided serving each such
unit or facility.
For further information and requirements on disabled person facilities check the State
Building Codes (Chapter 11).
You may want to especially check on the requirements for:
1/Grade
'1:../ Ramp location
3/ Aisle location
1:/ Space location
'i./ Aisle width (through traffic lane)
OG/plg
OTC Disabled Parl<ing Space Compliance Standards Effective 1-22-92
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MINIMUM ST ANDARD
SINGLE -DI~;ABLED PERSON
P ARK,ING SPACE
~
,..,..,.. WITM o...w.. v.
crs.AlllLD f'DMT OM.. "(
vu.....11JftS SUSJEI:'T TO
OIlS'::,':".... -OR20-5B SIGN
lP TO H50 I,IClOI:
OIlS N.'"
I VAN-ACCESSIBLE I - OR20-50 SIGN
CURB RAMP wi
I DETECTABLE
,,' ',,' '" ' ',,' '" . ~ ','", ,,' ,,,(;; WARNING
^ ... . . ACCESSIBLE ROUTE ..,.. .. . .
." OR20-5B ~'.""""."" ' " , . J
OR20 50 . ....." '''" , L'.'
. .' . ~ . . .
1=====1
WHEEL STOP )
(TYP .)
PAINTED ~.~~-
STRIPES
L> 300 TYP.
J
-T
2' TYP.
-~
-
r-
9'
8'
WHITE STRIPING AND PA VEMENT STENCIL. REQUIRED
STROKE WIDTH ON SYMBOL IS 3" MINIMUM
BLUE BACKGROUND AND BLUE PAINTED CURf3 OPTIONAL
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MINIMUM ST ANDARD
DOUBLE -DIS,ABLED PERSOI~
PARKING SPACE
CURB RAMP wi
DETECTABLE
" . ". ." . .,,'. . ~ . ".,,' . "~Ll WARNING" Ll
. .) . : .' . Ll A C C ~ ~ SIB L E R 0 UTE:" . '"." .. Ll I. " . I :" I..". . Ll
" OR20 68' ." Ll . Ll ". " . OR20-68 ~ "
OR20 6D . " ~~~I~N~~ ~~
~
'AIIlUC I'l'TH IULY.
tlfSoIiI..ED~QIlLl
nJU.TOR:S SlLECT TO
TOWN; lHO - OR20-68 SIGN
0filS &QO .uG F"K.
l.P TO HSO LM:JD:
00lS 0UI5
I VAN-ACCESSIBLE I - OR20-6D SIGN
1=====1
WHEEL STOP)
(TYPJ
PAINTED ,q' L=
STRIPES \
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91
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1=====1
~ 30' TYP.
~
2' TYP.
~
81
9'
WHITE STRIPING AND PAVEMENT STENCIL REQUIRED
STROKE WIDTH O~~ SYMBOL IS 3" MINIMUM
BLUE BACKGROUND AND BLUE PAINTED CURB OPTIONAL
t .
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Sion L eoend:
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SiQn No.
OR20-6B
~ 12" .1
l'Iz'R
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~ -
5'
-
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18" F' ARKING WITH D.M. V. ~~,
DISABLED PERMIT ONLY ~ 16
~.
VIOLA TORS SUBJECT TO ~16
----1- ~ '
TOWING UNDER ~ 16
4 ~.
ORS 811,620 AND FINE ~ 16
~.
UP TO $450 UNDER ~ 16
----1- ~ '
ORS 811.615 1/4' 15
2'
-- -
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Blue, Retroreflective sheeting
White. Retroref/ective
The Disabled Person parking sign is used to designo.te a
parking space for vehicles with a OMV permit os stated.
T his is the standard sign f or use off the State Highway System.
OREGON DEPARTMENT OF TRANSPORTATION
Approved By: O.T.C.
Dote: 1/92 I Publication Dote: 12/01
3-155
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Sign No. OR20-6D
12"(18" )
> ~~ Yz" R
VAN-ACCESSIBLE rc(I'/z"C)
18"
Sign Background: Blue, Retroref/ective sheeting
Sign Legend: White. Retroreflective
.........
.........
~ The V AN-ACCESSIBLE sign shall only be used with si9n OR20-68
~ to desi9nate these parking spaces thot have on 8-(00t oisle.
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OREGON DEP ARTMEr~T OF TRANSPORT A TIC'
-
-
Approved By: O. T .C.
Dole: 1/92 I Publication Dote: 12/01
3-158
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MINIMUM STANDARD
PARALLEL -IJISABLED PEF~SON
PARKING SPACE
(NOT TO BE USED FOR NEW CONSTRUCTION)
lliJ
PARKING WITH
D.M.V. DISABLED
PERMIT ONLY.
'IOUTOIS llIIECT TO TOnG
UIIOfI 011$ 111.120 1110 FlIIE
UP TO AA IlIDD ltll 111.115.
<" "';>
~ '"
OR20-5C
OR
OR20-58
~
OR20-5C SIGN
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WHITE STRIPING AND PAVEMENT STENCIL. REQUIRED
STROKE WIDTH ON SYMBOL IS 3" MINIMUM
BLUE BACKGROUND AND BLUE PAINTED. CURI3 OPTIONAL
~
SiQn No.
1
OR20-6C
12' -I
11/2'R
/. ~
2' 0
- ~BLUE -
4%'
1/2'== -
PARKING WITH -
1/2,== 1'(
18' D.M.V. DISABLED 1'(
'12'==
1/2'== PERMIT ONL Y. I'C
'12'== VIOLA TORS SUBJECT TO TOliNG =='/2'C
'12 '== UNDER ORS 111.620 AND FINE =='12 'C
1/2'== UP TO $450 UNDER ORS 111.115. ==1/2'C
<~ i.'- -
> Z'x9' Arrow
- ~ 0 v -
II/q' "-.: *'~%'
Sign Background: WhiTe, Retroreflective sheeting
Sign Legend: Green (Blue background w/white symbo/J retroreflective
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TtJe Disobled Person parking sign with orrow is to be used to
designate 0 parking space for vehicles with a DMV permit as stated.
T tn's is the standard sign to use for porallel parking spaces.
OREGON DEP ARTME~jT OF TRANSPORT A TIC i.
Approved By: O.T.C.
,
Dote: 1/92 Publication Dote: 12/01
3-157
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MINIMUM STANDARD F()R
STATE HIGHWAY SYSTE~M
SINGLE-DISABLED PERSON
P AR~~ING SPACE
~
,.aJIlI.lC Iffif D.JiI,.Y.
DISAILlD II"(:JIMf OK. Y
\'Q..ATOfIIS SI..B..EtT TO
D<lS~=FM: - OR20-6B SIGN
LP TO M50 t,IC)(R
OIlS II.Iil5
I VAN-ACCESSlBLE I - OR20-6D SIGN
CURB RAMP w /
z:; DETECTABLE
. "' WARNING
",' . . . J.
. .
"' .
L .
.Q . ,Cl Ll
'" . '"
, ACCESSIBLE ROUTE .
. .:1 . . .
. '" OR20-6B . -: ' .",' ,. '" . . ."'. .
. OR20 6D ... '" . '" ~
'"
-
r--
1=====1
WHEEL STOP)
(TYPol
PAINTED ~.~
S TRIPES I
~)v 300 TYP.
7
-T
2' TYP.
-~
9' 8'
WHITE STRIPING AND PA VEMENT STENCIL REQUIRED
STROKE WIDTH ON SYMBOL IS Lill MINIMUM
BLUE BACKGROUND AND BLUE PAINTED CUREI OPTIONAL
MINIMUM ~ST ANDARD FOR
S TAT E H I (~ H W A 'y S Y S T E ~1
DOUBLE-DISABLED PERSON
PARKING SPACE
~
,.APJUC wmf D.M. v.
tIIS.&8UD 1'OI:WT eM. T
-..:~ TO _ OR20-5B SIGN
ORS II.QQ Net F'K
lP TO t"'5O \NlER
OIlS II.&lS
I VAN--ACCESSIBLE I - OR20-50 SIGN
CURB RAMP wi
I DETECTABLE
V~. ,'I',,"I~ ,I'",,,",,.,, WARNING ~
I, '" '. .'~,,,ACCE~SIBLE ROUTE" " '" '." ," .' .1 : " ,I ." ,,', ,,"
" .
, ", '" " OR20 50
. DR20 50 ,---, " . . (OPTIONAl) ~--- "
1=====1
WHEEL STOP)
nYPJ
PAINTED 4" L=
STRIPES t
1=====1
~ 30' TYP.
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91
81
WHITE STRIPING AND PAVEMENT STENCIL REQUIRED
STROKE WIDTH Ol\j SYMBOL IS 411 MINIMUM
BLUE BACKGROUND AND BLUE PAINTED CURB OPTIONAL
I e
18'
-1
--
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~
2 Lj"
PARKING WITH D.M.V.
DISABLED PERMIT ONLY
VIOLA TORS SUBJECT TO
TOWING UNDER
ORS 811.620 AND FINE
UP TO $~50 UNDER
ORS 811.615
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Sign No. OR20-6B
21//
51//
21/8'
[' 9/ I
-/16
~9/'
----r- 116
-9/.
----y-- 116
-9/.
----y-- 116
-9/.
----y-- /16
-9;; .
---y- ! 15
21/2'
Sign Background: Blue. Retroreflective sheeting
Sign Legend: White. Retroreflective
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The Disabled Person parking sign is used to desiC}note 0
parking area reserved for vehicles with OMV permit 05 stated.
T his is the standard sign for use on the State HiC}hwoy System.
OREGON DEPARTMENT OF TRANSPORTATION
Approved By: O.T.C.
Dote: 1/90 I Publication Dote: 12/01
3-155
~
MARKED CROSSING A T
VEHICULAR AREAS IN
PARKING LOTS
" " " " "
" "' " " " "
"" " "" " " ..
.. .. " " .. "
" " " " " "
CURB
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18'-24' WIDE
PAINTED STRIPES
- VEHICUL AR AISLE
.
10' Min.
DETECT ABLE WARNING
A T CURB RAMP (Typ.l
con
8' ACCESS AISLE
..
" (J)
.. ""
""
.. ""
"'
.. ""
(J)
"
6' ACCESS AISLE
"
""
""
" ,"
. Type ond width of
crosswalk moy vary
from illustratIon.
ACCESSIBLE PARKING PLAN CD
Striping and pavement stencil required
(White preferred)
MARKED CROSSING A T
VEHICULAR AREAS 1[\1
PARKING LOTS
.6
.6
. ~ "t6
.6 .
.6
, ..
~ J3 . J'
.6 . J3 A .,.~'.d. A. .d
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..
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. . .6
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. .6 .6 .
A . . A
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VEHICULAR AISLE-~
18'-24' WIDE~
PAINTED STRIPES
DETECTABLE
WARNING STRIP
, Type and width of
crossw~k may vary
1'rom illustration.
6' ACCESS AISLE
~
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SHEET INCLUDED A T REQUES T ,II
,I
BUILDING CODES DIVISIO 1:
THIS
OF STATE
Rare slopes 10% for landings 4' or wider and 8.33% for
landings between 3' and 4' m wide
!,
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Landing (L) New Constr. 4' min.
Alterations 3' min.
e
s - 0.02
4'Nonn.~
3'Min.
04+-/
PERPENDICULAR SIDEWALK RAMP DETAIL
(Use 'Parallel or Combined Ramp Detail'
when reqd. landing cannot be obtained)
Gutter
\I Up Q~ Max. \rT ~~I' . ,,~
(Typ.)-~
I .. - ." '.'~. ....l
~~; -- u:Yi~'_ "
~ . ~ 12"
g' -i I-
SECTION A-A
WITH MONOUTHIC CURB & SIDEWALK
SECTION A-A
A
A
CURB RAMP
A . "
A
"
. .. .
. ACCESSIBLE ROUTE .
0.6' . . '"" _ ..... A .6.
" "
" "
"
'"
'" "
J3 . A' . A . .
.6' . ,6. .
'. . A . A .
.6. .D' A' ..c A
A .
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Vertical clearance
not less than 98'
over entire parkin<;
& aisle area.
~;2% Slope
over entire
parking &
aisle area
17'
~
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9'
8'
JUN-19-2002 09:50
FROM-_JACKSON CO,PLANNING
15417746791
1'-837
P.002/006 F-976
f-'
MEMORANDUM FOR:
Lawrence Basich, Regional Engineer
FROM:
SUBJECT:
Review of Hydrology for Jackson County, Oregon
This responis to your memorandum dated August 19, i998, requesting that we review tile hydrology f;:Jr
Jackson County, Oregon. Specifically. you asked us to review regression equations documented in the
effective FIS repon, dated September 15, 1993. to detennine if a revision of these FEMA equations was
warranted. With your memorandum, you transmitted a Jetter dated August 7, 1998, from Mr. Ted W.
Cassidy, P.E., Marquess & Associates, Inc., in which Mr. Cassidy described probh::ms associated with
the FEMA equations.
We reviewed the infonnation provided and we agree with Mr. Cassidy's assen:ion that there is a problem
with the FEMA equations documented in the effective FrS report. The FEMA ~quations in question'
comprise two sets of equations for estimating the 10-. 2-. 1- and O.2-perce~t-annual-chance flood
discharges for watersheds greater than 100 square miles (large watersheds) and for watersheds less than
100 square miles (small watersheds). The equations use only drainage area as the explanatory variable
with the large watershed equations based on data for four gaging Stations and the small watershed
equations based on data for six gaging stations. Because the two sets of equations are based on separate
data sets. they provide significantly different estimates for wateISheds in the vicinity of I 00 square miles.
Our first step in evaluating the FEMA equations was to update floodflow-frequency estimates for 19
gaging stations in or near Jackson Counry that an~ not effected by regulation, have a sufficient record
length for floodfIow-frequency analysis, and have a drainage area of less than 1,000 square miles. These
stations are listed in the attached table. We compared the hase ~oOrl disch~rge~fy:'I)TJ'l the FEMA. ~(l'~~t!"'I!~
to the updated gaging station estimates, to estimates from regression equations do<:umented in USGS'
Open-File Report 79-553, and to estimates from new regression equations developed from data for the
19 gaging smtions shown in the attached table. These comparisons are summarized in the attached figure.
In the attached figure, the published FEMA equations (triangles) are estimates from both the large and
small watershed equations and they are potably discontinuous around 100 square miles. As pointed out
by Mr. Cassidy. the base flood estimates from the small watershed equations tend to be too small for
watershed in the vicinity of 100 square miles and the large watershed equations t(md to be too large
relative to the updated gaging station estimates. The FEMA equations do not provide consistent estimates
across all drainage areas in the couilty and we do not recommend them for future use.
Base flood estimates from regression equations in USGS Open-File Report 79-553 aI'I: also shown in the
attached figure (x's) for two hydrologic regions - the Rogue-Umpqua Region and the High Cascades
Region. As shown in the attached Plate 1 from USGS Open-File Report 79-553, the boundary between
JUN-19-2002 09:50
FROM-_JACKSON CO,PLANNING
15417746791
T-837 P.003/006 F-976
2
the two hydrologic regions runs down the middle of Jackson County. The gaging stations listed in the
anached table are highlighted in Plate 1. Although there is considernble scatter in the USGS regression
estimates as shown in the attached figure. these estimates seem to be unbiased and can be used for
estimating base flood discharges in Jackson County.
As pan of the evaluation of the FEMA equations. we developed new regression equations for estimating
base flood discharges for Jackson County using data for the 19 gaging stations in rhe attached table. We
noted a significant difference in base flood discharges for the Rogue-Umpqua and High Cascades
Regions. The gaging stations in the Rogue-Umpqua Region are identified in tht~ attached table with
Region = 0 and those stations in the High Cascades Region are identified as Region = 1. Of the
watershed characteristics given in USGS Open-File Report 79-553, the soils index is the variable that
explains most of the variation in base flood discharges bt:tween the t\Vo regions. We developed the
following regression equation for estimating base flood discharges for Jackson County:
QI~. = 941 Ao.n Sj-o.75
where Ql% is the base flood discharge in cubic feet per second, A is the drainage area in square miles, and
Si is the soils index in inches. The soils index is the m~imurn potential retention (infiltration) and is
computed from hydrologic soil types and land cover as described by Section 4 of National Engineering
Handbook, dated March 1985. Esrimates from the above equarion are summarized in the attached table
and shown in the attached figure as a circle C'new regression"). As can be noted, these estimates tend
to av~rage the gaging station dara and provide reasonable estimates of base flood discharges in Jackson
County. The above equation is easier to use than the USGS regression equations, because it is applicable
to the entire county, and the base flood discharges are mOre in agreement with the updated gaging station
data.
I
In summary, we recommend that the equations given in the effective FIS report not be used because these
equations provide very discontinuous estimates of the base flood discharge for wate~heds with drainage
areas of approximately 50 to 200 square miles. Regression equations documented in USGS Open-File
Report 79-553 provide reasonably unbiased estimates for base flood discharges. The new regression
equation is based on drainage area and soils index and provides more accurate estimates of the base flood
discharges than either the USGS or FEMA equations. This new regression equation is a revision of the
. FEMA equations for Jackson County and should be used for future map revisions.
We trUst that we have addressed your concerns completely. If you have any questions or comments,
please contact me by telephone at (202) 646-2802 or by facsimile at (202) 646-4596.
Attachments
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FROM-_JACKSON CO,PLANNING
15417746791
T-a37 P,005/006 F-976
Summary oftbe base flood discharges and watershed chanlcteri~tics for' 19 ~~agiug stations in
Jackson County. Oregon.
. Station No. = BSGS station number
Area = drainage area in square miles
Soils Index = maximum potential infiltration in inches
Gaged = base flood discharge in cubic feet per second (cfs) from gaging station data
FEMA ::: base flood discharge in cfs from large and small wate~hed equations in effective Flood
insurance Study report dated Septmeber IS, 1993
USGS ~ base flood discharge in cfs from regression equations in USGS Open-File Report 79-553
New -= base flood discharge in cfs from regression equation based on drainage area and soils index
Region"'" 0 for Rogue-Umpqua Region and 1 for High Cascades Region
:: Station No. Area Soils Index Gaged FEMA USGS New Region
(mi2) (inches) ( cfs ) (cfs) ( cfs ) (cfs)
]4327500 ]56.0 4.1 5740 26600 8]20 ]2400 ]
14328000 312.0 5.3 18100 37400 15500 16800 I
14330500 52.0 5.6 2440 2830 2090 4450 1
14332000 83.8 5.6 5630 3350 3420 6270 1
14333000 56.5 5.6 4520 2920 3150 4720 1
14333500 45-5 5.7 2960 2700 3690 3990 I
]4335000 650.0 5.7 49300 53700 25300 27000 1
14335500 138.0 4.2 6070 25100 5920 I I I 00 I
14338000 129.0 3.5 17900 24300 22300 12200 0
14341500 138.0 3.6 7380 25]00 5870 12500 1
14353000 10.5 5.6 1980 1610 862 14]0 I
14353500 8.14 5.6 2295 1470 707 1170 1
14359500 1 ]6.0 3.3 18700 23000 18300 11800 0
]4361300 7.41 3.2 1400 1420 1540 1660 0
14363000 302.0 2.6 28100 36800 45200 28100 0
14362000 225.0 2.1 34800 31900 34900 '26600 0
14366000 483.0 3.2 50400 46400 64800 33700 0
14368500 8.6 3.2 2140 ]500 1690 1850 0
14371500 22.1 1.2 6640 2090 4400 7620 0
JUN-19-2002 09:51
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15417746791
T-a37 P 006/006 F-976
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APPENDIX II.C.2
SANITARY SEWER HYDRAULIC DESIGN CRITERIA
a. General Design Requirements
The boundaries of the study area should be determined by the Agency before initiating
the study. Design calculations are required where 8" diameter gravity sewer is
inadequate to serve the current or future project area. Design calculation will also be
required for developments which are outside the current master plan area, or for 1~ows
directed to another basin. Situations that would require calculations are pipe size
increases to accommodate larger current or future populations, siphons, or any oither
irregularity in the design of the sewer. Complete calculations may also be required for
any structural designs. If computer assisted design software is used to provide the
design calculations, the software designer shall be identified including the version and a
sample calculation shall be provided with the printout.
b. Design Flow Rate
The design of sewer system facilities shall be based on a design flow rate of 350 9allons
per day per residential unit. Commercial uses shall be converted to equivalent residential
units using the conversion rates adopted by the Regional Wastewater Committee.,
Industrial flow rates shall be based on the design flows for the particular industry.
Design Standards
Peaking factor shall be calculated using the following formula:
PF= 1.25 +[14+(4+'" p5)]
where PF is the peaking factor and P is the contributing population in 1,OOO's.
Alternate methods of calculating flow rates and peaking factors may be used, provided
that the design engineer submits sufficient data to justify the alternate methods.
c. Pipe Size and Slope
Pipe size shall be determined using full pipe flow at peak flow conditions. The Manning's
friction factor used for all pipe shall be in accordance with Section II, 2.03(i).
I
The minimum pipe size, regardless of flow rate, shall be 8 inch diameter.
Minimum pipe slopes for various sized pipe shall be as follows:
r
Pipe Size
8"
10"
12"
15"
18"
21"
24"
Minimum Slope (m/m)
0,0040
0.0028
0.0022
0.0016
0.0012
0.0010
0.0008
The minimum slope should only be used when topography and existing sewer depth
ma~;e greater slopes impossible or when anticipated flows are such that scouring velocity
is achieved on a regular basis. Increases in pipe size to allow lower slope will not be
permitted.
No maximum slope is specified, however, where flow velocity at half pipe flow is greater
than 12 feet per second, special design of manholes is required to prevent scour of the
channel or splashing. Velocities of greater than 20 feet per second or more are not
allowed.
(
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Appendix II.B.2
Pipe Materials Table
The following pipe materials are allowed in Public Improvements as Noted
APPLICATION: SS = Sanitary Sewer
so = Storm Drain
Matenal Allowable Pipe Allowable JOint
Application Pipe Material Specification Sizes Depth Range* Specification
SO Concrete (CP) ASTM C-14 12" - 15" 2' - 10' ASTM C443
SO Concrete (RCP) ASTM C-76 12"-144" See Chart ASTM C443
SS & SO Ductile Iron ANSI/AWWA-
151/A21.51 4" - 36" 6" - 25' Tyton Joint
SS & SO Polyvinyl Chloride ASTM 03034,
(PVC) SDR 35 4" - 36" 2'.18' ASTM 03212
SS & SO Polyvinyl Chloride AWWA Std. C900
(PVC) & C905 4" - 36" 2'.18'
SO Polyvinyl Chloride ASTM F794, 46
(PVC) psi, (Ribbed) 12"-24" 2'.15' ASTM 03212
Steel Spiral Ribbed ASTM: Mat. A444 ASTM 01056
SO Pipe (SRP) & 819; Pipe A760; Watertight w/
Design A796 30" - 78" 2' - 40' * neoprene gaskets
, ASTM: Mat. A444 ASTM 01056
SO Corrugated Steel & 819; Pipe A760; Watertight wI
Pipe
I Design A796 30" - 144" 2' - 50' * neoprene gaskets
* Allowable depth ranges for steel pipe will be based on ODOT's Allowable Fill Height Tables, except the minimum
cover in the City of Medford is 2'.
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,
Chapter 2.0
SIMPLIFIED APPROACH FOR STORMW A TER
MANAGEMENT
Summary of Chapter 2.0
This chapter provides a relatively simple approach for selecting and designing facilities that
provide multiple stormwater management benefits, including pollution reduction, peak now and
volume controL It includes:
\
· Introduction
· Applicability and Exceptions
· Combined Sewer Areas
· Total Maximum Daily Loads
· Downsizing
· Access for Operations and Maintenance
· Parking Lots
· Streets
· Stormwater Facility Selection and Design
· Form SIM
To Use This Chapter:
I) Select stormwater management facilities from Section 2.7 to manage each new or
redeveloped impervious surface. Integrate the facilities into the project's overall site plan,
2) Use Form SlM to calculate the required size of each stormwater management facility used,
3) Complete Form SIM to determine if stoDl1water management requirements for the project
have been met. Unmanaged new or redeveloped impervious surfaces should not exceed 500
square-feet.
4) Consult Chapter 3.0 for additional storrnwater management facilities, if the facilities in this
chapter cannot be used,
5) Consult Chapter 5.0 for the operations and maintenance requirements of each stonl1water
management facility.
6) Consult Chapter 6.0 for the landscaping requirements of each stormwater management
facility.
,
Stonnwater Management Manual- Public Draft
Adopted July I, 1999; revised September 1, 2002
Page 2-1
2.1 INTRODUCTION
The simplified approach is a process for selecting and designing pollution reduction and flow
control facilities. Combination facilities are generalIy more practical to build than separate
pollution reduction and flow control facilities, and provide the additional benefit of volume
control. Rather than only detaining and releasing stormwater off-site at increased post-developed
volumes, these facilities help to infiltrate or retain water on-site. On-site retention recharges
groundwater, which provides stream base flow, and keeps water out of Portland's combined
sewer systems. In areas with surface drainageways and streams, on-site retention lessens the
"flashy" high and low flow impacts that the development of watershed basins creates. Stream
erosion and temperature impacts are also lessened. Overall, these facilities help to mimic the
natural hydrologic cycle by slowing and infiltrating stormwater.
BES staff went through a technical process to determine facility designs and sizes that would be
effective on development sites. The process included a review of technical literature, review of
BES monitoring data, calculations, and theoretical analysis. See Appendix D for more
information on how simplified approach facilities were sized,
Facilities designed in accordance with the simplified approach are presumed to comply with the
City's pollution reduction and flow control requirements, Facilities may be "downsized" in
circumstances when flow control is not required, such as when discharging directly to the
Willamette River, Columbia River, or Columbia Slough, See Section 2.3 for downsizing design
and submittal requirements.
With the exception of soakage trenches, the Simplified Approach stormwater management
facilities in this manual do not sufficiently dispose of stormwater. Additional disposal
measures are required through building and plumbing codes, and must be approved by BES and
the Office of Planning and Development Review (OPDR). Examples of disposal facilities
include drywells, soakage trenches, ditches, drainageways, streams and rivers, off.-site storm
pipes, and off-site combination sewers. Contact the Development Services Center at 503-823-
7760 for more information regarding the availability of disposal facilities in your area. See
Appendix G for more information on disposal facilities, including sizing guidelines for private
drywells and public infiltration sumps.
Stonnwater Management Manual- Public Draft
Adopted July], ] 999; revised September I, 2002
Page 2-2
\.
\
2.2
APPLI CABILITY
The simplified approach is applicable to any new development or redevelopment project with
more than 500 square-feet of impervious development footprint area, The simplified approach
must be used to the maximum extent practicable. The following exceptions shall apply:
Exceptions:
The applicant is not required to use simplified approaches to manage storm water runoff from a
site's entirety ifany of the following situations exist. The applicant must submit an explanation
of the exception being requested.
· Due to space constraints or lack of landscaped areas, eco-roofs, roof gardens, and/or porous
pavements are the only feasible options from the list of simplified approaches. While eco-
roofs, roof gardens, and porous pavements may still be selected and receive credit, they are
not required as the only stormwater management option to meet the requirements of this
manual.
· The use of these measures is not practical or safe because of soil or slope conditions. The
City may require an investigation and recommendation of a qualified geotechnical engineer
and/or engineering geologist to demonstrate the applicability of this exception to a site.
If,
· Contaminated soils limit the use of landscaping approaches.
· Required pollution controls for high-risk sites (as identified in Chapter 4.0) conflict with this
requirement.
· The project is a linear development (e.g" transportation improvement or sewer project) in the
public right-of-way, and stormwater is managed through other approved methods,
· The development is located in an area of Portland where flow control is not required (See
Chapter 1.0, Figure 1-3) and discharges to a storm-only system.
None of these exceptions will relieve the applicant of pollution reduction or flow control
requirements. If a portion or all of the development is found to be exempt from using the
simplified approach, the applicant is required to use alternative methods (Chapter 3.0) for
pollution reduction and flow control.
.. .)
Stormwater Management Manual- Public Draft
Adopted July I, ] 999; revised September] , 2002
Page 2-3
2.2.1 Combined Sewer Areas
Because combined sewer overflows (CSOs) occur in wet weather conditions as a direct result of
there being too much stonnwater flow in the sewer, it is important to limit the quantity of
stonnwater entering the combined sewer system to the maximum extent practicable, In many
areas served by combined sewers, basement flooding is also caused by too much stonnwater flow
in the sewer system. Stonnwater that enters the combined sewer system during low-flow periods
is treated at the City's wastewater treatment plants, using costly energy and resources. For those
reasons, it is especially important that development projects discharging to the combined sewer
system use retention facilities such as simplified approaches to the maximum extent practicable.
Complete on-site disposal of stonnwater will be required where feasible.
2.2.2 Total Maximum Daily Loads (TMDLs)
The simplified approach may be used if stonnwater from the applicable project discharges into a
stream that has established total maximum daily loads (TMDLs), See Chapter 1.0, Section
1.2.2 for a discussion of TMDLs and water quality limited streams. Simplified approach
techniques are presumed to comply with all current TMDL requirements. No additional facility
perfonnance data will be required with plan submittal.
2.3 DO\VNSIZING
Facilities may be "downsized" in circumstances when flow control is not required, such as when \.
discharging directly to the Willamette River, Columbia River, or Columbia Slough. Detailed
engineering calculations must be submitted to BES when sizing facilities to address water quality
only (See Appendix D: Simplified Approach Sizing Calculations). An approved hydrologic
analysis metJlod (See Section 3.3 Hydrologic Analysis Methods), such as a Santa Barbara Urban
Hydrograph (SBUH) based approach, must be used to generate flow rates and volumes for design
analysis. Flows over and above the water quality design flow must be routed around the
treatment facility with an approved diversion struchlre (See Appendix F: Design Requirements
for Facility lnlets, Outfalls, and Control Structures).
2.4 ACCESS FOR OPERATIONS AND MAINTENANCE
Adequate access for operations and maintenance must be provided to all stonnwater management
facilities. Public facilities shall have access routes at least eight (8) feet wide, not to exceed 10%
in slope. Where structural surfaces are needed to support maintenance vehicles, access routes
shall be constructed of gravel or other permeable paving surface.
Stonnwater Management Manual- Public Draft
Adopted July I, 1999; revised September I, 2002
Page 2-4
"
..
2.5
PARKING LOTS
2.5.1 Parking Lot Requirements
City Code Title 33.266 Parking and Loading describes dimensions, landscaping and other
requirements for parking lots. Title 33,248 Landscaping and Screening describes planting
requirements for parking lots and other site uses, Any new parking lot that creates more than 500
square feet of impervious surface, or redeveloped parking lot (see definition of redevelopment in
Section 1.5) that redevelops more than 500 square feet of impervious surface, must use the
required landscaping within the project area to manage stonnwater from the new or redeveloped
area. For existing parking lots required by Title 33.258.070 to meet the non-confoffi1ing use
landscaping requirements, simplified approaches must be applied where practicable in the newly
required landscaped areas. Where it is not practical for runoff to flow into landscaped areas this
requirement does not apply.
The following exceptions to these requirements may apply, If an exception is claimed, the
applicant must still fulfill all other relevant requirements of Chapters 3.0 through 6.0 of this
manual.
}, The parking lot or a portion of it is designated as a high-risk area and is subject to
stOffi1water pollution controls (see Chapter 4.0) that may conflict with the use of
landscaping for stormwater management.
~
2, Contaminated soil conditions on the SIte preclude the use of landscape infiltration. In this
situation, landscape facilities may be used for stormwater management, but must be lined
to prevent infiltration.
3. The parking lot has been approved without landscaping, or has landscaping conditions
that conflict with the use of the landscaping for stormwater management. (For example,
if landscaping is required in a location that cannot receive stOffi1water as gravlty flow,
that portion of the landscaping would not have to be used for stonnwater management)
The following approaches from this chapter may be used to meet these requirements:
· Vegetated swales
· Grassy swales
· Vegetated filters
· Planter Boxes
· Vegetated Infiltration Basins
· Sand filters
· Soakage trenches (if site soil conditions support their use, and the surface of the trench is not
paved over),
t.
Stormwater Management Manual- Public Draft
Adopted July 1, ] 999; revised September], 2002
Page 2-5
The appropnate sizing requirements shown on Form SIM shall be used to calculate the area
needed for the measures applied. If the landscaped area(s) within the parking lot are not
adequately Sized to meet the requirements of this chapter, the applicant has the following options:
\
· Increase the landscaped area(s) within the parking lot to accommodate the required
stormwater facility size, or
· Use additional stormwater management facilities (which can include non-landscaped
approaches) to obtain the required level of management.
Additional disposal measures (e.g., drywells, soakage trenches, off-site storm sewers,
drainageways, or ditches) will be required through building and plumbing codes, as approved by
BES and OPDR, In addition to the requirements identified in this chapter, parking lots must
fulfill all applicable requirements of Chapters 4,0 through 6.0 of this manual.
2.5.2 Tips for Parking Lot Design
· Design the grading to direct storm water runoff into landscape areas. Depress the landscape
areas adjacent to the parking surfaces to allow mnoff to enter. See the vegetated swale detail
in this chapter for a typical cross-section.
· Maximize sheet flow opportunities and if possible, direct runoff away from the high-traffic
areas toward less-used areas of the lot before the runoff drains into a landscape area.
\
· Provide numerous curb cuts (one every lO feet) or use tire stops or other means to protect the
landscape areas and allow maximum dispersal of the flows. Consider design elements such
as berms or trench drains.
· When possible, situate buildings or fill areas on the high elevations of the site.
· Make certain design includes overflow and appropriate disposal methods. Overflow routes
must show a safe escape route for the 1 OO-year sl:Orm event.
· Note that the parking lot tree standard is 3 caliper inches, unless the tree is chosen from the
approved parking lot tree list, which can be 2 caliper inches,
* Link to Parking Lot Photos
*Link to Parking Lot Drawing
Stonnwater Management Manual- Public Draft
Adopted July], 1999; revised September I, 2002
Page 2-6
\.
"
2.6
STREETS
Street construction poses particular challenges related to stonnwater management design. Lack
of available space is often the most difficult hurdle in locating stonnwater treatment and flow
control facilities in or near allocated rights-of.-way_
Public street design is exempt from the requirement of using simplified approach facilities
to the maximum extent practicable, and as such, may skip this chapter and go diirectIy to
. Chapter 3.0 Alternative Methods for Stormwater Management. The construction of new
public streets often necessitates the construction of underground stonnwater management
facilities, such as detention tanks and vaults, infiltration sump systems, or more regional
facilities, such as ponds or wetlands. These facilities must be designed per requirements in
Chapter 3.0 Alternative Methods for Stonnwater Management.
New street construction in a designated groundwater resource protection area may trigger
hazardous spill containment requirements per Chapter 4.0 Activity Based Stonnwater Pollution
Controls.
BES and the Portland Office of Transportation have developed some specific design details that
incorporate water quality, flow and volume control into the cross-section of the street. These
details can be applied on private streets, and may be approved for public street construction in the
near future_
'"
These facilities are to be sized using vegetated swale sizing criteria (shown on Form SIM) for
lowered planter strips, and grassy swale sizing criteria (shown on Form S11\1) for side swales.
Minimum and maximum street slopes and swale widths apply as shown in the details. Different
surface treatments can be used as shown.
Required tree planting in the planter strip behveen streets and sidewalks can be credited towards
the stonnwater management required with the construction of new sidewalks or street widening.
See the tree design criteria and the tree planting detail in Section 2.7 for applicable
requirements.
* Link to Street Photo
\
Stormwater Management Manual- Public Draft
Adopted July I, 1999; revised September], 2002
Page 2- 7
Private Street Design (No Parking Allowed)
Lowered Planter Strip- Cross Section
(
Rock check dams @ 12'
intervals or minimum 2 dams
per swale
ill
Street surface
Min. 11" flat area
next to sidewEJk
Top of sidewalk ele\'.
>=street gutter elev.
Standard curb
w/curb cuts
6" min. from
curb cut to
bottom
2:] max. side slopes
Use fi Iter fabri c
to line planter
and to separate
topsoil from
drain rock
Protect street subgrade
"v/ impermeable fabric
along street edge
(
7 ft. Minimum
18" Sandy loam topsoiL
except in tree wells
0" Perf. PVC:
Pipe
Section Not to Scale
12" ave., %"- drain rock,
except in tree wells
Slope bottom of pI anter to drain away
from street
StorJnwater Management ManuaJ- Public Draft
Adopted July], ] 999; revised September 1,2002
Page 2-8
\.
"
Prlvate St{eet Deslgn (Parking Allowed)
Lo,veredPlanter Strip- Cross Section
~
1"-6" round river rock
surface layer, 6" thick, wi
check dams every 12'
"
iil
Street Tree Typ See
".. /Plantmg DetaIl in
~ · '4 s. SectIOn 2 7
''i!!!!: 'It e -- l'
.:'''' Open channel
111 areas of
curb slots,
grade 2 I back /
to top of curb
24" Il at area
behind curb,
except in areas
behind curb
slots
l' Flat area next
to sidewalk
Standard
Sidewalk
Street surface
CDmbo curb! j
gutter w/curb
slots (see detail)
6" min from
curb cut i.e. to
bottom of
planter
Use permeable
filter fabri c to
line planter and
to separate sand
from drain rock
IT Native Soil or
protect street
subgrade \vith
impenneable fabric
Section Not to Scale
I W' Sandy Laycr
(except in tree wells)
6" Perf pve eo;1ection
Pipe
12" ave" %"- dram rock
layer, except in tree wells
Slope bottom 0 planter to drain mvay
from street
~
Stormwater Management Manual- Public Draft
Adopted July], 1999; revised September 1, 2002
Page 2-9
Private Street Design
Side Swale- Cross Section
\
Top of sidewalk elev.
>= street gutter elev., 1 '
min. flat area next to
sidewalk ~
Sidewalk ~
Driveway Culvert Pipe, Typ.
Driveway Surface,
Grass, Typ,
] 2"min. flat area wi max.
3" drop (24" if parking is
'J'~~
Street surface
Standard curb
w/curb cuts
/"
4 f1. Flat Bottom ---....
Protect street sub grade
wi impermeable fabric to
bottom of swale
"" ] 8" well-draining
topsoil
9 ft. Minimum
Section Not to Scale
Stonnwater Management Manual- Public Draft
Adopted July I, 1999; revised September], 2002
Page 2-10
~
2.7
FACILITY SELECTION AND DESIGN
Form SIM: Simplified Approach for Stormwater Management Facilities (below) shows how
to select and size facilities, Applicants using the simplified approach shall submit FOIm SlM as
part of their submittal package.
* Link to Microsoft Excel@ version of Form SIM
Following Form SIM, descriptions and design criteria for the various facilities are provided,
showing the applicability and limitations of each facility, The required facility surface areas in
column 3 of Form SIM shall be used to size the facility. Minimum/maximum dimensions are
provided in the design criteria drawings, and shall be made relative to the surface area
requirement.
Facilities designed under the simplified approach shall also fulfill the requirements identified in
Chapter 5.0 Operations and Maintenance Requirements.
.
"
Stormwater Management Manual- Public Draft
Adopted July I, 1999; revised September 1, 2002
Page 2-11
New or Redeveloped Impervious Site Area IBox 1
Column 1 Column 2 Column 3
INSTRUCTIONS
1. Enter square footage of new or
redeveloped impervious site area in
Box 1 at the top of this form.
1) Eco-Roof sf X = I I sf
2. Select the desired management
facility(s). In Column 1, enter the I I
square footage of impervious surface 2) Roof Garden sf X = sf
that each facility will manage.
3) Contained Planter Box sf X = I I sf
3. Multiply each impervious surface
area from Column 1 by the I I
corresponding sizing factor in Column 4) Porous Pavement sf x = sf
2, and enter the result in Column 3.
This is the facility surface area 5) Vegetated Swale sf x 0.09 = I I sf
needed to manage runoff from the
impervious surface. I I
6) Grassy Swale sf x 0.1 = sf
4. Total Column 1 and enter the I I
resulting "Impervious Surface Area 7) Vegetated Filter sf x 0.2 = sf
Managed" in Box 2.
8) Infiltration Planter Box . sf x 0.06 = I I s~
5. Subtract Box 2 from Box 1 and
enter the result in Box 3. If this 9) Flow-Through Planter Box sf x 0.06 = I I sf
number is less than 500 square feet,
stormwater quality and quantity I I
requirements have been met. Submit 10) Vegetated Infi!. Basin sf x 0.09 = sf
this form with the applic3tion for
permit. 11) Sand Filter sf 0.06 I I sf
x =
6. If Box 3 is greater them 500 square 12) East Side Soakage Trench sf X 0.06 = I I sf
feet, add square footage or facilities
to Column 1 and recalculate, or use I I
additional facilities sho\vn in Chapter 13) West Side Soakage Trench sf X 0.08 = sf
3.0 of the Stormwater Manual to
manage stormwater from these I I
remaining surfaces. 14) New Deciduous Trees * sf X 0.01 = trees
(1 tree per 100 sq. ft. of imperlious)
15) New Evergreen Trees '" sf x 0,005 = I I trees
(1 tree per 200 sq. ft. of imper,tjous)
16) Existing Tree Canopy' sf x = I I sf
canopy
. Note: To claim credit for new trees, trees must be planted within 10 feet of impervious surface. To claim credit for existing
tree canopy, canopy must border or cover impervous surface. See Simplified Approach tree section for more specifications.
Box 2
Box 3
,
TotallmpE~rvious Surtace Area Managed
Box 1 - Box 2
Stonnwater Management Manml- Public Draft
Adopted July I, 1999; revised September 1, 2002
Page 2-12
,
Simplified Approach Design Criteria
Eco-roof
~
~
Plants: Herbs,
grasses, succulents
(such as sedum)
Mulch or material to
prevent erosion from
wind and rain
Soil: 2"- 6"
Filter fabric
.....s......
- '. '..
. .
. . .. .-
, , . " ,
. , , , . .
Drainage layer
~
Waterproof membrane and
root protection
"
Roof structure
Section Not to Scale
t
Stormwater Management Manual- Public Draft
Adopted July 1, 1999; revised September I, 2002
Page 2-13
Simplified Approach Design Criteria: Eco-Roof
\
Description: An eco-roof is a lightweight roof system of waterproofing material with a thin soil/vegetation
protective cover. The eco-roof can be used in place of a traditional roof. The eco-roof captures and then
evapotranspirates ] 0-] 00% of precipitation, depending on the season. Eco-roofs attempt to mimic pre-developed
ground cover, therefore reducing post-developed peak runoff rates to near pre-developed rates. Eco-roofs help
mitigate runoff temperatures by keeping roofs coo] and retaining most of the runoff in warm seasons.
General specifications: High quality waterproofing material must be used on the roof surface. Soil of adequate
fertility and drainage capacity needs to be applied at depths of 2-6 inches. The building structure must be adequate
to hold the additional weight. Vegetation shall be self-sustaining plants, without the need for fertilizers or pesticides.
Soil coverage 10 prevent erosion shall be established immediately upon installation, either by using mulch or
protective blanket or vegetation mats (sod). Ninety-percent plant coverage shall be achieved within 2 years.
Temporary irrigation to establish plants is recommended. A permanent irrigation system using potable water may be
used, but an alternative means of irrigation, such as cooling tower condensate or other non-potable sources is
recommended. Alternative sources should be analyzed to determine jf the source has chemicals that might harm or
kill the vegetation. Maximum roof slope shall be 25%, unless the applicant can provide documentation for runoff
control on steeper slopes.
Checklist of minimal information to be shown on the permit drawings
(Additional information may be required on the drawings during permit review, depending on
individual site conditions)
I) Facility dimensions and setbacks from roof lines
2) Profile view of facility including typical cross-sections with dimensions
3) Topsoil specification
4) Filter fabric specification
5) Drainage layer specification
6) Waterproof membrane specification
7) All stonnwater piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
8) Landscapmg plan (See Section 6.3)
\
Stormwater Management Manual- Public Draft
Adopted July], 1999; revised September], 2002
Page 2-14
\..
~
Inspection requirements and schedule
The following table shall be used to detennine which stonnwater facility components require
City inspection, and when the inspection shall be requested:
Facility Component Inspection Requirement
WateJ1)roof membrane C:all for inspection
Drainage layer
Filter fabric C:all for inspection
Topsoil
Plantings '=all for inspection
Note: Additional stonnwater overflow and disposal measures will be required with this facility.
See Appendix G for more infonnation.
* Link to Eco-Roof Photos
* Link to Eco-Roof Drawing
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Eco-Roof O&M Form
\
Landscaping requirements: See Chapter 6.0.
* Link to Eco-Roof Landscaping Plan Requirements
* Link to Eco-Roof Landscaping Plan Example
t.
Stonnwater Management Manual- Public Draft
Adopted July], 1999; revised September], 2002
Page 2-15
FAR Bonus for Eco-Roofs:
,
Under City Code Chapter 33.510.210: Floor Area and Height Bonus Options, Option #10
provides an eco-roofbonus option in the Central City. The option is provided below:
10. Eco-roof bonus option. Eco-roofs are encouraged in the Central City because they reduce
storrnwater run-off, counter the increased he:at of urban areas, and provide habitat for
bird:;. An eco-roof is a rooftop stormwater facility that has been certified by the Bureau
of Environmental Services (BES). Proposals that include eco-roofs receive bonus floor
area. A proposal may not earn bonus floor area for both the eco-roof option and the
rooftop gardens option; only one of these options may be used.
a. Bonus. Proposals that include eco-roofs receive bonus floor area as follows:
(l) Where the total area of eco-roof is at least 10 percent but less than 30
percent of the building's footprint, each square foot of eco-roof earns one
square foot of additional floor area.
(2) Where the total area of eco-roof is at least 30 percent but less than 60
percent of the building's footprint, each square foot of eeo-roof earns two
square feet of additional floor area.
(3) Where the total area of eco-roof is at least 60 percent of the building's
footprint, each square foot of eeo-roof earns three square feet of additional
floor area.
,
b. The applicant must submit a letter from BES with the application for land use
review. The letter must certifY that the eeo-roof is approved and must specifY the
area of the eco-roof.
c. The property owner must execute a covenant with the City ensuring installation,
preservation, maintenance, and replacement, if necessary, of the eco-roof. The
covenant must comply '.vitb the requirements of 33.700.060.
Stonnwater Management ManuaJ- Public Draft
Adopted July], ] 999; revised September], 2002
Page 2-16
'--
,
Simplified Approach Design Criteria
Roof Garden
~
.
Plants: Trees, shrubs, herbs,
succulents, grasses
Mulch
Soil: 8" minimum
Filter Fabric:
Draina.ge laver
Waterproof Membrane
Section Not to Scale
Roof structure,
maximum 10 % slope
l
Stonnwater Management Manual- Public Draft
Adopted July], J 999; revised September 1, 2002
Page 2-17
Simplifie.d Approach Design Criteria: Roof Garden
,
Description: A roof garden is a heavy weight roof system of waterproofing material with a thick soil/vegetation
protective cover. The roof garden can be used in place of a traditional roof The roof garden captures and then
evapotranspirates 50-100% of precipitation, depending on the season. Roof gardens attempt to mimic pre-developed
ground cover, therefore reducing post-developed peak runoff rates to near pre-developed rates. Roof gardens help
mitigate runoff temperatures by keeping roofs cool and retaining most of the runoff in wann seasons. Roof gardens
should not be used on slopes greater than 10%.
General specifications: Waterproofing material must be used on the roof surface to protect against leaks. Soil of
adequate fertil ity and drainage capacity needs to be applied at depths of 8 inches minimum. The building structure
must be adequate to hold the additional weight. Plants shall be self-sustaining, without the need for fertilizers or
pesticides. Soil coverage to prevent erosion shall be established immediately upon installation. Ninety-percent plant
coverage shall be achieved within 2 years. Temporary irrigation to establish plants is recommended. A penn anent
irrigation system using potable water may be used, but an alternative means of irrigation, such as cooling tower
condensate or other non-potable sources is recommended. Alternative sources should be analyzed to detennine if the
source has chemicals that might hann or kill the vegetation.
Checklist of minimal information to be shown on the permit drawings
(Additional infonnation may be required on the drawings during pennit review, depending on
individual site conditions)
1) Facility dimensions and setbacks from roof lines
2) Profile view of facility including typical cross-sections with dimensions
3) Topsoil specification
4) Filter fabric specification
5) Drainage layer specification
6) Waterproof membrane specification
7) All stonnwater piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
8) Landscaping plan (See Section 6.3)
Inspection requirements and schedule
The following table shall be used to detennine which stonnwater facility components require
City inspectIOn, and when the inspection shall be requested:
Facility Component Inspection Requirement
Waterproof membrane Call for inspection
Drainage layer
Filter fabric Call for inspection
Topsoil
Plantin.gs Call tor inspection
Stonnwater Ma.nagement Manual- Publjc Draft
Adopted July], 1999; revised September J, 2002
Page 2-18
\
,
,
Note: Additional stonnwater overflow and disposal measures will be required with this facility.
See Appendix G for more infonnation.
* Link to Roof Garden Photos
* Link to Roof Garden Drawing
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Roof Garden O&M Form
Landscaping requirements: See Chapter 6.0.
* Link to Roof Garden Landscaping Plan Requirements
* Link to Roof Garden Landscaping Plan Example
\
t
Stonnwater Management Manual- Public Draft
Adopted July 1, 1999; revised September] , 2002
Page 2-19
Simplified Approach Design Criteria
Contained Planter Box
1
Plantings: Trees, shrubs,
herbs, succulents, and grasses
Top of soil 2" from top
edge of planter
Weep
holes for
Drainage
-Topsoil 12"-18"
\....
Impervious surface
--
Section Not to Scale
Stonnwater Management ManuaJ- Public Draft
Adopted July I, ] 999; revised September], 2002
Page 2-20
~
,
Simplified Approach Design Crit!~ria: Contained Planter Box
Description
Contained planters are used for planting trees, shrubs, and ground cover. The planter may be a prefabricated pot of
various dimensions or may be constructed in place and have an infinite variety of shapes and sizes. Planters accept
precipitation only, not stonnwater runoff. Planters are placed on impervious surfaces, such as sidewalks, plazas and
rooftops. Drainage is allowed through the bottom of the planter onto the impervious surface. Example:; include
planters installed along the Portland Transit Mall downtown.
General specifications
Plants shall be relatively self-sustaining, with little need for fertilizers or pesticides. Irrigation is optional, although
plant viability shall be maintained. Trees are encouraged and will receive added credit for the canopy lhat will extend
beyond the planter walls. The structural elements of the planters shall be SlOne, concrete, brick, wood, or other
durable material. Treated wood that may leach out any toxic chemicals shall not be used.
Checklist of minimal information to be shown on the permit drawings
(Additional information may be required on the drawings during pennit review, depending on
individual site conditions)
I) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility including typical cross-sections with dimensions
3) Topsoil specification
4) Landscaping plan (See Section 6.3)
"
Inspection requirements and schedule
The following table shall be used to determine which stom1water facility components require
City inspection, and when the inspection shall be requested:
Facility Component
Structural components
Topsoil
Plantings
I Inspection Requirement ~
~ Call for ~ection
rCall for inspection
* Link to Contained Planter Box Photos
* Link to Contained Planter Box Dr:n.ving
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Contained Planter Box O&M Form
Landscaping requirements: See Chapter 6.01.
* Link to Contained Planter Box Landscaping Plan Requirements
* Link to Contained Planter Box Landscaping Plan Example
\.
Stonnwater Management Manual- Public Draft
Adopted July], ] 999; revised September], 2002
Page 2-21
Simplified Approach Design Criteria
POrOl1S Pavement
I
Example: Geo- block
Setting bed
Coarse base
Example: Turf
block
(' lffiillJ l
~"'-
~----- m ~ I
~ ~
~
~I
~
t'........,..~
..........
.- ......
. . .
t...'.......~
Jl.......
."'........
\
Send setting bed
~ I'
.~
Uncompacted s .
. -
......
.
'lII&
lilt ~
~
~
~
Stonnwater Management Manual- Public Draft
Adopted July 1, 1999; revised September 1, 2002
Page 2-22
~
\
Simplified Approach Design Criteria: Porous Pavement
Description: There are many types of porous pavement on the market today. Numerous products and design
approaches are avai!lable, including special asphalt paving; manufactured products of concrete, plastic, and gravel;
paving stones; and brick. Porous pavement accepts only precipitation, not storrnwater runoff. It may be used for
walkways, patios, plazas, driveways, parking lots, and some portions of streets. To receive credit, the material must
be installed and maintained to manufacturer's specifications. Note: these materials may not be allowed in certain
areas (see Chapter 4.0 for restrictions). A professional engineer, registered in the state of Oregon must desi!:,'11
porous pavement systems that will be supporting vehicular traffic. For EP A's "Porous Pavement Phase I Design and
Operational Criteria" (EP A-600/2-80- I 35) go to: h!!ll...//www.cpa.gov/cdnnmrl/repositorv/abstrac2/abstra2.htm
Checklist of minimal information to be shown on the permit drawing:;
(Additional information may be required on the drawings during permit review, depending on
individual site conditions)
I) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility including typical cross-sections with dimensions
3) Porous pavement materials specification
4) Subgrade and base course specifications
5) Filter fabric specification (if applicable)
6) All stormwater piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
\
Inspection requirements and schedule
The following table shall be used to determine which stormwater facility components require
City inspection, and when the inspection shall be requested:
Facility Component Inspection Requirement
Subgradel base course Call for inspection
Piping Call for inspection
Porous paving Call for inspection
~
L
Storrnwater Management Manual- Public Draft
Adopted July I, ] 999; revised September I, 2002
Page 2-23
Note: Additional stonnwater overflow and disposal measures will be required with this facility.
See Appendix G for more information.
* Link to Porous Pavement Photos
* Link to General Porous Pavement Drawing
* Link to Porous Asphalt Drawing
* Link to Porous Concrete Drawing
* Link to Brick Drawing
* Link to Cobble Drawing
* Link to Crushed Aggregate Drawing
* Link to Natural Stone Drawing
* Link to Turf Block Drawing
* Link to Unit Pavers on Sand Draw'ing
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Porous Pavement O&M Form
Stormwater Management ManuaJ- Public Draft
Adopted July I, J 999; revised September I, 2002
Page 2-24
\
~
\
~
i
~
Simplified Approach Design Criteria
Vegetated Swale
~
'"
f
6" deep check dams @ 12'
intervals or minimum 2 dam
per s\vale
For parking lots:
tire stop or curb
Flow
6" swa1e depth.
3: 1 max. side slopes
For parking lots: IT
x 12" clear flow area
at cut-outs
filter fabric
4 f1. minimum, 12 ft. maximum
Section Not to Scale
Stonnwater Management Manual- Public Draft
Adopted July 1, 1999; revised September 1,2002
Page 2-25
Simplified Approach Design Criteria: Vegetated Swale
Description: Vegetated swales are long narrow facilities to be integrated with site landscaping design Swales may
be used to treat all stormwater runoff from a site. The swales are sized to achieve pollution reduction and flow
control. Swales are planted with a variety of trees, shrubs, grasses, and ground cover. The swale is designed with
numerous check dams to detain flows and facilitate sedimentation. Pollution reduction is also achieved as flows are
filtered through the plantings and soil.
General Specifications: Acceptable for all soil types. Overflow routes and additional means for disposal must be
provided. Minimum swale length is 20 ft. Maximum slope is 6%. Silty or clayey soils shall be amended with 50%
sandy loam in the top 12" of the swale. Check dams shall be of durable, non-toxic materials- i.e., rock, brick, and old
concrete. Check dams shall be ]2" length x (width ofswale) x 3-5" height. Swales using these design criteria will not
need to include a bypass of larger storms. Liners may be required for groundwater protection or if facility is located
within] 0 feet of a building foundation. Required setback from property lines is 5'.
Checklist of minimal information to be shown on the permit drawings
(Additional information may be required on the dra''Iings during permit review; depending on
individual site conditions)
1) Facility dimensions and setbacks from property lines and structures
2) Profile View of facility including typical cross-sections with dimensions
3) Topsoil specification
4) Impermeable fabric specification (if applicable)
5) Filter fabric specification (if applicable)
6) All stoffilwater piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
7) Landscaping plan (See Section 6.3)
Inspection requirements and schedule
The following table shall be used to detennine which stonnwater facility components require
City inspection, and when the inspection shall be requested:
Facility Component Inspection Requirement
Grading Call for inspection
Piping Call for inspection
Filter Fabric Call for inspection
Topsoil
Plantim!:s Call for inspection
Note: Additional stormwater overflow and disposal measures will be required with this facility.
See Appendix G for more infonnation.
Stonnwater Management Manual- Public Draft
Adopted July], :.999; revised September 1, 2002
Page 2-26
~
~
* Link to Vegetated Swale Photos
* Link to Vegetated Swale Drawing
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Vegetated Swale O&M Form
Landscaping requirements: See Chapter 6.0.
* Link to Vegetated S\vale Landscaping Plan Requirements
* Link to Vegetated Swale Landscaping Plan Example
\
~.
Stormwater Management Manual- Public Draft
Adopted July], 1999; revised September], 2002
Page 2-27
Simplified Approach Design Criteria
Grassy Swale
~
...
Grass Mix
Typ. ~
2 [1. min. fiat
Bottom for
private, 4 ft.
min. for
public
-------
6" min. swale
depth
,
"Topsoil- 12"
depth min.
6 ft. Minimum, 12 ft. Maximum
Section Not to Scale
penneable filter fabric
Stonnwater Management Manual- Public Draft
Adopted July 1, 1999; revised September 1, 2002
Page 2-28
'-
~
Simplified Approach Design Criteria: Grassy Swale
Description: Grassy Swales are long narrow facilities integrated mto site landscaping. Sites with more than 15,000
square-feet of impervious development footprint area cannot use Form SIM simplified sizing. For these larger
projects, the design criteria presented in Chapter 3.0: Alternative Methods for Stormwater JVlanagement shall
be used, and additional facilities may be required to meet now-control requirements. Swales are planted with a
dense grass mix. Flow through the grass slows the water and facilitates sedimentation and infiltration.
General Specifications: Acceptable for all soil types. All swales will require additional means for disposal.
Maximum swale slope is 5%, while minimum slope is ] %. Swales using these design criteria will not need to include
a bypass of larger stemTIS. Required setback from property lines is 5'.
Checklist of minimal information to be shown on the permit drawings
(Additional infonnation may be required on the drawings during permit review, depending on
individual site conditions)
1) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility including typical cross-sections with dimensions
3) Topsoil specification
4) Impermeable fabric specification (if applicable)
5) Filter fabric specification
6) All stormwater piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or cOlli1ection.
7) Landscaping plan (See Section 6.3)
Inspection requirements and schedule
The following table shall be used to determine which stonnwater facility components require
City inspection, and when the inspection shall be requested:
Facility Component
I Inspection Requirement
Call for ins.Eection
I Call for inspection
Call for inspection
[ Call for inspection
~
Grading
Piping
Filter Fabric
Topsoil
Plantings
Note: Additional stonnwater overflow and disposal measures will be required with t~is facility.
See Appendix G for more information.
Stormwater Management Manual- Public Draft
Adopted July 1, 199'9; revised September 1, 2002
Page 2-29
* Link to Grassy Swale Photos
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Grassy Swale O&M Form
Landscaping requirements: See Chapter 6.0.
* Link to Grassy Swale Landscaping Plan Requirements
Stormwater Management Manual- Public Draft
Adopted July], ] 999; revised September], 2002
Page 2-30
"
~
Simplified Approach Design Criteria
Vegetated Filter
Sheet flow, may
require flow-spreader
to evenly distribute
water
~
Check dams @ 5'
intervals
Impervious area
18" topsoil
-t.
f-
10 ft. minimum
Section Not to Scale
"
~-
------..
~
Stomlwater Management Manual- Public Draft
Adopted July], ] 999; revised September], 2002
Page 2-31
Simplified Approach Design Criteria: Vegetated Filter
Description: Vegetated filters are gently sloping areas used to filter, slow, and infiltrate stonnwater flows.
Stormwater enters the filter as sheet flow from an impervious surface or is converted to sheet flow using a flow
spreader. Flow control is achieved using the relatively large surface area and a generous prop0l1ion of check dams.
Pollutants are removed through filtration and sedimentation. Filters can be planted with a variety of trees, shrubs, and
ground covers, including grasses.
General specil1cations: (Acceptable for all soil types)
Unless used for very long, narrow projects such as pathways and trails, vegetated filters cannot be used to
manage now from more than 1,000 square-feet of impervilous area. Filters shall be a minimum of] 0 ft. wide x
] 0 ft long. Maximum slope is 5%. Check dams shall be of durable, non-toxic materials- i.e., rock, brick, wood, and
old concrete. Check dams shall be 12" length x (width of filter) x 3-5" height. Filters designed using these criteria
will not need to include a bypass of larger stomlS. Runoff shall enter the buffer as predominately sheet flow. Check
dams and flow spreaders are required. An acceptable conveyance/ disposal method will be required at the end of the
filter.
Checklist of minimal information to be shown on the permit drawings
(Additional information may be required on the drawings during permit review, depending on
individual site conditions)
1) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility including typical cross-sections with dimensions
3) Topsoil specification (if vegetation is not existing)
4) All stOTInwater piping associated with the facility, including pipe materials, SIzes, slopes, and
invert elevations at every bend or connection.
S) Landscaping plan (See Section 6.3)
Inspection requirements and schedule
The following table shall.be used to determine which stOTInwater facility components require
City inspecti Dn, and when the inspection shall be requested:
Facility Component Inspection Requirement
Grading (if applicable) Call for inspection
Piping (if applicable) Call for inspection
Topsoil (if anplicable)
Plantings Call for inspection
Note: Additional stom1water overflow and disposal measures will be required with this facility.
See Appendix G for more infomlation.
Stormwater Management Manual- Public Draft
Adopted July J, J 999; revised September I, 2002
,
Page 2-32
"
* Link to Vegetated Filter Photos
* Link to Vegetated Filter Drawing
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Vegetated Filter O&M Form
Landscaping requirements: See Chapter 6.0,
* Link to Vegetated Filter Landscaping Plan Requirements
* Link to Vegetated Filter Landscaping Plan Example
"
~
Stonnwater Management Manual- Public Draft
Adopted July], 1999; revised September 1, 2002
Page 2-33
Simplified Approach Design Criteria
Infiltration Planter Box
Plantings
Overflow
option
Existing soil
Section Not to Scale
Existing soil
_ Downspout or
other
conveyance
system
Gravell
Splash block
18" Sandy loam toosoil 12""
Structural walls
Topsoil or subsoil to
bottom of planter
Stonnwater Management Manual- Public Draft
Adopted July], ] 999; revised September 1, 2002
Page 2-34
~
~
\.
Simplified Approach Design Criteria: Infiltration Planter Box
Description: The infiltration planter box is designed to allow runoff to filter through the planter soils (thus capturing
pollutants) and then infiltrate into native soils. The planter is sized to accept runoff and temporarily store the water in
a reservoir on top of the soil.
General specifications (Acceptable soil types A & B)
There are numerous design variations. The planters shall be designed to allow captured runoff to drain out in 3-4
hours after a stann event. Plantings can include rushes, reeds, sedges, iris, dogwood, currants, and numerous other
shrubs, trees, and herbs/grasses. The sandJgravel area \vidth, depth and length are to be determined by a qualified
professional, or a drywell may be required for complete on-site infiltration. Minimum planter width is 30"; there is
no minimum length or required shape. The structural elements of the planters shall be stone, concrete, brick, or
pressure-treated wood. Treated wood shall not leach out toxic chemicals that can contaminate stormwater. Planters
within J 0 ft of structures must use Design Criteria for Flow- Through Planter Boxes or request an exception through
OPDR to the Building Code requirement that infiltration facilities must be greater than J 0 ft from structures.
Required setback from property lines is 5'.
Checklist of minimal information to be shown on the permit drawings
(Additional information may be required on the drawings during permit review, depending on
individual site conditions)
'-
I) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility including typical cross-sections with dimensions
3) Planter wall material specification
4) Topsoil specification
5) Drain rock specification
6) Filter fabric specification
7) All stom1water piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
8) Landscaping plan (See Section 6.3)
lnspection requirements and schedule
The following table shall be used to detem1ine which stonnwater facility components require
City inspection, and when the inspection shall be requested:
Facility Component Inspection Requirement
Gradin!!
Structural components Call for inspection
Piping Call for inspection
Drain Rock
Filter Fabric Call for inspection
Topsoil ~
Plantings Call for inspection
~
Stormwater Management Manual- Public Draft
Adopted July I, 1999; revised September J, 2002
Page 2-35
Note: Additional stonnwater overflow and disposal measures will be required with this facility.
See Appendix G for more infonnation.
j
* Link to Infiltration Planter Box Photos
* Link to Infiltration Planter Box Dnlwing
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Infiltration Planter Box O&M Form
Landscaping requirements: See Chapter 6.0.
* Link to InfIltration Planter Box Landscaping Plan Requirements
* Link to Int1\tration Planter Box Landscaping Plan Example
\.-
Stonnwater Management Manual- Public Draft
Adopted July], 1999; revised September], 2002
Page 2-36
'-'
'--
Simplified Approach Design Criteria
Flow-Through Planter Box
Reverse bend trap
overflow set 4"
below top of
planter
~
18" topsoil
12" Gravel
(3/8" to 5/8")
or other
approved
material
~ Pipe to
approved
storm system
Sub-grade or
existing soil
Section Not to Scale
~
~
Building
Downspout
Gravell
Splash block
Filter fabric
Structural walls
Perforated pipe to run
leng1:h of planter
Waterproof
building as
needed
Foundation drains
as required
Stonnwater Management Manual- Public Draft
Adopted July], 1999; revised September], 2002
Page 2-37
Simplified Approach Design Criteria: Flow-Through PlantE~r Box
Description
The flow-through planter box is designed with an impervious bottom or is placed on an impervious surface. Pollutant
reduction is achieved as the water filters through the soil; flov.' control is obtained by storing the water in a reservoir
above the soil. This planter can be used adjacent to a building if lined properly.
General specifications (Acceptable for all soil types)
There are numerous design variations allowed for these planters. The planters shall be designed to hold water for no
more than 3-4 hours after an average stonn event. Plantings can include rushes, reeds, sedges, iris, dogwood,
currants, and numerous other shrubs, trees, and herbs/grasses. Minimum planter width is ] 8"; there is no minimum
length or required shape. The structural elements of the planters shall be stone, concrete, brick, or pressure-treated
wood. Treated wood shall not leach out toxic chemicals that can contaminate stonnwater. The flow-through planter
is contained and thus not designed to drain into the ground near a building. Irrigation is optional, although plant
viability shall be maintained. Required setback from property lines is 5'.
Checklist of minimal information to be shown on the permit drawings
(Additional information may be required on the drav,rings during permit review, depending on
individual si~e conditions)
I) Facility dimensions and setbacks from property hnes and structures
2) Profile view of facility including typical cross-sections with dimensions
3) Planter wall material specification
4) Topsoil specification
5) Drain rock specification
6) Filter fabric specification
7) All storm water piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
8) Landscaping plan (See Section 6.3)
"-
Inspection requirements and schedule
The following table shall be used to determine which stormwater facility components require
City inspection, and when the inspection shall be requested:
Facility Component Inspection Requirement
Grading
Structural components Call for inspection
Piping Call for inspection
Drain Rock
Filter Fabric Call for inspection
Topsoil
Plantings Call for inspection
Stormwater Management Manual- Public Draft
Adopted July I, 1999; revised September], 2002
Page 2-38
~
Note: Additional stonnwater overflow and disposal measures will be required with this facility.
See Appendix G for more infonnation.
* Link to Flow-Through Planter Box Photos
* Link to Flow-Through Planter Box Drawing
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Flow-Through Planter Box O&M Form
Landscaping requirements: See Chapter 6.0.
* Link to Flow-Through Planter Box Landscaping Plan Requirements
* Link to Flow-Through Planter Box Landscaping Plan Example
"
\..
Stonnwater Management Manual- Public Draft
Adopted July I, ] 999; revised September], 2002
Page 2-39
Simplified Approach Design Criteria
Vegetated Infiltration Basin
(
~
18" topsoil
Fs" depth
Inflow from sheet
flow, curb cuts, or
pIpe
----
High Flow By-Pass
Pipe, top of pipe set
6" below top of
basin and 6" above
bottom of basin.
(
6 ft. minimum
Section Not to Scale
Filter fabric
Stonnwater Management Manual- Public Draft
Adopted July I, ] 999; revised September 1,2002
Page 2-40
'-.
t
Simplified Approach Design Criteria: Vegetated Infiltration Basin
Description
Vegetated infiltration basins can be integrated into the site design and required landscaping. The design can be
formal or info!lTlal in character and planting scheme. The system works by holding runoff and allowing pollutants to
settle as the water infiltrates. Flow rates and volumes are also managed with vegetated infiltration basins.
General specifications (Acceptable soil types A & B)
These facilities are appropriate for soils with a minimum infiltration rate of 2 inches per hour. Facility storage depth
may vary from 12"- ] 8". Maximum side slopes are 3H: 1 V. Minimum bottom width is 3 f1. Landscape may include
a variety of trees, shrubs, grasses, and groundcover appropriate for periodic inundation. A safety overflow to an
approved conveyance! disposal facility is required with this design. Required setback from property lines is 5', and
10' from building foundations.
Checklist of minimal information to be shown on the permit drawing:s
(Additional information may be required on the drawings during pem1it review, depending on
individual site conditions)
\
1) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility including typical cross-sections with dimensions
3 ) Topsoil specification
4) Filter fabric specification
5) All storm water piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
6) Landscaping plan (See Section 6.3)
Inspection requirements and schedule
The following table shall be used to determine which storrnwater facility components require
City inspection, and when the inspection shall be requested:
Facility Component
Gradine
Piping 1
Filter Fabric 'I
Topsoil
Plantings ':
Inspection Requirement
~all for inspection
::::all for inspection
::::all for inspection
-----j
~
Note: Additional stom1water overflow and disposal measures will be required with this facility.
See Appendix G for more information.
\
Stormwater Management Manual- Public Draft
Adopted July 1, 1999; revised September 1, 2002
Page 2-41
* Link to Vegetated Infiltration Basin Photos
* Link to Vegetated Infiltration Basin Drawing
Operations and Maintenance requirements: See (::hapter 5.0.
* Link to Vegetated Infiltration Basin O&M Form
Landscaping requirements: See Chapter 6.0.
* Link to Vegetated Infiltration Basin Landscaping Plan Requirements
* Link to Vegetated Infiltration Basin Landscaping Plan Example
Stonnwater Management ManuaJ- Public Draft
Adopted July], 1999; revised September], 2002
Page 2-42
\
'"
~
.
For public vegetated infiltration basins, the following criteria shall apply:
]) Infiltration basins shall meet the follmving setback requirements for downstream slopes:
minimum of 100 feet from slopes of ] 0%; add 5 feet of setback for each additional
percent of slope up to 30%; 200-foot setback for slopes of 30%; infiltration trenches shall
not be used where slopes exceed 30%.
2) All infiltration basins shall have an overflow installed near the top of the basin that is
capable of transporting high flows through the facility to an approved stormwater disposal
system in the event the facility infiltration capacity is exceeded. Overflows shall be
designed with appropriate erosion control devices.
3) Any imported drain medium shall hav<:.~ filter fabric between the medium and native soils
or backfill.
4) Two stan' gauges shall be installed at opposite ends of the bottom of the basin, to enable
maintenance staff to measure the depth of accumulated silts.
5) Infiltration areas shall be clearly marked before site work begins to avoid soil disturbance
during construction. No vehicular traffic, except that specifically used to construct the
facility, shall be allowed within 10 feet of infiltration basin areas.
,
6)
A soil scientist, or suitably trained person working under the supervision of an Oregon
licensed professional geotechnical engineer, shall inspect the soil after the system is
excavated to confirm that soils remain in suitable condition for infiltration.
7) There shall be no less than three feet of undisturbed infiltration medium between the
bottom of the facility and any impervious layer (i.e. hardpan, solid rock, high
groundwater levels, etc.).
8) Drawdown time (time for basin to emJ='ty water from the water quality design :;tom1) shall
not exceed 24 hours.
t
Stonnwater Management Manual- Public Draft
Adopted July 1, 1999; revised September 1,2002
Page 2-43
Simplified Approach Design Criteria
Sand ]~ilter
I
Overflow options (Reverse bend
trap recommended)
Building
Downspout
Reservoir - 12"
Protective rock
layer wi gravel
splash pad
.Structural walls
Sand 30" min.
- Perforated pipe
~
Sub-grade or
existing soil
Waterproof
building as
needed
Pipe to main
storm system
Foundation drains
as required
Stonnwater Management Manual- Public Draft
Adopted July], 1999; revised September I, 2002
Page 2-44
"
.
Simplified Approach Design Criteria: Sand Filter
Description: There are tvvo filter options. One is designed with an impervious bottom or is placed on an impervious
surface. It can be used for all soil types. The other option, for soils A and B, allows filtered water to infiltrate into
the ground. For both options, pollutant reduction is achieved as the water filters through the sand; flow control is
obtained by storing the water in a reservoir above the sand. Filters may be constructed in-ground or above grade.
General specifications (Acceptable soils types A, B, C, or D, with limitations)
There are numerous design variations allowed for these filters. Filters shall drain within 2-3 hour after a storm event.
Sand shall have a minimum infiltration rate of 5"/hr. The structural elements of the planters shall be stone, concrete,
brick, wood, or other durable material. Treated wood shall not leach out toxic chemicals that can contaminate
stonnwater. Where conditions allow (acceptable soil type and land use), the filter may be constructed without an
impervious bottom. Required setbacks in this case are 5' from property lines and] 0' from building foundations.
Sand filters that are lined properly may be placed next 10 buildings.
ChecJklist of minimal information to be shown on the permit drawings
(Additional infonnation may be required on the drawings during permit review, depending on
individual site conditions)
.
]) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility including typical cross-sections with dimensions
3) Structural wall material specification
4) Sand specification
5) Rock surface layer specification
6) All stormwater piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
Inspection requirements and schedule
The following table sllall be used to determine which stonnwater facility components require
City inspection, and when the inspection shall be requested:
Facility Component Inspection Requirement
Grading
Structural components Call for inspection
Piping Call for inspection
Sand
Rock layer Call for inspection
Note: Additional stonnwater overflow and disposal measures will be required with this facility.
See Appendix G for more information.
l
Stonnwater Management Manual- Public Draft
Adopted July], ] 999; revised September I, 2002
Page 2-45
*Link to Sand Filter Photos
'"
Operations and Maintenance requirements: See IChapter 5.0.
* Link to Sand Filter O&M Form
Stormwater Management Manual- Public Draft
Adopted July J, 1999; revised September J, 2002
Page 2-46
,,--.
f
For public sand filters, the following criteria shall apply:
The sand filter consists of an inlet
structure, sand bed, underdrain piping,
and basin liner. Criteria for these
components are provided below.
Inlet Structure
1) The inlet structure shall spread
the flow of incoming water
unifonnly across the surface of
the filter medium during all
anticipated flow conditions.
This flow shall be spread in a
manner that prevents roiling or
otherwise dishlrbing the filter
medium.
Sand Bed--Filter Medium
Block Diagram of
Sand Filte~//~
./ ~~
//<- - /1
I<~ . ~,~00 J
~... (\1"
~ ^00"
cP
l ~
~ · 1
Oi"c/J
arge r
o ReCeiving W
ater
t..
1) The length-to-width ratio shall be 2: 1 or greater.
2)
The sand bed configuration may be either of the two configurations shown in Exhibit 2-
1. All depths shown are final depths. The effects of consolidation and/or compaction
must be taken into account when placing medium materials. The surface of the filter
medium shall be level.
3) Sand used as filter medium shall be certified by a certified testing laboratory as meeting
or exceeding the specifications presemed below:
l
Stonnwater Management Manual- Public Draft
Adopted July], ] 999; revised September], 2002
Page 2-47
FILTER BED MEDIUM
~
The filter bed medium shall consist of clean medium to fine sand with no organic material, or
other deleter:ous materials and meeting the following gradation:
Sieve Size
3/8"
#4
#8
#16
#30
#50
#100
Percent Passing
100
95-100
80-100
45-85
15-60
3-15
<4
'--
Stormwater Management ManuaJ- Public Draft
Adopted July], J 999; revised September 1, 2002
Page 2-48
~l
;
(top of
SAND BED
bed to be horizontal)
\
c:
::E
-N
-L-L
T
--r
Layer
Zone Only)
Perf orated
4" PVC pipe
l-
ll>
>-
o
..J
A.
SAND BED PROFILE (wilh gravel filter)
Q)
>
o
I-
"
t
SAND BED
(top of bed to be horizontal)
T-
c:
:::i
.
m
,.. to 2"
Grovel Loyer
Geotextile
Fabric
J
GeOl~:xtile
Fabric
Impermeable Loyer
(Aquifer Recharge Zone Only)
MA><. 10' O.C.
B. SAND BED PROFILE (trench design)
Exhibit 2-1
,
Stormwater Management Manual- Public Draft
Adopted July I, 1999; revised September 1,2002
Page 2-49
Sand Bed with Gravel Filter (Exhibit 2-1:A)
1) The top layer shall be a minimum of 18 inches of approved sand.
2) The sand shall be placed over an acceptable geofabric material covering a layer of 12- to
2-inch washed drain rock. The finished depth of this drain rock shall be sufficient to
provide a minimum of 2 inches of cover over the underdrain piping system.
3) No gravel is required below the underdrain piping system.
Sand Bed Using Trench Design (Exhibit 2-1 :B)
1) The :op layer shall be a minimum of 12 inches of approved sand.
2) The sand shall be placed over an acceptable geotextile fabric material covering a layer of
~- to 2-inch washed drain rock. The finished depth of this drain rock shall be sufficient
to provide a minimum of 2 inches of cover over the underdrain piping 'system.
3) The piping and gravel shall be underlain with geotextile fabric.
Underdrain Piping
1) The underdrain piping system shall consist of appropriately sized (minimum 4-inch
diameter) collector manifold with perforated lateral branch lines. The pipe used in this
conveyance system shall be schedule 40 polyvinyl chloride (PVC) material or an
approved equal. Lateral spacing shaIl not exceed 10 feet.
2) The lInderdrain laterals shall be placed with positive gravity drainage to the collector
manifold.
3) The collector manifold shall have a minimurn 1 percent grade toward the discharge point.
4) All laterals and collector manifolds shall have c]eanouts installed, accessible from the
surface without removing or disturbing filter media.
Stormwater Management Manual- Public Draft
Adopted July], ] 999; revised September], 2002
Page 2-50
""
t
Soakage Trenches
A soakage or "infiltration" trench is a shallow trench in penneable soil that is backfilled with
sand and coarse stone and lined with filter fabric. The trench surface may be covered with
grating, stone, sand, or a grassed cover with a surface inlet.
GENERAL REQUIREMENTS
t
Maximum area to be served: I acre per trench
Soils requirements: A or B only for publicly maintained
(NRCS classification) facilities; C soils may be used for
privately owned facilities if drawdown
standards are met
Maximum ground slopes 5 percent
Soil test requirement ASTM D 3385-88 or OPDR approval
'"
Stonnwater Management Manual- Public Draft
Adopted July], ] 999; revised September 1, 2002
Page 2-51
] )
The soakage trench
shall infiltrate the
entire design stonn
without overflow.
Inf,ltratiun T rencn
SOllfce"
Schueler 1987
IMocliiied 1995)
Rvnoff tilter& through
::20 focl l"l"de 9ro5~
bvffe- 5trlp.
"
2)
Soakage trenches
shall not be accepted
in soils with a tested
infiltration rate ofless
than 2 inches per
hour.
Emerger"\(:~Y Dved lor"l berm
Pro:ec..tlve la~er of _
filter r::::lb,-ic. one Foot
belo..., 5vrroc..e. ..../.. ...
Filter rabr-ic. ,jrte
trench excovat ion
fQ!no/f 11I(,-ot"5 through
undistvrbed ~lJb~oll l"/ith
a minimvrr infiltrotlOr'l rote 0.5
Inc.he5/hO..Jr.
Sand filt"r (0' .- 12' deep)
Or fobr-ic. e;qvivole.nt.
3)
There shall be no less
than :I feet of
undisturbed depth of
infiltration medium
between the bottom
of the facility and any
impervious layer (i.e.,
hardpan, solid rock,
high groundwater
levels, etc.).
sec. liON - ISOMETRIC.
No :x.ole
4)
Drawdown time (time for trench to empty water from the water quality design stonn)
shall not exceed 10 hours.
\..
5) Soakage trenches shall meet the following setback requirements for downstream slopes:
minimum of 100 feet from slopes of ] 6%; add 5 feet of setback for each additional
percent of slope up to 30%; 200-foot setback for slopes of 30%; infiltration trenches shall
not be used where slopes exceed 30%.
6) All scakage trenches shall have an overflow that is capable of transporting high flows
through the facility to an approved stonnwater disposal system in the event the facility
infiltration capacity is exceeded. Overflows shall be designed with appropriate erosion
control devices.
7) Each trench shall have one slotted observation pipe (4-inch) that extends to the bottom of
the trench, located at a point approximately halfway along the trench. The observation
pipe shall have a threaded or hinged cap or plug.
8) Drain medium shall have filter fabric between the medium and native soils or backfill.
9) Soakage trench areas shall be clearly marked before site work begins to avoid soil
disturbance during construction. No vehicular construction traffic, except that
Page 2-52
\...-
Storrnwater Management Manual- Public Draft
Adopted July I, 1999; revised September 1,2002
~
specifically used to construct the facility, shall be allowed within 10 feet of soakage
trench areas.
10)
A soil scientist, or suitably trained person working under the supervision of an Oregon
licensed professional engineer, shall inspect the soil after the system is excavated, before
trenches are filled with drain medium, to confirm that soils remain in suitable condition to
perform at anticipated infiltration rates.
11 )
Soakage trenches should be located dO\vnslope of structures, and are required to be
setback at least 10' from buildings and 5' from property lines.
Checklist of minimal information to be shown on the permit drawings
(Additional inforrnation may be required on the drawings during permit review, depending on
individual site conditions)
t
1) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility including typical cross-sections with dimensions
3) Drain rock specification
4) Sand specification
5) Filter fabric specification
6) All stormwater piping associated with the facility, including pipe materials, sizes, slopes, and
invert elevations at every bend or connection.
Inspection requirements and schedule
The following table shall be used to determine which stormwater facility components require
City inspection, and when the inspection shall be requested:
Facilit)' Component
Grading I
Piping I
Filter Fabric I
Sand I
Drain Rock I
Inspection Requirement
:::all for inspection
:::alJ for inspection
:::all for inspection
:::all for inspection
:::a1l for inspection
Note: Additional storm water overflow and disposal measures may be required with this facility.
See Appendix G for more information.
Operations and r~laintenance requirements: See Chapter 5.0. * Link to O&M Form
"
Stom1water Management Manual- Public Draft
Adopted July I, 1999.; revised September I, 2002
Page 2-53
\
!r~ 'y , ",I'
UAC':in'> TO ., ',1
~ CAe ,:: ~;f :':E II
/~ ., . YE~F..P;~;i~~,' ....'11
, 10 mln, . '; ';.,-.'" ~<o,~17,4:;'>:--:''''1T
~ .. -_____..- ..,_..J. ..... /.../. , ..~,,'r-l ...
DIST/',NCE -- . - -'-{::;::>,-:~","..;~l-:"-,-,/ :
- -~ :~)- ,', ~~~tt5~;2:-':;:~~:~:- :36"
LID -.v ..- ~." '''-':-:..!-~j,/......t' n-..r-,;:c...p...;_.. ,-_~ ,I
- ,. 'v,--<:Q..-~~,"':P::;;;;Jt~/ 7
- ~;-~ ~.:r":?/~.0G~:7.~r' ,
~ - ~ . ,,' : -;..~)~). ~~~ .~;c..1I~"~ 0- -
Cli/:cl~~~PED~;f~'f~~~~ff~~,
Ig~:~~~~~~~~D~~_ ~\~?C ,~t~,~~,
TRAPPED SilT BASIN
DETAIL
SOAKAGE TRENCH
CONSTRUCTION DETAIL
"1
\..
tWIT: .
THE BOTTOM OF THE INLET
PIPE MUST NOT BE LOWER
THAN THE TOP OF THE
OUT,-ET PIPE.
STEP 1
FILL TRENCH
WITH FilTER
FABRIC
AS SHO\'IN
STEP 2
ADD 24"AND
AND FOLD ONE
SIDE OF FABRIC
OVER SAND
STEP ~
ADD 12 INCHES
OF DRAIN ROCK
PLACE pmF. PIPE
AND COV[R All.
FIL TER FABRIC
TO BE PLACED ON GREEN TRACER 12"min.
2" _~ 12"min. SIDES ~~~_. ~NDS ,~:~E ON PIPE 7 L
G'c-'",-,L":: II I 3" PIPE, f. , [, 12;~ .
["m" '., :'f&,~}!!r" · + '[tl'.. ...... '. .~)~:
I \) ;1 ~Jn "::.".'., . , t ' ,,,, .' >. ';' :., .
I OUTLE;::J"- --'-:-:--:.~;;:-r . '
1(~>~p~N~~~~~~i. ". ."..' ,,<:~"','::,:~'I.~~t:~---~~;~. -~~VISE~'~'~~T~MBER 1. 2002
[____.'''..._ EAST SOAKAGE TRENCH
Stonnwater Management Manual- Public Draft
Adopted July I, 1999; revised September 1, 2002
Page 2-54
~
,
Stormwater Management/ Soakage Trench
Applicable to Areas East of the \Villamette River
Soakage Trench Sizing:
20 linear feet of trench for every 1,000 sf of impervious surface, is required. A minimum 12-foot long soakage
trench is required. Soakage Trenches 12 feet long may serve a maximum of 600 sf of horizontally projected roof
area or other impervwus surface.
Trench
· Soakage trench and perforated pipe must be installed level and parallel to contour of finish grade.
· Soakage trench shall be located no closer than 10 feet to any building and not closer than 5 feet from property
line.
· Sand filter portion of soakage trench must be filled with a minimum of 24" medium sand meeting OAR 340-71-
295 (3)(e).
· Minimum ]2" 0[31." - 2 \/," round or crushed rock to cover sand separated by one layer of filter fabric.
The pipe shall be laid on top of this gravel and covered with filter fabric.
At least] 2" minimum of backfill shall be placed over this trench.
All trenches shall be constructed on native soil and shall not be subject to vehicular traffic or construction work
that will compact the soil, thus reducing the penneability.
· Slope shall not exceed 20% without a stamped and signed geotechnical report addressing slope stability.
· Trench shall not be constructed under current or future impervious surface.
l
Sand
Medium Sand meeting OAR 340-71-295 (3)(e). Sieve analysis of the medium sand to be loaded into the filter may
be required to be made by a qualified party and a report provided to Clty of Portland plumbing inspector at the time
of inspection. Analysis to comply with ASTM C] 36, Standard Methods for Sieve Analysis of Fine and Coarse
Aggregate and in conjunction and accordance with ASTM C-] ] 7, Standard Test Method for Materials Finer than
No.200 Sieve in Mineral Aggregates by Washing.
Sieve #
3/8
#4
#8
#16
#30
#50
#]00
% Passing
100%
95-100%
80-100%
45-85%
]5-60%
3-J 5%
4% or less
Pipe
· The solid pipe from building or other source to connection with perforated pipe must be installed at a 'j/' per
foot slope.
All piping within] 0 feet of building must be sch. 40 ABS, sch 40 pvc, cast iron, sch. 40 ABS, 3" sch. 40 PVC
or 3" cast iron pipe may be lIsed for rain drain piping serving not more than 1500 sf of roof or surface area. Use
4" pipe if area is greater than 1500 sf
· Non-Metallic pipe must have a minimum cover of 12" measured from top of pipe to finished grade.
· The pipe withm the trench shall either be PYC D2729 or HDPE Leach field pipe.
· The silt trap shall be installed between the dwelling and the sandfilter, a minimum of 5' from the dwellmg.
Filter Fabric must be one of the following typeslbrands UNQ ] 25EX; UNQ TYP AR320 1; TNS E040; TNS
R035; TNS R040; TNS R042; AMOCO 4535; Marafi 140NL
'"
Stonnwater Management Manual- Public Draft
Adopted July 1, 1999; revised September 1, 2002
Page 2-55
2" min. 1'0 "
,TOC:' "":' I'"
CAR END: OF ., . ~.;.:-t"
I .1 ......PERF. P'PE'"6:..>.....> J
I, .';,;j ..f<'~ l~'n\in~ ~." .y ':<<;~rt~~~~lt:s~ ~:
t '. ..1 , ~Y 5'~," bISTANCE;~-"',;;;~;l~~%:~e;~j'0)\;,
r~ 1;27 GRA TED ~Dl v ..~:'}":;;;~)~~34:Jifj~~,,--,~>~
~;~t>..c:.':,:,,~;;,!;fP.<%i~:j~87~~: .~. ~_,<:~"..ir~~;i~~Jf~'t~~:~.'....',.'//.;;/"
'/ .f.._._ ;~::.~,:....~-._-cr, ,.,~".~?-S?-y
[c~f'i%~~:~~~~~~f~::~z~~os~~ ~~~"
S>"~-'.~ . -....:: BASIN W/WEEP 36 ",< '1-1 :?~?- ~~C,\\'-l~
r.~;;.~'C~:' -..HOLE IN BOTTOM min./", ~ \~ '\'( ~l^
_.
BASIN
DET AIL
tlOTE .
THE BOTTOM OF THE INLET
PI"'E MUST NOT BE LOWER
THAN THE TOP OF THE
OUTLET PIPE.
J
-'-
,)-
'-
.~.
"
?,TEP 3
ADD 12 'NCHES
OF DF<AIN ROCK
PLACE PERF. PIPE
AND COVER ALL.
ROCK AND SAND
NA TIV[ OR FILL PORTION OF TRENCH
LAST 12"OF TRENCH 7) TO Bt: PLACED IN
NATIVE SOL
Ln" ----t:=I I' 2 ""m In FILTER F AE RIC TO
~I I I BE PLACED ON GREEN TRACER
[< . .'2"rTl,in/
I(D:~h .,< ." 2m'~.1 Jl_l~,~;J_lJ~)_i . -~~J~J
[PIPE ELBOW)/<~i,.:/i/:, :~Jj N TS REVISED SEPTEMBER 1, 2002
[~~,~_.., . WEST SOAKAGE TRENCH
S IT I::..J
FILL TF?ENCH
WITH FILTER
FABRIC
AS SHOWN
SOAKAGE TRENCH
CONSTRUCTION DETAIL
STEP 2
ADD 18" SAND
ANO FOLD ONE
SIDE OF FABRIC
OVER SAND
Stonnwater Management Manual. Public Draft
Adopted July], ] 999; revised September I, 2002
Page 2-56
'--'~
.
Stormwater Management! Soakage Trench
Applicable to Areas \\1 est of theWillamette River
Soakage Trench Sizing:
25 linear feet of trench for every 1,000 sf of impervious surface, is required. A minimum 15-foot long soakage
trench is required. Soakage Trenches IS feet long may serve a maximum of 600 sf of horizontally pro] ected roof
area or other impervious surface.
Trench
· Soakage trench and perforated pipe must be installed level and parallel to contour of finish grade.
· Soakage trench shall be located no closer than] 0 feet to any building and not closer than 5 feet from property
line.
Sand filter portion of soakage trench must be filled with a minimum of 18" medium sand meeting OAR 340-71-
295 (3)(e).
· Minimum 6" of ';:;" - 2 W' round or crushed rock to cover sand separated by one layer of filter fabric.
· The pipe shall be laid on top of this gravel and covered with filter fabric.
At least] 2" minimum of backfill shall be placed over this trench.
· All trenches shall be constructed on native soil and shall not be subject to vehicular traffic or consrruction work
that will compact the soil, thus reducing the penneability.
Slope shall not exceed 20% without a stamped and signed geotechnical report addressing slope stability.
Trench shall not be constructed under current or future impervious surface.
,
Sand
Medium Sand meeting OAR 340-71-295 (3 )(e). Sieve analysis of the medium sand to be loaded into the filter may
be required to be made by a qualified party and a report provided to City of Portland plumbing inspector at the time
of inspection. Analysis to comply with ASTM C] 36, Standard Methods for Sieve Analysis of Fine and Coarse
Aggregate and in conjunction and accordance with ASTM C-] ] 7, Standard Test Method for Materials Finer than
No.200 Sieve in Mineral Aggregates by Washing.
Sieve #
3/8
#4
#8
#]6
#30
#50
#100
% Passing
]00%
95-100%
80- 100%
45-85%
]5-60%
3-] 5%
4% or less
Pipe
The solid pipe from building or other source to connection wIth perforated pipe must be installed at a Ij." per
foot slope.
All piping within ]0 feet of building must be sch. 40 ABS, sch. 40 pvc, cast iron, sch. 40 ABS, 3" sch. 40 PVC
or 3" cast iron pipe may be used for rain drain piping serving not more than] 500 sf of roof or surface area. Use
4" pipe if area is greater than 1 500 sf
· Non-Metallic pipe must have a minimum cover of 2" measured from top of pipe to finished grade.
The pipe within the trench shall either be PYC D2729 or HDPE Leach field pipe.
The silt trap shall be installed between the dwelling and the sandfilter, a minimum of 5' from the dwelling.
Filter Fabric must b,~ one of the following typeslbrands: LINQ 1 25EX: LINQ TYPAR3201; TNS E040; TNS
R035: TNS R040; TNS R042; AMOCO 4535; Marafi J40NL.
'"
Stonnwater Management Manual- Public Draft
Adopted July], ] 999; revised September], 2002
Page 2-57
Simplified Approach Design Criteria
Trees
~
Trees intercept precipitation and provide two stormwater management functions:
· Flow control: Trees hold water on the leaves and branches and allow it to evaporate, and they
detain the flow and dissipate the energy of runoff. These functions are most measurable for
storms of less than 0.5 inches, typical during the months from April to October. However,
evergreen trees are effective year round for these smaller storms and the early portions of
larger stonns. Generally, large trees with small leaves are most efficient at rainfall
interception. Trees also facilitate stonnwater infiltration and groundwater recharge.
· Pollution reduction! Stormwater cooling: Trees can provide shade over large areas of
impervious surfaces. This provides two direct benefits. First, the hard surface is protected
from direct solar exposure, thus reducing heat gain in pavement. The less heat gain there is in
pavemen1:, the less heat is absorbed by stormwater as it flows over the surface. Second, by
shading pavement, the trees help reduce or minimize air temperature increases caused by the
hot pavement. Cooler air may help prevent stream temperature increases associated with air
temperahlres.
New trees planted in or around impervious surfaces are eligible for stormwater management
credit. 100 square-feet of credit is given for new deciduous trees, and 200 square-feet of credit is
given for new evergreen trees (see minimum sizes below). Stormwater management credits also
apply to exi sting trees kept on a site. The square-footage equal to one-half of the existing tree
canopy is given as credit for existing trees kept on a site. No credit will be given for existing
trees within an environmental zone. For sites with over 5,000 square-feet of impervious
surface to manage, no more than 25% can be mitigated through the use of trees.
~
Trees being used for stonnwater management credit shall be clearly labeled on permi1 drawings.
A note shall be included on the pennit drawings that calls for City inspection after the tree has
been planted, or in the case of existing tree canopy, after the site grading has been completed.
*Link to Tree Canopy Photos
Operations and Maintenance requirements: See Chapter 5.0.
* Link to Tree 0&1\1 Form
Stonnwater Management Manual- Public Draft
Adopted July 1, 1999; revised September 1, 2002
Page 2-58
L -.'
.
New Evergreen and Deciduous Trees
Trees shall be maintained and protected on the site after construction and for the life of the
development (50-100 years or until any approved redevelopment occurs in the future). During the
life of the development, trees approved for stormwater mitigation shall not be removed without
approval from the city. Trees that are removed or die shall be replaced within 6 months. Trees
may be pruned for safety purposes only; however, if a tree is planted near a building, pruning to
protect the structure is recommended.
The trees selected shall be suitable species for the site conditions and the design intent. Trees
should be relatively self-sustaining and long-lived. Native conifers are highly encouraged, as
many of these trees naturally grow in harsh/rocky conditions. Long-term irrigation is not
required. New deciduous trees must be at least 2 caliper inches and new evergreen trees
must be at least 6 feet tall to receive mitigation credit.
By City ordinance, the City Forester is authorized to set standards for tree sizes planted on
publicly owned lands and public rights of way. If street trees are used to receive storrnwater
credit, then a permit from Urban Forestry is required. Street trees shall be at least 2 caliper
inches for residential and 3.5 caliper inches for commercial areas. For park lands and other
public areas the street tree standard is 3.5 caliper inches.
Approved Trees
.
The following tree species are approved for use as simplified approaches:
Acer circinatum
Acer macrophyllum
Alnus rubra
Arbutus menziesii
Castanopsis chrysophylla
Chamacyparis lawsoniana
Comus nuttallii
Fraxinus latifolla Quercus chrysolepis
Juniperus occidentalis Quercus garryana
Libocendrus decurrens Rhamnus purshiana
Pinus contorta Sequoia sempervirens
Pinus monticol21 Thuja plicata
Pinus ponderosa Tsuga heterophylla
Pseudotsuga mensiesii Umbellularia califomica
t
Stormwater Management Manual- Public Draft
Adopted July I, 1999; revised September I, 2002
Page 2-59
Existing Trees
~
Mature evergreen and deciduous trees can have significant benefits in addition to stormwater
management. They already provide habitat for urban wildlife, energy and cost conservation,
aesthetics, visual screens, heritage value, wind breaks, and recreation. The stormwater credit
applies to existing trees of 4-inch caliper or larger. Credit is based on one-half of the square
footage of the tree canopy. An existing tree for which protection is required by City Title 33 code
is not eligible for credits.
Protection during construction shall be in the form of minimizing disruption of the root system.
Construction shall not encroach within a space measured 10ft outside of the drip line to the tree
trunk, unless the city forester approves exemptions to this requirement. The applicant will have
to provide documentation required by the forester to assure the tree will remain healthy after
construction and during the life of the project. During the life of the development, trees approved
for stonnwater credit shall not be removed without approval from the city. Stormwater
management functions of any removed trees shall be replaced on the site with other trees or
simplified approaches. Trees that die shall be replaced within 6 months. Trees may be pruned for
safety purposes only; however, if a tree is near a building, pruning to protect the structure is
recommended.
~
Stann water Management Manual- Public Draft
Adopted July), ) 999; revised September), 2002
Page 2-60
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Stonnwater Management Manual- Public Draft
Adopted July], ] 999; revised September 1, 2002
Page 2-61
Stormwater Re-Use
Stormwater may be. collected and re-used for non-potable water uses within a house or building,
or for landscape irrigation purposes. Uses can include reusing water in toilets and at hose bibs.
Reducing the water you use from the City system can reduce not only your water bill, but also
your sewer charges, since they are based on your average winter water use. ODPR plumbing
approval must be obtained with any such system. Reference OPDR's website for more
information
www.opdr.ci.portland.or.us/pu bs/CodeGuides/Cabo/RES34 0,'0201. pdf
* Link to Stormwater Re-Use Photo
.
Stormwater Management Manual- Public Draft
Adopted July 1, J 999; revised September J, 2002
Page 2-62
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/
Engineering Standards for Public Improvements Appendix IIA: Design
ESPI Standard Details
Abbreviations & General Notes
Lettering & Line types
III. Drafting Standards
Construction Notes
Drawing Layout Prototypes
Examples
12/14/2004
H:\gIO\ESPI origina1s\00 tabs.doc Rev. 12.14.04
120f20
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EA Each S Slope
ECR End Of Curb Return SPEC Speci fication
EX Existing SQ Square
FED Federal STA Station
FG Finished Grade STD Standard
FH Fire Hydrant SW Sidewalk
GB Grade Break TG Top Of Grate
ID Inside Diameter TYP Typical
INV Invert VERT Vertical
LAT Lateral WM Water Meter
LONG Longitudinal WV Water Val v e
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PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Volley Sewer Services
DRAWING NO.
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STANDARD GENERAL NOTES:
100 GENERAL
100a. Conform to the following standards unless noted otherwise (UNO):
2005 Engineering Standards for Public Improvements (ESPI),
2002 APWA OR Standard Specs. for Construction (SSO) as amended.
2003 Uniform Plumbing Code (UPC) for plumbing on private property.
2003 OR 1&2 Family Dwelling Code for private residential property.
100b. Submit a traffic control plan ami secure agency approval prior to work.
100c.Oo not perform work without inspection. Notify Inspector 24 hr prior.
100d.Notify Engineer of Record upon discovery of design conflicts.
100e Present proposed field changes to the Engineer of Record & obtain Agency
Engineer's acceptance prior to implementing valid design changes.
1001'. Utili ties shown are schematic on.Zy. Contractor shaH field verify all
existing utili ties before construction begins. Comply with ORS 757.541-757.571
including with regard to hand-exposing(potholing). Use reasonable care to avoid
damage.
100g. Install (2) reference points for all valves, cleanouts, & manholes.
200 WATER SUPPLY (ASHLAND ONLY)
200A. Pipe: AWWA 21.51 ductile iron class 50 fully restrifJined joint uno.
200B. Fittings: AWWA C116 or C153 with "EBAA megalugs or approved equal.
200C. Thrust blocks: at tapping tees o~
2000. The City shall install all water services. including the tap, service line
& meter. The Contractor shall install the meter box, lid ,& accessories.
200E. The Owner shall enter into an agreement with the C.i ty to sterilize all water
services. Costs for this work will be billed by the city to the Owner on an
actual cost basis for labor, materials, equipment rental and overhead.
200F. Contractor shall furnish Engineer of Record with data on all valves and
pipe appurtenances with the as-builts.
400 SEWERS AND DRAINAGE
400A. Sani tary sewer pipe: ASTM 0-3034:, except where vertical clear distance
between water and sewer <18", then CLASS 50 ductile iron.
400B. Storm drain pipe: ASTM 0-3034.
400C. Taps to existing sewer mains shall be performed by City Crews.
4000. Placement or storage of spoils from sewer line trenches is not permitted on
hard surfaces in public ROW.
400E. When connecting to existing pipE', expose the end of the pipe and schedule
the Engineer of Record to verify the €'xact invert & location prior to laying new
pipe on that system.
4001'. Before backfilling the end of a main not ending at a manhole or cleanout,
the Engineer of Record shall verify the exact invert & location.
400G.The contractor shall provide & install a lockable plug at the connection
wi th the existing sanitary sewer systE~m to prevent debris & water from entering
the system. The agency will place a lock on the plug until the upstream sstem
is cleaned and accepted.
ISSUED: 1lo'.1E ENGINEERING DRAWING NO.
PUBLIC WORKS OF
REVISED: 1lo'.1E Ashland - Medford - Rogue Valley Sewer Services
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400H. Existing laterals shown on plans may not be complete or accurrate, but the
contractor is responsible for the re -connecting of all existing laterals. Verify
lateral tie stationing locations prior to backfilling, including those not shown
on plans.Arrange for TV inspection to occur prior to paving or connecting to
existing laterals, and identi fy all abandoned laterals on As -buil t drawings.
400K. Thoroughly remove all dirt & debris from all pipes and structures prior to
punch-list walkthrough.
500 BRIDGES & STRUCTURES
A.Structural design basis: 1996 AASHTO allowable stress method.
B Design axle load: HS-20
C Co-lateral load: 20K pOint load with a 20'0' plf UDL.
D Structure concrete: fc'= 360'0 psi 4-6% entrained air.
E Bar reinforcement: ASTM A615 gr6a (fy=6aJOOa psi) UNO.
F Deck longitudinal rebar & stirrup ties: epoxy coated.
G Non-shrink grout: fc'= 5000' psi.
H Reinforcing cover: min. 2" clear.
J Do not fabricate reinforcing until final elevations have been field verified
K Do not allow truck traffic on structure until concrete fc'= 70%.
600 BASES
600A. Subgrade UCS soil type: CHJ "R(WA) =2. Compact to 95% per MSHTO T99.
600B. Subgrade fabric: non -woven, min 6 mil thickness per SSD 2320.
600C. Where sub-grade compaction has not been achieved, as determined by field
inspection & testing, the sub-grade shall be lowered by 12" or as required to
compact the replacement material. An approved sub-grade fabric shall be placed
and the overexcavated are shall be backfilled with an acceptable material &
compacted per the specifications.
700 WEARING SURFACES
A Paving mix: PBA-5 3/4" agg. base course, ~" agg. wearing course.
BOO TRAFFIC SAFETY
A Do not alter/remove existing signs in Public Way without approval.
B Street signs: purchase from Public "~rks @ 552-2346. (Ashland)
C Sign posts: 2" Schedule 40 GALV. or black powder-coated (Ashland)
Transpar or approved equal (Medford)
D.Striping:Thermoplastic(Ashland) by General Contractor per ODOT QPL.
900 ILLUMINATION & ELECTRICAL POWER
A. Coordinate & schedule installation of all private utilities. Include all
wiring of conductors, approval of associated structures, & equipment to accomplish
a complete and proper installation. See Electrical Plan General Notes.
1000 LANDSCAPING & SITE FURNISHINGS
A. Street trees: 3" DBHJ One per 30 f1~ of frontage.
B. Provide (2)2" Sched 40 PVC irrigation sleeves at each lot.
C. Streetlights: Furnish and install per local standard detail
D. Benches: Timberform "Restoration" 2~11B-6J Black (Ashland).
E. Trash Cans: Timberform "Plaza" 2772'-DT-PJ Black (Ashland)
F. Retaining Walls:Versa-Lok or appro~'ed equal. Submit calcs prior to procurement.
ISSUED: MTE DRAWING NO.
PUBLIC VI/ORKS ENGINEERING OF
REVISfD: MTE Ashland - Medford - Rogue Valley Sewer Services
CONSTRUCTION SHEET NOTES.
1. CONST STD CURB & GUTTER AND AC PAVING PER TYPICAL STREET SECTION
3. CONST NON-STANDARD CURB & GUTTEF{ PER DETAIL
4. CONST EXTRUDED CONCRETE CURB
5. CONST AC CURB
9. SAVE EXISTING CURB & GUTTER IN PLACE
15. CONST ________" AC ON ___________________' CRUSHED ROCK
21. o VERLA Y WITH _________________' AC
22. o VERLA Y SHADED AREA WITH _______________' AC
ALLEYS/DRIVEWA YS/SIDEWALKS
40. CONST 4" CONCRETE ON 2" CRUSHED ROCK
41. CONST 5" CONCRETE ON 2" CRUSHED ROCK
42. CONST 7" CONCRETE ON 2" CRUSHED ROCK
43. CONST 7" REINFORCED CONCRETE ON 1" CRUSHED ROCK
1. CONST STD DWY APRON PER DETAIL
50. CONST STD COMMERCIAL CONCRETE APRON
54. CONST STD VALLEY GUTTER
56. CONST STD CURB CUT FOR DRIVEWAY
57. CONST STD CURB CUT FOR SIDEWALK ACCESS RAMP
58. CONST STD SIDEWALK WHEEL CHAIR RAMP
60. SAWCUT AND REMOVE EXISTING DRIVEWAY TO CUT LINE AND REPAVE WITH 5"
CONCRETE ON 1" CRUSHED ROCK. AS DIHECTED IN FIELD
65. SAWCUT AND REMOVE EXISTING DRIVEWAY TO CUT LINE AND REPAVE WITH 2"
CLASS "C" AC ON 6" CRUSHED ROCK. AS DIRECTED IN FIELD
68. SAWCUT AND REMOVE EXISTING DRIVEWAY TO CUT LINE
70. ADJUST DRIVEWA Y TO GRADE WITH CRUSHED ROCK
75. INSTALL BRICK PAVERS PER DETAIL IN SPECIAL SPECIFICATIONS
EXCA VA TlON/ADJUSTMENTS
80. SAWCUT AND REMOVE CURB FACE; LEAVE GUTTER
81. SAWCUT EXISTING PAVEMENT
82. SAWCUT AND REMOVE EXISTING PAVEMENT TO CUTLlNE
83. SAWCUT EXISTING CONCRETE
84. SAWCUT AND REMOVE EXISTING CONCF.'ETE TO CUTLlNE
85. REMOVE EXISTING PAVEMENT TO CUTLlNE OUTSIDE NORMAL EXCAVATION LIMITS
86. REMOVE EXISTING STRUCTURES
87. REMOVE EXISTING CURB AND GUTTER
88. ROTO-MILL AC PAVEMENT AS DIRECTED IN FIELD
89.
90. ADJUST MANHOLE WITH RINGS ONLY (MINOF.')
91. ADJUST MANHOLE - REMOVE AND REPLACE CONE (MAJOR)
92. MANHOLE TO BE ADJUSTED BY OTHERS
93. ADJUST EXISTING CA TCH BASIN
94. ADJUST VAULT TO GRADE
95. VAULT TO BE ADJUSTED BY OTHERS
100. REMOVE AND SALVAGE EX METAL POST
101. REMOVE AND RE-LAY EX BRICKS A. D. II.
ISSUED: DO.Tt PUBLIC WORKS ENGINEERING DRAWING NO.
OF
RE'/1SED; DO.Tt Ashland - Medford - Rogue Valley Sewer Services
Lettering Standards.
1. All text shall be legible on 50% reproductions.
2 Font styles and thicknesses shall be readable and understandable on standard
photocopier reproductions.
3. No text shall overlap.
4. No text shall be rotated more than 90 degrees, except where it lends to a
clearer understanding.
5. Where shading or colors are used to differentiate areas, they must different
enough to be able to differentiatable on photocopies as well.
6. Exceptions are alllowed where unusual scales are used or where an unusual
amount of detail is required to be shown.
7. No text shall be smaller than .08". Use the following guidelines:
CHARACTER HEIGHT ,= .08 '"
- Text Embedded in Lines (Utilities, Hc.)
-Centerline Stations
CHARACTER HEIGHT = .10" (the default size UNO)
-Addresses
- Tax Lot Numbers
-Curb Return Data
- Topog Notes
-Hydraulic Data on Profile Section
-All other text unless soecified otherwise
CHARACTER HEIGHT = . 12"
-R/W Width
-Paving Width
-Most Data on Profile Section
-Notes, Structure Numbers.
CHARACTER HEIGHT = .15"
-Construction Notes
- Tax Map Numbers
-Curve Stations (PC & PTs)
-Match Line Information
CHARACTER HElGHT=.20"
-Street Names
-Address Numbers (Ashland)
ssum
o.o.lE
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
DRAWING NO.
I~
o.o.lE
I
OF
SEWERS (GENERAL)
200. REMOVE EXISTING MANHOLE
201. ABANDON EXISTING ANHOLE
202. REMOVE EXISTING PIPE
203. REMOVE EXISTING CA TCH BASIN
204. REMOVE EXISTING CURB INLET
205. PLUG END OF PIPE WITH CONCRETE
206. PLUG HOLE WITH CONCRETE
207. CUT INTO EXISTING MANHOLE
208. CONNECT TO EXISTING PIPE
209. CONNECT TO EXISTING STUB
210. PLUG END OF PIPE AND MARK
212. ABANDON EX SEWER PIPE IN PLACE
213. FILL ABANDONED PIPE WITH 5f//Af:?! MA FLl?i4!
214. CONST STD NON-REINFORCED CONC COLLAR
215. CONST STD REINFORCED CONCRETE COLLAR
216. CONST STD REINFORCED CONCRETE SADDLE
217. CONST STD NON-REINFORCED CONCRETE SADDLE
218. CONST REINFORCED CONCRETE ENCASEMENT PER DETAIL
219. CONST STD CONCRETE PIPE ANCHOR
220. CONST 6" TEE
221. CONST 8" TEE
222. CONST 10" TEE
223. CONST 12" TEE
224. CONST 15" TEE
225. CONST 18" TEE
226. CONST 24" TEE
229. REPLACE EXISTING CATCH BASIN GRATE WITH STD BIKE PROOF GRATE
SANITARY SEWERS MANHOLES & CLEANOUTS
240. CONST STD SANITARY SEWER MANh'OLE
241. CONST STD SANITARY SEWER FLA T-- TOP MANHOLE
243. CONST STD SANITARY SEWER MAN/-iDLE WITH CAST IRON CARRY-THROUGH
245. CONST STD SANITARY SEWER EXTEF?/OR DROP MANHOLE
247. CONST NON-STANDARD SANITARY SEWER MANHOLE PEf''> DETAIL IN SPECIAL
SPECIFlCA TlONS
251. CONST STD CLEANOUT ON 6" PIPE, WITH CAST IRON COVER
252. CaNST STD CLEANOUT ON 8" PIPE, WITH STEEL COVEFi'
253. CaNST STD CLEANOUT ON 8" PIPE, WITH CAST IRON COVER
255. REMOVE EXISTING CLEANOUT
SANITARY SEWER PIPE
271. CaNST 18" RCSP (0 LOAD = _________)
272. CONST 21" RCSP (0 LOAD = _________)
273. CaNST 24" RCSP (0 LOAD = _________)
274. CaNST 27" RCSP (0 LOAD = _________)
275. CaNST 30" RCSP (0 LOAD = _________)
276. CaNST 36" RCSP (0 LOAD = _________)
260. CaNST STD 4" PVC SEWER PIPE
261. CaNST STD 6" PVC SEWER PIPE
262. CaNST STO 8" PVC SEWER PIPE
263. CaNST STD 1 a" PVC SEWER PIPE
264. CaNST STD 12" PVC SEWER PIPE
ISSUED: [I',!E DRAWING NO.
PUBLIC WORKS ENGINEERING OF
REW;ED; t\l>l[ Ashland - Medrord - Rogue Valley SewElr Services
426. CUT INTO EXISTING CURB INLET
427. CONST STD 4" PERFORATED PIPE
428. CONST STD 6" PERFORATED PIPE
429. CONST STD 3" PVC DRAIN PIPE
430. CONST STD 4" PVC DRAIN PIPE
431. CONST STD 6" PVC DRAIN PIPE
432. CONNECT PIPE TO EXIST CATCH BASIN
435. INSTALL STD TRASH RACK
436. INSTALL STD TRASH SCREEN
440. CONST RIP-RAP AND FILTER LAYER AT PIPE OUTLET PER DETAIL IN SPECIAL
SPECIFlCA TlONS
441. CONST DITCH PER DETAIL
442. CONST CONCRETE INLET STRUCTURE PER DETAIL
443. CONST CONCRETE OUTLET STRUCTURE PER DETAIL
444. CONST RIP-RAP AND FILTER LAYER AT PIPE
445. TIP UP LAST ___._____ JOINTS AND CONST NON-REINFORCED COLLAR
446. REMOVE AND RELAY PIPE AS DIRECTED IN FIELD
447. CONST 10" TEE
449. CONST 8" C14 CL3 CSP
450. CONST 10" C 14 CL3 CCP
451. CONST 12" RCP CLASS IV
460. CONST 15" RCP CLASS IV
461. CONST 18" RCP CLASS IV
462. CONST 21" RCP CLASS IV
463. CONST 24" RCP (0 LOAD = _______________)
464. CONST 27" RCP (0 LOAD = _______________)
465. CONST 30" RCP (0 LOAD = _______________)
466. CONST 36" RCP (0 LOAD = _______________)
467. CONST 42" RCP (0 LOAD = _______________)
468. CONST 48" RCP (0 LOAD = _______________)
469. CONST 54" RCP (0 LOAD = _______________)
470. CONST 60" RCP (0 LOAD = _______________)
471. CONST 66" RCP (D LOAD = _______________)
472. CONST 72" RCP (,0 LOAD = _______________)
473. CONST 78" RCP (,0 LOAD = _______________)
480. CONST 10" STORM DRAIN PIPE
481. CONST 12" STORM DRAIN PIPE
482. CONST 15" STORM DRAIN PIPE
483. CONST 18" STORM DRAIN PIPE
484. CONST 21" STORM DRAIN PIPE
485. CONST 24" STORM DRAIN PIPE
486. CONST 30" STORM DRAIN PIPE
487. CONST 36" STORM DRAIN PIPE
488. CONST 42" STORM DRAIN PIPE
489. CONST 48" STORM DRAIN PIPE
490. CONST 54" STORM DRAIN PIPE
491. CONST 60" STORM DRAIN PIPE
1=
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DRAWING NO.
Grading/Tapa Plan Linetypes (tayername:CG"Label'')
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-- CONT - INDX
CONT -DEPR( EX)
CONT-DEPR
CONT - I NTR( EX)
CONT-INTR
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ESMT
ESMT-SLOP
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H-CANL( EX)
H-DTCH( EX)
H-MRSH( EX)
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DESCRIPTION
Index Contour Label
Existing Index Contour
Index Contour
Existing Depression Contour
Depression Contour
Existing InterMediate Contour
InterMediate Contour
Ex I st I ng Easer'lent
EaseMent
Slope EaseMent
Hydrology
Ex I st I n Edge of Wa ter
Top of Bank, Concrete Canal
Top of Bank, Earthen Cana l
Existing Marsh
Public Right of Way
Property (l I ne)
HORIZONTAL DATUM: NAD 83/91 (US foot)
VERTICAL DATUM: NGVD '29 / 56 (INT"L Foot)
PROJECTION: LAMBERT CONICAL,
OREGON, SOUTH ZONE
CONTOUR INTERVAL: 2 FEET
DASHED CONTOURS DO NOT MEET NATIONAL MAP
ACCURACY STANDARDS AND MAY NOT BE RELIABLE
ISSUED: MTE ENGINEERING DRAWING NO.
PUBLIC'WORKS OF
REv1Sm MTE Ashland - Medford - Rogue Valley Sews'r Services CD121
Site Pion Leqend (Layernal"1e: CS/CR 'label'),
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CONC-BJ
CONC-CB(EX)
CONC-CB
CONC-CG
GRVL -DW(EX)
GRVL -ow
GRVL -RD(EX)
GRVL -RD
LA-PATH(EX)
LA-PATH
LA- VEGL (EX)
LA - VEGL
MM-FENC(EX)
MM-FENC
PT - CURB
PT - FOGL
PT-STRP(EX)
PT-STRP
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DESCRIPION
Existing AC Paving Edge
AC Paving Edge
AC Curb ,or berm RD700
Cancrete Barrier RDBOl
Cancrete Contractian Jaint APWA 212
Cancrete EKpansian Jaints APWA 210
Existing Curbed Parking/Drive
Cancrete Straight Curb RD700
Cancrete Curb & Gutter 96-06
Gravel Edge ,of Alley
Gravel Edge ,of Drive/Parking
Existing G/navel Raad (Edge)
Gravel Edgf~ ,of Raad
Existing Path ,or Trail
Path ,or Trail
Existing Line ,of Vegetatian
Vegetatian Line
ExistingFence Line
Fence line
Paint Curb (spec calar)
Fagline TM 610
Existing Paint Striping
Paint (Lane) Striping
Existing Railraad
Retaining Wall
ll'.1E
DRAWING NO.
ll'.1E
[ PUBLIC WORKS ENGINEERING
· Ashland - Med'a,d - Rague Valley Sewer S"-'/C.,
OF
CD 122
Private Utility
LINETYPE ABBREV
* EP-SL
fQI EP-BMC
CD EP-JBOX
t---J EP- VAL T
t~J EP-SECT
ffil EP-HH1
~ EP-HH2
t~J EP- TR
@ EP-MB
rn TC-PED
~ TC-DOGH
x LF ** **-MAIN
-----
---1::. LF ~ - SERV ** - SERV
** - * * (OH )
**-**
* * ( EX)
___ ... ~ ** (HP)
__ __ __. __ **(PVT)
. . . . . . . . * * ( ABD )
-EP- - EP{EX)
----0---- EP-O
----1---- EP-1
- - - -l I- - - - EP-2
- ---1 1 I- - EP-3
---1111---- EP-4
I I I TREN-SHAR
- -TC- - TC{EX)
- - - -1- - - - TC
- -G - - G{EX)
-------G
P I an Leg end (Layer name = CU "Abbrev").
DESCRIPION (* indicates wildcard)
EP Street Light CD
EP Base Mounted Cabinet CD
EP (or TC) Junction Box CD
EP (O/~ TC) Underground Vaul t CD
EP (S/?ctionalizing) CabJ~net CD
EP Pr~imary Hand Hole CD
EP Secondary Hand Hole CD
EP Transformer CD
EP Meter Base CD
Telecomunication{TC) * PE?destal
TC DOQhouse
x lim?ar feet of ** Main
y linear feet of ** Service Line
Overhf~ad or above ground (continuous linetype)
UnderQround assumed UNO (intermittent line)
Exist_ing (text embedded in line)
(High) pressure or power (embedded arrow)
Private Utility in ROW (embedded circles)
Abandoned Utility Facility (Dotted)
Exist_ing Electrical Pow/w line
Empty Electrical Conduit
Single Phase Primary Power (line)
SecomJary Power Service (line)
Three Phase Primary Pow/?r (Line)
Street Light Service{Line)
Sharecf Utility Trench
Exist.ing Telecommunicat:ion (Line)
Telecomunication (TV, TEL, or Fiber)
Existing Gas (Line)
Gas (line)
JSSUm tl'.TE WORKS ENGINEERING DRAWING NO.
PUBLIC OF
REVISED: tl'.TE Ashland - Medford - Rogue Valley Sewl~r Services CD123
Erosion Control Legend (Layer name: liCE label'')
Symbol Label Description Detail/Ref
CZJ
~)
EC
EC-CENT
EC-BBag
EC-CDam
EC-INPR
EC-OUTP
EC-STRW
EC-SHOL
EC-SDRN
EC-STRP
EC-DDIK
EC - SWAL
EC-SSFN
EC-USFN
c:::J----C:J
o
r:=::c:::::J
(2)
f---<l
~
~~~
-",.. .,....,...
Erosion control
EC construction entrance
EC bio-bags
EC check dams
EC inlet protection
EC outlet Protection
EC straw bale sediment barrier
EC scour holes
EC slope drain (temporary)
EC sediment trap
EC diversion dike
EC diversion swale
EC supported sil t fence
EC unsupported sil t f€'nce
0001' 400, 405
0001' RD 1000
0001' 434-437
0001' RD 1005
0001' 418-428
0001' RD 1010
0001' 429-432
0001' RD 1050
0001' 408
0001' 413-417
0001' 438-440
0001' 438 - 440
0001' 408
0001' 438-440
Erosion Control Pion Notes::
[1 J The implementation of these Erosion Control Facilities And The
Construction, Maintenance, Replacement And Upgrading Of Required Measures
Facilities Are The Responsibility Of The Contractor Until All Construction
Is Completed And Approved. Develop Erosion Control Accordance With Section
00280, Supplemental Standard Specifications. Construct In Conjunction With
All Clearing And Gracfing Acti vities. To Insure That Sediment And
Sediment-Laden Water Does Not Enter The Drainage System, Roadway, Or Violate
Applicable Water 1Stcrndards.
[2J Erosion Control Shown Are Minimum Requirements For Anticipated Site
Conditions. During tne Construction Period, Upgrade facilities for
unexpected Storm Events And To Insure That Sediment And Sediment-Laden Water
Do Not Leave The Si te'.
[3J Insure That All Paved Areas Are Kept Clean During Constructiont.
[4J Install Supported Sediment Fence Per Plans.
[5J Construct Sediment Fence 1.8 m From The Toe Of Fill Slopes In Areas
Where Sediment-Laden Water Has A Potential Of Entering Waterways Or Leaving
The R/W.
llo\TE
DRAWING NO.
1=
llo\TE
[ PUBLIC WORKS ENGINEERING
OF
CD124
Ashland - Medford - Rogue Valley Sewer Services
Groding/T opo P'lon Symbols (Layernames:"CG Label")..
SYMBOL LAB~L
~ ~NCR( ~X)
~ ~NCR-FAA(~X)
IQ~Q~Q~d ~NCR-SOL( ~X)
+ 2010.8 ~L~v( ~X)
o 2010.8 ~L~V-BLDG( ~X)
· 2010.8 ~L~V-ROOF( ~X)
x 1881.4 ~L~V-SPOT( ~X)
@ TL -MON( ~X)
@ TL -P IN( ~X)
o ROW-MON( ~X)
~ ROW-P I N( ~X)
&. SV-CTRL(~X)
+ SV-CRNR( ~X)
~ SV-QRTR(~X)
~ SV-WP( ~X)
o LA-D~CD( ~X)
_ LA-CONI( ~X)
1001 ~P-CAB(~X)
E- ~P-GUy( ~X)
l!l ~P-HH( ~X)
... ~P- TR( ~X)
@ ~P-MB( ~X)
o ~P-P( ~X)
-9- ~P-STL( ~X)
mJ ~P- VL T( ~X)
<J) TC-MH( ~X)
c==J ~ TC-DH(~X)
CD TC-P~D( ~X)
[ill] TC-BSPL( ~X)
ffiJ G-MB( ~X)
~ G-v( ~X)
CD I R-CB( ~X)
rn I R- VB( ~X)
D~SCRIPTION (~X ISTING)
E~ncroachMent
F-AA Airspace ~ncroachMent
So I ar ~NCR
Elevation
Bui Iding Floor ~L~V
F?ooF ~L~V
Spot ~L~V
TL MonUMent
TL (Corner) pin
ROW centerline MonUMent
F?OW centerline pin
Survey Control
Survey Section Corner
Survey Quarter Corner
Survey Workpo i nt
Sing I e Des i duous Tree
Sing I e Con i Ferous Tree
EP (Sectionalizing) Cabinet
EP Down Guy And Anchor
EP Hand Hole
E TransForMer
E Meter Base
E Pole
E Street Light
E Underground Vault
TelecoMMunication Manhole
TC Doghouse
TC Pedestal
TC Block Sp lice
G Meter (Base)
G Va I ve
IR Control Box
IR Va lve Box
DAT[
DRAWING NO.
1-
REWiED:
DAT[
I
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
OF
CD125
Public Roociwoy Plan Legend (toyer name: "CR label")
SYMBOL
// //
// //
~"
_JlIn~i
)L~~S
....:,:.:.,::,~.,.
.. '., #. .
. . ~ .... ..:.
. .. .., ~ "
~~~~ .~'. '::.~'~ ~.~:.
LABEL
// AC(EX)
AC - CUTt
AC - CUT2
CONC-VG
CONC-CG
CONC-DWl
CONC - DW2
CONC-DW3
DESCRIPTION
Existing Asphalt Edge
Residential AC Patching
Arterial/Collector AC Patch
CC Valley Gutter
Concrete Curb & Gutter
Driveway (Setback)
Driveway (CurblimJ)
Dri veway (Commerc.ial)
Sidewalk
Sidewalk Access Ramps
CONC-SWOB Sidewalk Obstruct.ions
-Lf --./ L- ...LL --./ /- LL.... GR VL - E DG E Gravel Surfacing Edge
lTrillm.Ll LA ( EX) Exist Undisturbed Landscape
1........1 LA Landscaping (Area)
r2Z!ZP LA - TP Tree Protection Area
0 LA - VEGS Single tree or plant
~ LA - VC Corner Site Triangle
. . MM-BOLL MISC Metal Bollarcj
.
----. MM-BIKE MISC Metal Bike Rack
PK-CURB Parking Curb Stops
PK-C Compact Vehicle Parking
PK-HC Handicap Access Parking
~ PT - NOPK No Parking Curb Paint
PT-FIRE Firetruck Turnaround Paint
~. -+ PT -BIKE Bikelane Paint
PT-PEDXl Standard CrosswaJk Paint
~~~~~~~~~~ PT-PEDX2 Continental Cross~~lk Paint
1=
REFERENCE
CD30l
CD302
CD304
CD 702
CD700, 702
CD740
CD745
CD30l
CD 720
CD 755 , 760
DAT[
[ PUBLIC WORKS ENGINEERING
. Ashland - Medford - Rague Valley Se.", Sen1c..
DAT[
DRAWING NO.
OF
CD126
Public Utility Plan Legend (Layer name:"CU label").
SYMBOL
LABEL
DESCRIPTION
SS-POST SS (or SD,W, TC)Locate Post
SS-CO SS (or SD)Standard Cleanout
SS-MH SS (or SD,W, TC) Manhole c
SS-AJMH SS (or SD,W) Manhole Adjustment
SS-ODMH SS Outs.ide Drop Manhole (or SO)
SD-AB SO Area Catch Basin
SD-CBO SO Catch Basin w/orifice
SD-CI SO Curb Inlet
SD-DI SO DitcJ1 Inlet
SD-IG SO Inlet Gallery
W-FH W Fire Hydrant
W-MB W Meter Box
W-BFPD W Backflow Prevention Device
W-PLUG W Plug or Cap
W-RED W Reducer
W-SLEV W Repa~[r or Sleeve
W- TBLK W Thrust Block
W-V W Gate Valve (normally open)
W-AIRV W Air Helease Val ve
SO (EX) Existin~7 Storm Drain (Line)
- - - - - - - SO-MAIN Storm Drain Main
- , , - , , - , , - , ,- SD-SERV SO Serv:,[ce or Stub
..f'~'~>.'~~.'? SD-OD SO Open Ditch or Swale
~ SD-FD SO Subsurface (French)Drain
- , ,~ ,- SD-DETN SO Subsurface Detention
SS SS(EX) Existing Sanitary Sewer (Line)
SS-MAIN Sanitary Sewer Main
- - - SS-SERV Service or Stub
- -w - - W(EX) Existing Water (Line)
----- W-MAIN Water Supply Main
. -. - _. - W-SERV Service (line) or Stub
-.IR---- IR(EX) Existing Irrigation Distri.ct(Line)
--- IR IrrigaUon District(Line)
~
o
@
.'.~..'..'....'.'.'<...".i.
i~
@
IblI
E3
[]
~
EIQJ
.
III
I~~BE~:I
[
-+--
...
t><l
@
-so-
PER DTL.
RD334
CD362
CD336
CD360
CD352
CD374
CD380
CD372
RD370
CD367
CD254
CD274
CD
CD
CD
CD
CD250
CD266
CD266
ISSUED: DAT[ ENGINEERING DRAWING NO.
PUBLIC WORKS OF
REWiED: DAT[ Ashland - Medford - Rogue Valley Sewer Services CD127
Traffic Confrol Plan Legend(Layer Name:"CT label")
Symbol
Label
Description
-
. . .
.
...
4
..--.
~
---
..
[=:J
~=1
EB
;-
E:s:J
~
~
Z
~
~
'... ""
/,~....I':
CSTI.".,.-..;.
...... ..
....;;..l.
~
~
=+
00000
.....
b(J3I)
TC-SAP(T~MP)
TC-SAPS
TC-CD
TC-DT
TC-DTT
TC-FLAG
TC-FTRE
TC-LUM
TC- TPMK
TC-FLGTR
TC - TBARR
TC - TBARL
TC-SFNR
TC- TPS
TC-TMATT
TC-TB(J)
TC-CC
TC-PCMS
TC-WLGT
Tc-weKSPC
TC-UNDCON
Arrow Ponel
Arrow Ponel Support or Trailer
Channelizing Device
Direction of Traffic
Direction of Temporary Traffic
Flogger
Flag Tree
Luminaire
TemporOlY Pavement Markings
Sign (shown facing left)
TemporalY Barrier
TemporOlY Barrier WI warning light
Surveyor
Traffic or Pedestrian Signal
Truck Mounted Attenuator
Type III Barricade
Crash Cushion
Changeable Message Sign
Warning Lights
Work Spoce
Under Construction
TC-UNDTRF Under Troffic
TC-CONUNDTRF Construction Under Traffic
TC- TSS Temporary Sign Support
TC-PDDRUM Temporary Plastic Drums
TC- TUBMKR Tubular Markers
TC-WVEH Work Vehicle
1=
DAT[
DRAWING NO.
DAT[
[ PUBLIC WORKS ENGINEERING
: Ashland - Medford - Rogue Volley Sewer Sen1ces
OF
CD129
IV. Construction Standards
12/13/2004
H:\g\O\ESPI originals\OO tabs.doc Rev. 12.13.04
Forms
Specifications
Details
Erosion Control
Traffic Control
15 of 20
G:\pub-wTks\cng\O\ESPI\originals\OO tabs. doc Rev. 04.18.05
13 of 20
):>
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0-
Cti
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ll)
.-+
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.-+
CD
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CD
.-+
.-+
CD
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:::::l
to
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:::::l
CD
.-+
'<
'D
CD
en
0
0
:::::l
(f)
-
,
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0
-
o'
:::::l
Z
0
-
CD
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0
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,..--
SAMPLE
PRECONSTRUCTION CONFERENCE
AGENDA
(PROJECT NAME)
(Proj ect Number)
(DATE)
This meeting is being recorded
1. Introductions
II. Attendees to sign in
A. Prime Contractor:
Prime Construction Company
Address correspondence to:
BUSINESS STREET
CENTERVILLE USA 99999
Project Superintendent:
Office phone: (541) 555-5555
Cell phone:
FAX: (541) 555-5556
Pager:
B. Fun City
Rhoda Head, Project Manager
2001 Happiness Way, Building A
Fun City, OR 99999..9999
Office phone: (541) 999-9900 FAX: (541) 999-9901
Key people assigned to this project:
Rhoda Head, PM
Phil Dirt, Inspector
Phone
986-0001
986-0003
Cell
559-0001
559-0003
Pager
375-0001
375-0003
( III. Utilities
,
\ \,
a. Utility clauses 00150.50
b. Contractor's schedule
IV. Traffic Control
a. Traffic Control Plan
b. Lane restrictions Section 00220.40:
c. City street closure subject to City approval
d. Bikeways 00220.60(a-l) - Keep them clean and clear
e. On street parking - 21 day notice to City - 2 day notice to
businesses
v. Prosecution and Progress
(
!
a. Summary of Work
b. Completion Dates - Contract Time
c. Submittals
d. Erosion Control Plan
e. Pollution Control Plan
f. Progress payments
i. Cut-off date, last friday of the month
ii. MOR requests in by 25th of month
g. Clarifications
h. Changes
City Authorized signators
Contractor Authorized signator
~
~
PRE-CONSTRUCTION CONFERENCE ATTENDANCE
-',
Date:
Project Name:
Project No.
N
R
f
Ph
N
F N
')
ame epresen mg one o. ax o.
Distribution:
Project Engineer
City Public Works Department
)
XYZ BrINK .
Date
.~
LEITER OF CREDIT I
TO:
CITY OF MEDFORD
CITY HALL
411 W. 8TH STREET
'MEDFORD, OR 97501
We hereby open our irrevocab1e_.1e~tter of cre'dit in your favor for sum or sums
not exceeding the tota 1 -am0Uirt of $- .
This letter of credit is issued a.t the request and for the account of our
customer
The letter of credit is available to you only upon:
1. Your sight draft for any sum not exceeding the face amount of this letter of
credit; and,
-,
2. Your statement executed by the City Manager or City Attorney of the City of
Medford, Oregon .certifying .
The undersigned hereby certifies that has
defaulted under its obligations to construct those improvements
described in that certain agreement between
and the City of Medford dated , which agreement
concerns the project, and therefore
we are entitled to draw upon your Letter of Credit U
Each draft must bear on its face the clause "Drawn under Letter of Credit
I , dated of XYZ Bank. II
THIS LETTER OF CREDIT EXPIRES AND IS VOID UNLESS DEMAND IS r-tADE HEREUNDER ON OR
BEFORE [date after the final deadline for completion or
correction of defects] at XYZ BANK
OREGON.
We hereby agree with you that any draft{s) drawn under and in compliance with
this letter of credit, and before the expiration thereof, will be duly honored, so
long as the amount{s) thereof do not exceed the total credit extended.
Sincerely,
XYZ BANK
By: John Smith
Vi ce-Pres i d,ent
c)vJe
_ ____~___n___QITY9j=_MEQEQRD_ ______
SUBDIVISION BONDING REQUIREMENTS GUIDELINE
( JEeT:
S I REETS 28' : $70 PER L1NEAF~ FOOT
36' : $85 PER LINEAR FOOT
20' RESIDENTIAL MINIMUM ACCESS
WATER SYSTEM 4" $18 PER LINEAR FOOT
6" $22 PER LINEAR FOOT
8" $25 PER LINEAR FOOT
10": $28 PER LINEAR FOOT
FIRE HYDRANTS $1600 EACH
SANITARY SEWERS $2.50 PER DIAMETER INCH PER LINEAR FOOT
MANHOLES $1400 EACH
STORM DRAINS $2.00 PER DIAMETER INCH PER LINEAR FOOT
MANHOLES $1400 EACH
CURB INLETS $800 EACH
CHECKWlTH CITY ON BOX CULVERTS &
SPECIAL STRUCTURES
SIDEWALKS $2.00 PER SQUARE FOOT
STREET LIGHT INSTALLATION TYPE R = $3.000 PER STREET LIGHT
TYPE A-C = $4.000 PEH STREET LIGHT
SITE GRADING
MONUMENTATION
ALL WEATHER ROAD
OTHER
COMPLETED PUBLIC
IMPROVEMENTS .20%
x.20 (20%.L
INCOMPLETE
IMPROVEMENTS 100%
+
TOTAL
II:\A.DOCS\SUR VEy\KenyD\sUDbondguide.doc
,
CITY OF MEDFORD
CHANGES TO
APWA SPECIFICATIONS
,
~
CITY OF MEDFORD
Engineering Department
ADDENDUM NO.1 TO APW A 1990 STANDARD SPECIFICATIONS AND DRAWINGS
l
DIVISION 1 - GENERAL REQUIREMENTS
10 1.1.00 Definitions
(Add) Chanee Request - Change ord(~r initiated and signed in the field by
the inspector and contractor with tentative price agreement to facilitate
construction. A signed CHANGE ORDER is to follow.
Leeal Holidav
(Delete) "Thanksgiving"
(Add) "Presidl~nts Day" after New Years, .
(Add) ''Thanksgiving and the Friday after," after Labor Day
Owner
(Delete) "The ci~V, county or other municipality"
(Add) "The City of Medford"
(Add) "Substantial Completion - Completion of all pay items except
Mobilization. "
102.1.00 PreQualification of Bidders
(Delete) Entire sentence
(Add) "All contractors performing work within the public right of way shall be
prequalified with the City of Medford Engineering Department.
Prequalifications shall be renewed annually beginning July 1 and ending
June 30th. Any contractor desiring to bid on a City Public Works project
shall be prequalified with the City of Medford Engineering Department at
least 5 da.ys prior to the bid opening."
~
102.7.00 Preparation of Proposals
(Add) "in words and" in third sentence after "price".
(Add) "Failure to submit entire proposal may be reason to reject proposal" to the
end of the last paragraph.
102.8.00 Proposal Guaranty
(Add) ", and proof of insurance" after "payment bond" in the second paragraph
(Delete) "is sent to the bidder" in the second paragraph
(Add) "awarded'" in its place
1 02.12.00 Consideration of Proposals
~
Addendum No.1. APWA 1990 Standard Svecil1cations
')
(Add) "and returned intact with aU pages in order." to the end of the sentence in
"a)".
(Add) "g) If the proposal does not acknowledge an Addendum."
104.2.00 Plans and Specifications
(Delete) "plans" in "c)"
(Add) "drawings" in its place
104.4.00 Changes in Work
(Add) "For changes whose dollar amount is less than $ 1500, and to facilitate the
timely progress of work, the contractor and engineer may uSle the Change
Request form (ENG/102) to provide initial written agreement with a Change
Order to follow." to the end of the third paragraph.
105.1.00 Authority of the Engineer
(Add) "and a completion certificate issued" after "by the owner" in the last
paragraph.
105.4.00 Responsibilities of the Contractor
(Add) ''The contractor shall provide to the owner the supe:rintendent's day and
night phone number prior to beginning the project." To the end of the
second paragraph.
.)
105.6.00 Notifications Relative to Contractor's Activities
(Add) "Advance notification shall be followed by an immediate notification to
police dispatch." to the end of the first paragraph.
(Add) "and when work is complet1e" to the end ofthe first sentence in the last
paragragh.
(Add) "Where contractor's activities affect local residents, the contractor shall give
residents a minimum of24 hours notice."
105~7.02 Owner's Responsibilities
(Delete) "arrangements"
(Add) "notice" in its place
106.3.00 Sampline and Testine
(Add) "All required testing shall be certified by a licensed engineer." to the end of
the 4th pargraph
107.2.00 Assie:nment of Contract and Sublettine
(Delete) "50 percent" in first line of the fourth paragragh.
(Add) "35 percent" in its place
107.11.00 Permits. Licenses. and Taxes
(Add) "i) All permits required by the railroad for crossing their right-of-way"
)
Addendum No. I. APWA 1~~90 Standard Specifications
under, "The owner shall obtain and pay for the following."
,
108.6.00 Liquidated Damages - chk. WI RID
108.12.00 Final Warranty
(Delete) "specified period" in the first Sl~ntence of the first paragraph
(Add) "Period of 18 months" in its place
109.8.00 Allowance for Materials Left on Hand~
(Delete) The entire section
DIVISION 2 - STREETS AND RELATED WORK
202.1.00 Description
(Add) "steel plates over trenches" afte:r "barricades" and before "and".
202.3.07 Lane Closures
(Add) "For temporary street closures, after the approval of the engineer and prior
to the closure, the: contractor shall notify the Medford Fire and Police
Departments and the school district. The: contractor shall also notify them
when the street is reopened."
203.3.04 Merchantable Timber t
(Add) "unless otherwise called out on the plans or in the detailed specs." At the
end of the sentence.
204.1.03B Rock Excavation,
(Delete) "Dozer with rippers, or hydraulic excavators" in first sentence
(Add) "0/.. cu. yd. Rated excavator with rippers or D8 Catcpillar or equal with
rippers" in its plac:e.
204.3.06 Embankment Construction
(Add) "Contractor shall key or bench e:mbankments and fills into slope." at
beginning of second paragraph.
204.3.09 Compaction
(Delete) "3 feet" in first sentence of the second paragraph
(Add) "2 feet" in its place
(Delete) "3-foot limit" in second sentence of second paragraph.
(Add) "2-foot limit" in its place.
207.2.0 I Frac:ture of Gravd
(Addl) "The requirements for 4"-0" subbase shall have 100% of the faces
fractured. "
t
Addendum No.1, APWA 1990 Standard Specifications
(
v
207.2.02 Durability
(Add) The requirements for 4".0" shall be as follows:
Oregon Air Degradation (OSHD TM-208)
% Passing #20 sieve 35% max.
Sediment Height 6" max.
Abrasion (OSHD TM- 211) 45% max.
Soundness (OSHD TM-206) Ave. Loss - 18% Max. (after 5 alterations)
207.2.03 Sand Equivalent
(Add) "The minimum sand equivalent required for 4"-0" subbase shall be 25 when
tested in conformance with OSHD TM 101."
207.2.05 Grading Requirements
(Add) The grading requirements for 4".0" subbase materia.l shall be as follows:
Sieve Size
% Passing
4"
2"
1/2"
99 . 100
55 - 75
25 - 45
):
207.2.07 Source (Add)
Contractor shall use the same source of material for the entin~ project. If
circumstances develope prior to completion of a job the following rules shall apply.
1. Rock shall be an approved material from a certified source.
2. Previous material and material from the new source shall not be mixed, but each
used full depth.
3. If the materials are not kept separate when placed and mixing occurs, the City
shall use the higher optimum density when computing compaction.
207.2.08 Source Certification (Add)
The City of Medford requires that all aggregate used in public improvement projects
be tested in accordance with the abovl~ standards by an approved lab and certified by
a Professional Engineer, registered in the State of Oregon. The:: certifications shall
identify the source by it's state designated source number and situs. The samples
must be obtained by an employee of the certifying laboratory.
It is the responsibility of the supplier to supply this information for City approval
pnor to its use in public works projects
Addendum No.1, APWA 1990 Standard Svecifications
Aggregate certificatians must be submitted an a semi-annual basis. Certificatians are t
due January I and July 1. Only certifications perfanned within the two. manths priar
to. the due date will be accepted far review. The certificatians will be cansidered
valid far the six-manth periad unless visual or perfarmance evaluations indicated that the
prQduct has changed. In such cases, the City may then require additianal
certificatians assuring campliance.
207.3.05 Surface Tolerance
(Delete) "-0.04 toat" fram first sentence in the first paragraph
(Add) "-0.02 to at" in its place
(Delete) "0.04 fQat" fram the secand sentence in the first paragraph
(Add) "0.02 fo.at" in its place
(Add) ''The surface af aggregate subbase shall be within -0.05 faat and +0.02 faot
af plan c~levatian at any ane paint." to. the end af the first paragraph.
207.4.02 Cubic Yard In-Place Basis
(Ddete) Entire Paragraph
(Add) "Aggregate base will be measured and paid far an a cubic yard basis, to. the
nearest 0.1 yard. Measurement will be "in place" based an calculatians made during
design, fram dimc~nsians shawn an the typical sectians an the plan.
207.4.05 TOil Basis
n (Add) "Weight tickets must be furnished to. the inspectar at the time af delivery" l
21O.3.01A Weather and Seasonal Limitations
(De:lete) "600 F" under "Wearing CaUfS'e" far "to. "40 degrees F".
(Adld) "400 F" in its place
211.3.02 Weather Limitations
(Delete) "500 F" under Wearing Caurse far naminal specified campacted thickness
af 1 W' tlO 2W'.
(Add) "400 F" in its place
211.3.10A Steel Wheel Rolllers
(Delete) The last sentence
211.3.11A Preparation of Existing Pavement Surfaces for AC Overlay
(Add) "Existing pavement to. be averlain, shall be tack caated priar to. being paved
at the same applicatian rate indicated in 211.3.11. Leveling caurses need
tack caat af aver 48 haurs aId ar if subject to. vehicular traffic."
211.3.16 Transverse Joinb
(Add) "Jaints shall nat be at right angles to. traffic flaw, but shall be angled sa
traffic will hit the jaint ane wheel at a time."
(
l
Addendum No.1. APWA 1990 Standard Specifications
(
')
211.3.17 Thickness and Number of Layers
(Delete) "4"" for maximum thickness of "Class B, Base and Leveling Course"
(Add) "3 I'" for the same.
211.3.18B Compaction and Density Requirements for Dense Graded Mixes
(Delete) Last Paragraph
(Add) "The City Engineering Department will furnish and operate the nuclear
gauge for final acceptance testing. Intermediate or assurance compaction testing
shall be performed by the contractor or an independent testing firm at the
expense of the contractor."
212.2.07B Water Reducing, Retarding, and Accelerating Admixturl~s
(Add) "Calcium Chloride shall not be used as an accelerator in reinforc(:d
concrete"
212.3.12A Liquid Membrane-Forming Compounds
(Add) "Any concrete cured by use of a membrane curing agent shall have all joint
areas pressure washed or sand blasted prior to pouring additional concrete."
212.2.13 Curing Materials
(Add) "Any liquid-membrane curing compound shall be submitted for approval
) prior to use."
212.3.01 Process Control
(Add) "The contractor's process control person shall be certified for testing
concrete and soils."
213.3.05C PCC Structures
(Add) ''To the end of the last paragraph, "Curbs placed by slipform methods must
be kept from any strain or rock backfill for a minimum of 24 hours after
being placed."
213.3.07 Weep Holes
(Delete) Entire section
222.2.0 I Subgrade Geotextile
(Delete) Entire section
(Add) Only nonwoven fabrics will be acceptable.
Geotextile Fabric Minimum Values
Grab Tensile Strength (ASTM D 4632)
Burst Strength (ASTM D 3786 Mod.)
Puncture Strength (ASTM D 4833)
Apparent Opening Size (US Std. Sieve)
180 lbs.
290 psi
80 lbs.
No. 30 or
;
Addendum NO'. 1, APWA 1990 Standard Svecifications
smaller
Water Penneability (ASTM D 44~1) 0.005 em/sec. t
(Ref.: Sec. 2320, ODOT Standard Specifications for Highway
Construction)
DIVISION 3
SANITARY SEWERS AND STORM DRAINS
301.1.01B R04:k Excavatiolll
(Adld) "Rock excavation will include material which can not be excavated by a 0/.4
cubic yard rated excavator." to the end of the first paragraph.
301.1.03 Pipe Bedding
(Delete) "6"" in the second sentence.
(Add) "4"" in its place.
301.1.04 Pipe Zone
(Delete) "12 inches"
(Add) "6 inches" in its place
301.2.02 Pip,e Bedding
(Delete) Both sentences
(Add) "Pipe bedding material shall be 3/4"-0" crushed rock for sanitary sewer and t
watlerline trenches, and shall be pea gravel for stonn drain trenches."
301.2.04El CDF Mix Design
(Delete) The first and second paragraph
(Add) From March 16 to Nov 14, the CDF mix shall consist ofa sand-cement
slurry in the following proportions: 100 pounds of cement per cubic yard of
mix, with a slump ranging from 6-8 inchc::s. From Nov. 15 to March 15,200
pounds of cement shall be used per cubic yard of mix.
Within 72 hours the material shall be capable of supporting vehicular traffic
witbout rutting or placement of hot mix asphaltic concrete.
301.2.06 Embankment Geotextile Fabric
(Add) "All embankment geotextile fabric shall be nonwoven."
301.3.01D Trench Width
(Add) "Trench widths which are not ca.lled out on the plans shall be the nominal
pipe diameter plus 18 inches."
301.3.01H Existing Abandoned Facilities
t
Addendum No.1. APWA 1990 Standard Svecifications
/r'
(Add) "unless otherwise specified" to the end of the first Sl~ntence.
301.3.02 Rock Excavation
(Add) "The contractor shall be responsible to obtain all required permits." after the
first sentence in the second paragragh.
301.3.03 Dewatering
(Add) "At no time shall the contractor be allowed to use the existing sewer pipe
for dewatering the trench." at the end of the first paragraph.
30l.3.07B Class A, B, C, or D Backfill
(Delete) The first sentence in the second paragraph.
(Add) "Class A, B, C, or D backfill shall be compacted to 90% percent of the
maximum density as determined by AASHTO T 99 from the pipe zone to
two feet below finished grade. The top two feet shall be compacted to 95%
of maximum density."
30l.3.07C Controlled Density Fill (CDF)
(Delete) "24 hours" in the fifth and sixth sentences.
(Add) "72 hours" in both places
(Add) "CDF shall be used in all tnmches under and within three feet of all paved
t surfaces.
301.4.01 C Cubic Yard Basis
(Delete) Third paragraph dealing with trench width.
(Add) Replace with, "Width. The width will be the nominal diameter of the pipe
plus 18 inches, with a minimum of24 inches unless otherwise
specified on the drawings."
301.4.02A Rock Excavation
(Delete) "bell plus 12 inches" in second paragraph.
(Add) "plus 18 inches" in its place:.
303.2.04 Vitrified Clay Pipe
(Delete) Entire section
303.2.07B Vitrified Clay Pipe
(Delete) Entire section
303.2.08C Clay Pipe
(Delete) Entire section
303.3.09Cl General (Air Testing)
(Add) "The air pressure gauge sha.ll be 0 - 15 # maximum."
#
Addendum No. I. APWA 1990 Standard Svecifications
303.3.11 Television Inspel~tion of Sanitary Sewers
(Delete) "contractor shall" in the fIrst sentence of the first paragraph. ~
(Add) "city shall be allowed to" in its place.
(Delete) "Unless otherwise directed, the contractor shall also conduct" in the second
sentence of the first paragraph.
(Add) "The City may also conduct" in its place.
(Delete) The last sentence in the first paragraph.
(Delete) The second, third, and fourth paragraphs.
303.4.05 Television Inspec:tion (Measurement &: Payment)
(Delete) Entire Section
304.2.03B Vitrified Clay PilPe
(Delete) Entire Section
304.2.03D Cast Iron Pipe
(Delete) Entire Sl~ction
304.2.03F Polyvinyl Chloride (PVC) Pipe
(Delete) "F794"
(Add) "C900" to the end of the sentence.
304.3.01 Gel1leral
(Add) To the end of the second paragraph, "The stake shall be installed in
accordance with Standard Drawing No. 96-40."
4.
305.2.05 PVC Pipe and FiUings
(Delete) "F794"
305.2.06 Pol,'ethyline (PE)i Pipe and Fittings
(Add) "Use ofPE pipe shall be limited to the following:
1) Type'S'
2) Double-Belled Joints
3) 12 inch through 24 inch
305.2.19 Filter Material
(Deh~te) Entire Section
(Add) Filter Material shall be crushed or uncrushed rock, and shall be 3/4" x 1/4",
or as spec:ified on the plans.
305.3.01 Inst~lllation
(Add) "All stomll drain pipe shall be laid "open joint" unless otherwise specified
l
Addendum No. 1 to APW A 1990 Standard SDecificat;ons
"
(
I
\
on
the plans or used jointly with irrigation. All irrigation piping shall have
sealed or gasketed joints. Where tongue and grooved concret,e pipe is
installed, a 12 inch wide strip of 15# asphalt impregnated building felt shall
be layed over the top half of the joint."
306.2.02 Precast Concrete Manholes
(Add) "All precast concrete manhole tops shall be used as follows
1.) 48" diameter manholes
a.) When depth from surface to top of pipe is 3 feet or less,
use a flat slab top.
b.) When depth from surface to top of pipe is gre:ater than
3 feet, use an eccentric cone.
2.) For 60" diamet(~r manholes and greater use flat slab tops.
306.2.07 Manhole Steps
(Delete) Entire Section
306.3.01B Pipe Connections
(Add) To third paragragh, "All PVC manhole collars are to be sand coat(~d and be
fitted with rubber gaskets.
,
306.3.02A Bases (Manhole)
(Add) To the end of the first paragragh, "Cast in place bas(~s shall also utilize a
metal ring form that matches the spigot or tongue end of the manhole barrell
section.
306.3.02B Precast Manhole Sections
(Add) ''The maximum adjustment from the top of the manhole cone or flattop to
the bottom of the cast iron flange on the frame and cove:r shall be 12 inches."
307.2.01 Concrete (for Catch Basins and Inlets)
(Delete) "Class 3000 - 1 1/2" at end of sentence.
(Add) "Class 3300 - I 1/2" at end of sentence.
307.2.06 Welded Frames and Grates
(Add) ''The angle nosing on Curb Inlets shall be hot dipped galvanized a.fter
fabrication."
308.3.03 Service Line Connections to Existin:g Sewers
(Delete) From last sentence in second paragragh, "state building codes inspector".
(Add) "city building codes inspector" in its place.
,
/
Addendum No.1 to APWA 1990 Standard Specifications
308.3.04 Malnhole Connelt:tions l
(Add) The contractor shall provide an 18" long, blowup lock plug on the outlet
pipe when extending pipes upstream of the manhole. The City shall provide
the lock to be placed on the plug.
308.3.09Al R:lising Tops of Manholes
(Dt::lete) First sentence
(Add) 'The total distance from the top of the metal frame at its new adjusted grade
to the top to the cone or flat top lid shall not exceed 15 inches." in its place.
CHAPTER 5
STRUCTURES
501.2.03B Crushed Granular Backfill
(De:lete) "2 1/2"-0"
(Add) "1"_0""
(
\
501.3.02 Limits ofExcav~lltion
(Add) To paragraph 5, "Backfill material shall be clean granular material
compacted to 95% of maximum density. In the case of concrete footings, the
extra depth may be made up with extra concrete."
501.3.04 Sh(J,ring and Cribbing
(Delete) Paragragh 4
(Add) "Cofferdams or cribs, including all sheeting and bracing shall be removed in
con1unction with the backfilling of the substructure."
~
501.3.05 Dewatering
(Add) 'The contractor shall not be allowed to use the sanitary sewer to dewater the
excavation. "
50l.3.06A Backfill Around Structures
(Delete) Last sentence in third paragraph..
(Add) "Jetting ~md puddling will only be used with permission of the Engineer." to
third paragraph.
(Add) "Backfill within paved areas or within 3 feet of paved areas shall be a
controlled density Fill in accordance with section 30 1.2.04E I" to the fifth
paragraph.
~
"
\
Addendum No.1 to APW A 1990 Standard Svecifications
\
,
501.4.01 Shoring and Cribbing
(Delete) "Shoring and cribbing will be paid for on a lump sum basis for all required."
(Add) "Shoring and cribbing shall be considered incidental to earthwork and
excavation."
501.4.04 Backfill
(Add) "Backfill will be measured in place and compacted"
504.2.09 Identification
(Add) "so that" between "identifie:d" and "the engineer".
J
)
City of Ashland Engineering Standards for Public Improvements Appendix
ASHLAND SUPPLEMENTAL SPECIFICATIONS
All Public Works Construction done on facilities managed by the City of Ashland (COA) shall be
constructed in accordance with the 2002 edition of the "Standard Specifications for Public Works
Construction" ODOT/ APW A as modified by the following supplemental specifications. All
number references in these Supplemental Specifications shall be understood to refer to the
Sections and Subsections of the Standard Specifications bearing like numbers and to Sections and
Subsections contained herein in their entirety.
Contractors are expected to have a copy of the Standard Specifications on the project site at all
times. Standard Spec~fications may be obtained from the ODOT Contractor Plans office. Room 28
Transportation Building, 355 Capitol St. NE, Salem, Oregon 97301.
The APWA-ODOT Standard Specifications are also available on line on ODOT's Web Site:
\l 'HIt '. odOI. slate. or.lIs!1 eclzsen '!road I \ av/specs/200 2 -SI d -specs. II tl7~
The APWA-ODOT Standard Drawings are also available on line at:
http:lH'IHt'.ashland.o/'.lIs/Code.asp?Chaptcrll)== j 73 & Tille/Dc, j 3
When there are differences or conflicts between the specifications, project plans, or
Standard details, the conflict shall be resolved as follows:
1. Permit requirements.
2. Project drawings specific to the work.
3. Special Provisions
4. Supplemental Specifications
5. Standard Specifications
6. Standard Drawings
Measurement and Payment provisions of the Standard Specifications are not part of this Contract.
The measurement and payment of all bid items will be included in the: Special Provisions. Items of
work not included in the Special Provisions will be considered incidental to the project and no
separate payment will be made, except as allowed under the Change Order provisions of the
Standard Specifications.
Unanticipated Rock Excavation: In the event that unanticipated rock t:xcavation is encountered,
the unit price for same is hereby pre-established at One Hundred Dollars ($100) per cubic yard. If
20 per cent or more rock is encountered than included in the bid item, all rock in excess of the bid
item shall be considered unanticipated and paid at the dollar amount above. By submittal of a
proposal for the project, Bidders acknowledge the sufficiency of the above unit price for
unanticipated rock excavation.
00110.20 Definitions: The term "Agency" refers to COA Public Works Engineering Division.
00110.31 Use of Metric or Customary ("English") System: Plans may be in either metric or
English units, at the discretion of the Engineer. All work must be done in the units shown on the
plans.
00120.00 Prequalification of Bidders: Contractor pre-qualification is valid for two years.
Contractor must be pre-qualified at the time of bid closing to have a bid considered for the project.
r:.\nllh_llrrl.rc\p.tHT\()\~<'::PT\nr;n~nql""'\~nn.pnrli{,p"-'\'lJ\! ...-1,,(-.. {I If... ,")f\(l" \
7 nf1.Q
City of Ashland Engineering Standards for Public Improvements Appendix I: Process
00120.05 Requests for Solicitation Documents: Bidders must obtain Solicitation Documents from
the COA at the address listed in the bid advertisement. Each request for documents must include
the bidders contact phone number and fax numberOOl20.40 (f) Disclosure of First-Tier
Subcontractors: Disclosures will not be accepted via Email.
00120.45 Submittal of Bids: Bids must be received by the Bid Closing time by the COA at the
address listed in the bid advertisement.
00120.60 Revisions or Withdrawal of Bids: Changes to bid must be received by the time of the Bid
Closing at the COA at the address listed in the bid advertisement.
00180.33 Metric Submittals: The contractor shall use the same unit system as shown on the plans
for all measurements and calculations.
185.85 (b) Liquidated Damages: Liquidated damages shall be assessed as described in Part 1 -
Bidding Requirements.
00195.50(a)(l) Progress Estimates: Progress estimates shall include all work done through the 8th
day of each month.
00195.50(c) Forms of Retainage: The only form of retain age shall be Cash, Alternate A.
00445.11 Materials: Unless otherwise specified, all sanitar:./ ,:('\\cr pipe shall be PVC cuuf(l]'jning to
ASTI\/j D-30j4 \vith a minirnum SDR of 35 (add ~l]Jpendix. I!. 13, I pipe schedule here') Address
repair conncctnr types ill the table'.').
0445.11(g) Repair Clamps: Repair clamps shall be made using an approved rigid coupler, Romac
50 I or appron:d equal. Flexible couplers arc not allowed on sewer main lines.
00445.48 Tracer Wire: Tracer wire is required on all service line pipes and on curved main line
sewers. It is not required on main line selvers that mn in a straight line between manholes or from a
manhole to a cleanout.
00445.74 Television Inspection of Sanitary and Stonn Sewers: Television inspections will
be perfornled by COA Staff.
00140.90 - Final Trimming and Cleanup - add the following at the end of this section:
"Where private property(s) will be effected by construction but cannot realistically be restored to
its pre-existing condition before the contractor will leave the site, agreement shall be reached with
the owners of the property(s) regarding hmv the site shall be left and the Public Works Inspector
shall revieli' the agreement before the excavation or other work befZins.
NotifY affected owners and occupants of adjacent properties of completion of clean-up prior to
leaving the site. VerifY that no other clean-liP vvork remains. "
SECTION 00150 - CONTROL OF WORK
. 00150.50 Cooperation with Utilities_ - Replace subsection (b) with the following:
City of Ashland Engineering Standards for Public Improvements Appendix
Thc Agency has not made arrangements for planned Adjustments of Utilities. There are utility
relocations identified in the plans. The Contractor shall meet with affected Utility Company
representatives on a weekly basis or as requested to coordinate utility relocation eff()[ts. The
Contractor is advised that the requiremcnts of Subsection 00150.50 (c:), (d) and (e) still apply to
work done under this contract.
00150.75 Protection and Maintenance of Work During Construction- Add the following paragraph:
The Contractor shall clean and/or maintain existing streets, buildings, sidewalks, and other adjacent
private improvements that are outside the work limits of this project if dirtied or damaged by
construction activities. There will be no separate or added payment for this work. This
requirement includes complianec with the City's track-out ordinance.
00150.97 Responsibility for Materials and Workmanship - Add the following subsection:
(c) Neither the final certificate of payment nor any provision in the Contract Documents shall
relieve the Contractor of responsibility for faulty materials or workmanship and, unless otherwise
specified, the Contractor shall remedy any defects due thereto and pay for any damage to other
work resulting two years from the date of acceptance of the complete building or installation. The
City shall give notice of observed defects with reasonable promptness.
SECTION 00165 - QUALITY OF MATERIALS
00165.00 General - Add the following:
"General Contractor is responsible to provide all testing and meet all ODOT Quality Control and
Acceptance requirements through the use of an independent testing agency."
SECTION 00170 - LEGAL RELA TrONS & RESPONSIBlLITES
00170.03 Permits --Add the following:
"Obtain Permitsfrom Public Works Dept. (& all other approving agencies where required) for all
construction work }vithin the Public Right of Way, in Public Utility Easements, or on Public Works
owned or operated systems within or outside o.fCity Limits minimum 3 days prior to commencing
work.
NotifY all adjacent proper(v owners, occupants, other utility companies, and organizations
operating underground facilities in the area at the time o.fthe permit application. Provide
adequate prior notice (min 24 hours or as required) to allow those impacted by the work to adjust
their schedules and patterns accordingly. Coordinate & adjust work as required to accommodate
requests for shared trenching, common excavation, or coordination 0.( layout and saw-cutting
when requested by concurrent construction projects and utility facility operators. Not~fications can
be accomplished by mail, telephone conversation, door hangers, or door-to-door visit.
Provide the follOWing information in the notifications and update ~r the information provided
changes:
Who will be doing the workfor whom (name and 24 hr phone number of contractor or permit
holder).
What the project will consist o.f (e.g. excavation, patching, j7atwork, ete),
G:\pub.wrks\cng\O\ESPI\originals\appcndiccs\aIV.doc (1.26.2005)
9 of38
City of Ashland Engineering Standards for Public: Improvements Appendix I: Process
Where the "fvork will be doneJin the public way and/or on private property),
When construction will begin and end (dates and time of day !loutside normal working hours) n.
00180.33 Metric Submittals - Delete this Subsection and add the following:
00180.34 English Submittals - Use English units for all calculations and measurements, Working
Drawings, Materials certifications, delivery tickets, and other documents submitted in conjunction
with performance of the Contract.
00180.40 Limitation of Operations - Add the following subsections:
(c) The Contractor shall notify the City and obtain their approval at least 48 hours prior to
undertaking any work outside of nonnal working hours. Normal working hours for City Staff are
7:30 AM to 4:30 PM, Monday through Friday, excluding holidays.
(d) Limitation of Operations - Limitation of operations specified in these special provisions
include, but are not limited to the following:
. Work by other contractors 00150.55
. Noise Control 00170.02
. Project Time Restraints 00180.40
. Interim Completion Times 00180.50
. Final Completion Times 00180.50
. Traffic Restrictions 00220.40
00180.50 Contract Time To Complete Work - Modify 00180.50 and 00180.85 by including
"Contract Times" and daily amounts ofliquidated damages given in the following paragraphs (a),
(b), and (c):
(a) Complete all work covered by Pay Items on Bid Schedule, for the work not later than eight
months from Notice of Award issue date.
(b) Complete all in-water work per Section 00290, Between June 15th and September 15
(c) Under (a) and (b) above, the daily liquidated damages will be $500.00 per Calendar Day.
PART II TECHNICAL SPECIFICATIONS
SECTION 00290 ENVIRONMENTAL PROTECTION
Add the following Subsection:
00290.20 Hazardous Waste and Hazardous Substances - Revise this subsection as follows:
(c) Fuel Storage - Add the following paragraph:
If above-ground fuel storage will exceed 2498 L (660 gallons) per container or 4996 L (l,320
gallons) aggregate, develop and submit for approval 10 days before the pre-construction conference,
a spill prevention control and countermeasures (SPCC) plan, signed and stamped by a professional
engineer, in accordance with 40 CFR 112. The SPCC plan requirement is in addition to the PCP
requirement described above. Employees must be trained as specified in 40 CFR 112 and the
SPCC plan. Maintain a copy of the SPCC plan on-site at all times during construction activities,
readily available to employees and inspectors.
City of Ashland Engineering Standards for F>ublic Improvements Appendix
00290.30(a-l)
item list:
Minimum Required Measures - Add the following to the end of the bulleted
· For the purpose of this project, the regulated work area (also defined as the: in-water work
area, 2-year flood elevation, 2-year floodplain, active channel, jurisdictional waters, ordinary high
water mark, and "beds and banks" of the State of Oregon) is here defined as top of bank of
Ashland Creek or any tributary channel, and shall be flagged by the Engineer prior to initiation of
any project activities.
· All work within the Ashland Creek regulated work areas shall be completed during the
ODFW defined in-water work period (June 15 - September 15).
· Notify the Engineer ten days prior to initiating water diversion activities. This is to ensure
adequate time for the Engineer to notify the appropriate agencies and staff for proper fish handling
operations.
· Develop a Temporary Water Management Plan (TWMP) and submit 10 days prior to
implementation for review to the Engineer to ensure that best management practices are
incorporated to minimize and avoid impacts to listed species and their habitat during bridge
replacement and culvert extension activity. The TWMP must be reviewed and approved by the
Engineer before it may be implemented.
· Prior to beginning work within the regulated work areas, prepare and submit a sediment and
debris containment plan. The sediment and debris containment plan shall outline specific
containment measures necessary to keep all construction debris out of the active stream during
construction activities at the site. A diagram shall be assembled to show the method and sequence
of construction and removal and submitted as part of the sediment and debris containment plan.
· Minimize time that equipment works within the regulated work area. Do not leave vehicles
unattended in the regulated work area.
· Materials removed during excavation shall only be placed in locations where it cannot enter
streams or other water bodies.
· Install, operate, and maintain the fish screen on the water intake structure in accordance to
NOAA Fisheries fish screen criteria as described in: National Marine Fisheries Service, Juvenile
Fish Screen Criteria (revised February 16, 1995) and Addendum: Juvenile Fish Screen Criteria for
Pump Intakes (May 9, 1996) (guidelines and criteria for migrant fish passage facilities, and new
pump intakes and existing inadequate pump intake screens)
(http://www.nwr.noaa.gov/lhydroplhydroweb/ferc.htm ).
· While pumping water around the isolatt~d work area,
maintain continuous operation of the pump. The pump shall be contained to prevent leaks from
entering the waterbody.
· While pumping water around the isolated work area, make a second operational pump
available for rapid deployment.
G:\pub-wrks\eng\O\ESPI\originals\appendices\aIV.doc (1.26.2005)
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
· Pollutants (i.e., waste spoils, petroleum products, fresh concrete cured less than 24 hours, silt,
welding slag and grindings, concrete saw cutting by-products, sandblasting abrasive, etc.) shall be
contained and shall not come in contact with any wetland, waterway or the reb'Ulated work area.
· Do not stockpile any hazardous materials within 45 m (150 ft) of the bed or banks of any
wetland, waterway or the regulated work areas.
· If contamination of any wetland, waterway or the regulated work areas occurs, notify the
Engineer and immediately attempt to contain and remove the material.
· Containment measures adequate to prevent fuel and other hazardous materials from leaving the
work area and entering any wetland, waterway or the regulated work area shall be implemented.
Fuel containment measures and the location of areas used for vehicle, equipment, and fuel storage
shall be designated in the PCP and approved and monitored by the Engineer.
· All equipment, fuel, and materials shall be removed from any area used for vehicle staging,
maintenance, fuel storage or re-fueling before the water level rises to within I vertical meter (3
vertical feet) of the area.
· Prior to transport to the project site, inspect and clean all construction equipment. All
construction equipment shall be examined for any dripping leaks. Any identified dripping leaks
shall be repaired prior to the equipment being transported to the project site. No equipment with
identifIed dripping leaks shall be permitted in the project site.
· Prior to operating within 45 m (ISO ft) of the regulated work areas, inspect and clean all
construction equipment. The contractor shall examine all construction equipment for any dripping
leaks. Any identified dripping leaks shall be repaired, offsite prior to the equipment operating
within the project area. Remove external oil, grease, dirt and caked mud. Do not discharge
untreated wash and rinse water into the regulated work area(s). Establish temporary
impoundment(s) to catch water from equipment cleansing. Establish temporary impoundment(s) in
a location that shall not contribute untreated wastewater to any wetland, waterway or the regulated
work area.
· At the end of each work shift, all vehicles and equipment (except for cranes and pile drivers)
shall be stored at least 45 m (150 ft) from the regulated work areas, or in areas approved by the
Engineer. Cranes and pile drivers may remain at the workstation if work on that location was not
completed during the previous work shift. To minimize the amount of fuel remaining in vehicles
during non-work times, the Contractor shall not be allowed to perform refueling on the cranes and
pile drivers during the second half of the work shift without approval from the Engineer.
· Vehicles and equipment stored within 45 m (ISO ft) of the regulated work areas shall be
located within an area designed to prevent spilled fuel and other potentially hazardous materials
from entering any wetland, waterway or the reb'Ulated work area.
· No refueling of non-track mounted vehicles, storage of hazardous materials, or vehicle
maintenance shall be allowe:d within 45 m (ISO ft) of any wetland, waterway or the regulated work
areas.
· Locate staging areas in previously improved sites. These sites include the existing highway,
other roads, and developed sites that have been cleared, compacted and/or graveled (i.e., poorly
vegetated and previously disturbed areas).
City of Ashland Engineering Standards for Public Improvements Appendix
· The Erosion and Sediment Control Plan, as shown in the plans, has been developed for
anticipated site conditions. Th. Contractor shall submit a revised ESCP for approval, which
represents actual conditions for this projcct. The plan may be developed and submitted in stages
for each type of work shown in the Contractor's schedule. When submitted in stages, each type of
work shall not begin until the Engineer approves the ESCP for that stage.
· Erosion and sediment control measures shall be implemented prior to any work within 90 m
(300 ft) of the stream, and shall remain in place until the project area is stabilized, as determined
by the Engineer.
· The ESCP shall include implementation of sediment barriers to protect water quality, with
particular attention to safeguarding adjacent waterways.
· Vegetation shall be cut off at ground level and roots left intact, excluding areas approved for
grubbing by the Engineer. These areas are defined as all areas from the existing roadway edge to
an area 1 m (3 ft) from the proposed construction limits.
· Minor limbing of trees (1-3 limbs) may occur to allow passage of equipment as approved by
the Engineer.
· Temporary access shall minimize impact to riparian vegetation and shall be approved by the
Engineer prior to construction.
0029A( e) City of Ashland Noise Control- In addition to the restrictions above, comply with the
City of Ashland's Noise Ordinance, Ashland Municipal Code 9.08.l70.B. Where ever there is a
conflict between the City's code and the provisions of subsection 00290.30(d) of the Standard
Specifications, the more restrictive provision shall apply.
The Contractor shall be responsible for applying for any variances they deem to be desirable for
their operations. Denial of any and all variance requests will not be considered in any requests for
extension of time to complete work, or for increased compensation.
00290.31 Protection ofFish, Wildlife and Plants - Revise this subsection as follows:
(a) General - Add the following to the end ofthis subsection:
Meet with the Agency Biologist, Resource Representative, Engineer and inspector on site prior to
moving equipment on-site or beginning any work, to ensure that all parties understand the
locations of sensitive biological sites and the measures that shall be taken to protect them.
The following measures apply to the Project:
· Maintain passage for adult and juvenile fish for the duration of the Project, including
intermittent streams.
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City of Ashland Engineering Standards for Public: Improvements Appendix I: Process
· When isolating a work area with tcmporary drainage facilities, remove fish with the approval
of the Engineer and under the supervision of an Agency or ODFW biologist.
Add the following subsection:
(c) Watcr Intake Screening - When drawing or pumping water from any stream, protect fish by
equipping intakcs with screens having a minimum 27% open area and meeting the following
requiremcnts:
· Perforated plate opcnings shall be 2.38 mm (3/32 inch) or smaller.
· Mesh or wovcn wire screen openings shall bc 2.38 mm (3/32 inch) or smaller in the narrowest
direction.
· Profile bar screen or wedge wire openings shall be 1.75 mm (l1l6 inch) or smaller in the
narrow direction.
Choose size and position of screens to meet the following criteria:
ENGLISH
Approach
Velocity 1
(feetl second
)
Sweeping
Velocity 2
(feet/secon
d)
Shall
exceed
approach
velocity
Wetted Area
of Screen
(square feet)
Comments
Divide max.
water flow
rate (cfs) by
0.4 fps
If screcnis
longer than 4
feet, angle 450
or less to
strcam flow
Ditch Screen
=0.4
Screen with
proven sclf-
cleaning
system
Screen with
no cleaning
system other
than manual
=0.4
Divide max.
water flow
rate (cfs) by
0.4 fps
Divide max.
water flow
rate (cfs) by
0.2 fps
Pump rate I cfs
or less
= 0.2
1 Velocity perpendicular to screen face at a distance of approximately 3 inches
2 Velocity parallel to screen
Provide ditch screens with a bypass system to transport fish safely and rapidly back to the stream.
Add the following subsection:
(d) Work Area Isolation - Implement containment measures adequate to prevent pollutants or
construction and demolition materials, such as waste spoils, petroleum products, concrete cured less
than 24 hours, concrete cure water, silt, welding slag and grindings, concrete saw cutting by-
products and sandblasting abrasives, from entering the Regulated Work Area or any waterway or
wetland.
City of Ashland Engineering Standards for Public Improvements Appendix
Implement work area isolation and de-watering measures prior to any work within the Regulated
Work Area.
Cofferdam installation and removal is restricted to permitted in-water work period(s).
Placement or removal of embankment material or riprap within the Regulated Work Area is
restricted to the pennitted in-water work period unless work is isolated from active flowing
streams.
Do not discharge contaminated or sediment-laden water from the Project or from within a
cofferdam directly into any waterway or wetland ofthe State until it has been treated to the
satisfaction of the Project Manager.
Notify the Project Manager at least three working days prior to completion of cofferdam
construction. Provide Agency and ODFW personnel access to the cofferdams to remove fish
trapped within the cofferdam enclosure before beginning work within the cofferdam.
Minimize alteration or disturbance of stream banks and existing riparian vegetation.
Perform bridge removal and/or demolition according to Section 00501.
Do not place any material or waste on any public or private wetland, or within 90 m (300 feet) of
the Regulated Work Area or any waterway.
The Project Manager retains the authority to suspend the work for the causes listed in 00180.70.
Excessive turbidity or damage to natural resources may be considered to constitute such cause.
( e) City of Ashland Tree Protection - Add the following subsection.
The Contractor shall take all necessary precautions to avoid damage to existing trees within the
work area. As a minimum, the contractor will provide the following:
· Protective Fencing: As indicated on the plans or as directed by the engineer, the contractor
shall provide temporary Chain Link Fencing. Fencing shall be installed at the drip line of the
trees.
I. Chain link fencing shall occur around all existing trees and planted areas to be "saved
and protected' and existing trees in adjacent areas, that occur within 30 feet of a demolition feature
requiring the use of heavy equipment, for example, built structures, buildings and retaining walls,
and around trees adjacent to the paths oftrave1 for demolition and construction equipment. Install
metal tee posts plumb and evenly spaced not to exceed eight feet along the fence line. Drive posts
18 to 24 inches into the ground; adjacent posts shall be within four inches of the same height
above grade.
2. All chain link fence support posts shall have a minimum spacing distance of eight feet
on center. Posts shall be placed in 18-24 inches deep, six-inch diameter augured hole and
backfilled with % inch minus crushed rock. All posts shall be made vertical and ridged to top of
fence. If support roots of trees are encountered during post placement, move post to next
acceptable location or consult the City's arborist.
· Tieback Protection: Protect existing trees and plants against any and all types of damage. Tie
back all flexible limbs and overhead branches which may, in the opinion of the Landscape
Architect and or representative arborist, may be damaged by the passage or activity of equipment.
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
. Excavation:
1. Minimize Excavation: Install shoring or other protective support systems to minimize
sloping or benching of excavations.
2. Excavation Within Drip Line: Do not (:xcavate within tree drip line, unless otherwise
indicated. No tree limbs may be removed without the written approval of the representative
arborist. Excavation within drip line shall only occur under the direction of the representative
arborist. Major lateral roots or taproots shall not be cut unless approved in writing by the arborist
or under the direction of the representative arborist. Where excavation for new construction is
required within tree drip lines, hand excavate to minimize damage to root systems. Use narrow-tine
spading forks and comb soil to expose roots.
a. Notify project arborist to review areas of impact 48 hours prior to initiation of
work.
b. Relocate roots in backfill areas wherever possible.
c. Roots encountered immediately adjacent to location of new construction and
relocations are not practical, are to be cut appropriately three inches (75 mm) back from new
construction. Prune tom roots with clean cut.
d. Do not allow exposed roots to dry out before placing pennancnt backfill. Provide
temporary earth cover or pack with peat moss and wrap with burlap.
e. Water and maintain in a moist condition and temporarily support and protect roots
from damage until they are permanently relocated and covered with earth.
· Utility Trenching: Where utility trenches are required within tree drip lines, tunnel under or
around any roots greater than two inches in diameter by drilling, pipe jacking, or digging by hand.
1. Noltify project representative arborist to review areas of impact 48 hours prior to initiation
of work.
2. Root Pruning: Do not cut main lateral roots or tap roots; cut only smaller roots that
interfere with installation of new work. Cut roots with sharp pruning instruments; do not break or
chop. If in doubt, contact arborist.
3. Consult with arborist to determine if soil aeration may be necessary following utility
installation if excessive compaction results from heavy equipment.
· Regrading:
1. Grade Lowering: Where new finish grade is indicated below existing grade around trees,
slope grade away from trees as recommended by arborist.
a. Notify project arborist to review areas of impact 48 hours prior to initiation of
work.
b. Root Pruning: Prune tree roots exposed during grade lowering. Do not cut main
lateral roots or tap roots; cut only smaller roots. Cut roots with sharp pruning instruments; do not
break or chop.
c. Do not alter original grade more than three inches (75 mm) within drip-line of
retained trees.
2. Minor Fills: Where existing grade is six inches (ISO mm) or less below elevation of
finish grade shown, fill with planting soil mix. Place planting soil mix in a single un-compacted
layer and hand grade to required finish elevations.
· Tree Pruning:
1. General:
a. All tree pruning shall occur under the direction of the arborist. Notify the arborist
to review areas of impact 48 hours prior to initiation of work.
b. Evaluate all trees, which are to remain within the limits of work for desired pruning.
Prune as directed by the arborist.
c. Prune to compensate for root loss caused by damaging or cutting root system,
health of trees, appearance, and public safety.
City of Ashland Engineering Standards for Public Improvements Appendix
d.
arborist.
e. Cut branches with sharp pruning instruments; do not break or chop.
2. Pruning Standards: Prune trees according to the National Arborist Association's
"Pruning Standards for Shade Trees."
a. Class II: Standard Pruning.
b. Class III: Hazard Pruning.
c. Class IV: Crown-reduction Pruning.
· Tree Care During Construction:
1. Irrigation:
a. Provide one inch of irrigation water per week to the root system during the
growmg season.
b. Provide irrigation during the work of this contract.
2. Construction Traffic: Construction traffic within tree protection zones is to be avoided.
If limited access must occur, protect root zone from compaction with 4" layer of wood chips
followed by a layer of plywood over all root zone areas subject to traffic. After construction,
plywood and chips are to be removed.
· Tree Repair and Replacement:
I. Promptly repair trees damaged by construction operations to prevent progressIve
deterioration.
2. Remove and replace dead and damaged trees that the arborist determines to be incapable
of restoring to a normal growth pattern.
· Disposal of Waste Materials:
I. Burning on Owner's Property: Buming is not permitted on Owner's property.
2. Disposal: Remove excess excavated material, displaced trees, and excess chips from
Owner's property.
Provide subsequent maintenance during the Contract period as recommended by
00290.41 Protection of Wetlands - Modify this subsection as follows:
(a) General - Add the following to the end of this subsection:
If wetlands are shown on the Plans, meet with the Agency Wetland Specialist, the Project
Manager and inspector on-site prior to moving equipment onto the site or beginning any work, to
ensure that all parties understand the locations of wetlands and the measures that shall be taken to
protect them.
Ensure protection for wetlands as follows:
· Fence off wetland no-work zones using pedestrian safety fence or approved equivalent.
· Except as authorized by the Project Manager for the purpose of installing or maintaining
approved wetland protective measures, keep all persons, equipment and materials off wetlands.
· Install all site protection for wetlands required by the Plans and Special Provisions prior to
staging equipment or starting work near the site(s).
The Project Manager has the authority to bar from the Project any person entering a protected site
other than for the purpose of installing or maintaining protective measures.
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
Add the following subsection:
(c) Disturbing Wetlands - Comply with the conditions of Section 404 and Removal/Fill permits
obtained for the Project. Willful violation of pennit conditions and applicable laws exposes the
offending Contractor and other violators to criminal and civil sanctions. Civil sanctions include,
but are not limited to, the offender's sole liability for all costs associated with site restoration,
maintenance and additional mitigation work required by federal or State authorities.
The Project Manager may suspend work until the Contractor, Project Manager, Agency Wetland
Specialist, and other requir,~d federal and State personnel, if any, meet to determine damage to the
site and the nature and scope of necessary site restoration and maintenance. The Project Manager
may require the Contractor to submit a written plan for protection of other sites for the duration of
the Project before work resumes.
SECTION 00405 - TRENCH EXCA V AnON, BEDDING & BACKFILL
00405.10 Trench Backfill - Add the following
PLACE FILL AS INDICATED BELOW UNLESS NOTED OTHERWISE ON PLANS:
(the higher the fill letter designation, the "better" the material):
(a) Add the following: "In areas not subject to traffic or landscaping fill placement,
use Class A (Native Soil) or better".
(b) Add the following: "In areas subject to traffic in the top 12 inches beneath new paving or
in the full depth beneath existing pavement patches more than 48 inches wide",
use Class B (3/4" or 1" Minus Crushed Rock) or better"/
(c) Add the following: "For electrical, communication, & gas lines within 12" oflines,
use Class C (clean Sand) only."
(d) Add the following:. "In areas of new paving for fill more than 24" below pavement, .
use Class D (Pit or Crusher run Rock)or better."
(c) Add the following:. "In existing paving areas for fill less than 24" below pavement,
use Class E (Sand Slurry)only.""
(2) CDF Mix Design ~ Add the Following: "One sack sand slurry shall be assumed to meet
requirements unless placed when temperature is less than 40 deg f. In that case, two sack sand
slurry will mt~et the City's requirements.
00405.40 Trench Excavation:
(a) General - Perfoml all trench excavation and backfilling conforming to the following
requirements:
(1) Limitation on Commencement - Add the following:
Notify all abutting property owners and occupants minimum 72 hours prior to commencement and
provide the following infomlation:
(a) who to contact for questions (the general contractor) .
(b).what will be excavated. and what will be replaced
(g when the work will done. (renotify if schedule changes)
City of Ashland Engineering Standards for Public Improvements Appendix
00405.43 Backfilling (a) General
Under Testing, add the following additional cliteria: "Compaction: All fill material placed within
the Public ROW or PUE except CDF(sand slurry backfill) shall be tested for adequate compaction
in accordance with this standard specification unless specifically excluded in the approved project
drawing General Notes. In addition, meet the following additional material specific requirements:
Class A backfill: Test Cohesive fill material (e.g. clay soils) used as support for penmanent
structures in accordance with current UBC Standards for expansiveness. Obtain acceptance from
the Engineer of Record for use in the specific application proposed on the plan drawings and/or
Soils Report.
Class A, B, and C backfill:
I.Submit AASHTO T99 maximum density tests for all materials requiring compaction.
2.Field-testing locations are to be determined by the Public Works Inspector.
3.Provide field compaction test results within 48 hours of testing to the Engineer.
4.Conduct at least one test per 300 LF of roadway or trench per lift but not less than 2 per lift shall
be done. Exception: Ifbackhoe mounted compactors are used; Public Works Inspector may elect
to substitute visual observation of compaction for testing
Class D backfill:
I.Proof roll with a fully loaded 10-yard dump truck or as acceptable to the Engineer.
2.Record Drawings ("as-builts") shall indicate locations of differing fill materials and dig-outs.
Submit any Soils Reports prepared in conjunction with the project as-built documents as part of
the Record Drawings.
Class E backfill: Use only the pre-approved CDF mix specification indicated on the standard
trench details. Protect slurried area from traffic min 72 hours.
00405.46 Trench Backfill: add the following:
Additional Compaction Testing Requirements:
1. Contractor shall employ an independent testing agency to provide soil testing (Exception: if
hoe-mounted compaction equipment is used with class A,B, or C backfill)
2. Provide source certification & maximum density data for each backfill type used.
3.Perfonn at least 3 tests per lift + I additional test per 300 If of trench or roadway. If initial
testing does not meet specified minimum, the engineer of record shall specify the
retesting ,removal, or compaction required.
4. Where moisture density testing cannot be used ( class d backfill)" instead proof-roll with fully
loaded 10 yard dump truck to obtain no greater that v~" observed surtlce deflection.
00405.47 Surface Removal: add the following:
Use a 12 foot straightedge placed perpendicular to trench to determine extent of undennined or
settled paving. Sawcut to remove the portion of asphalt more than 0.02' low.
00405.48 Pavement, Curb, & Sidewalk:
( c) In the 2nd paragraph, 3rd line, after "undermined or damaged surtlcing" add the following: "or
existing irregularities & variations from the normal tolerances for smoothness".
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
( c ) At the end of the 2nd paragraph, add the following: "Re-sawing is required on all trench
patching except where written approval to waive re-sawing has been obtained from the Public
Works Inspector prior to patching".
( c ) At the end of the last paragraph, add the following: "Excavation Contractor may elect to sub-
contract the final re-sawing of the pavement edges to the resurfacing sub-contractor, but shall notify
the Public Works Inspector prior to patching. The extent of paving to be re-sawing & removed
shall be verified with the Public Works Inspector prior to re-sawing Conform with 745.42"
405.70 Final Trimming & Cleanup - Add the following to the end:
conform with section 00140.90 as well as the following
(a) Review clean-up of areas adjacent to private property with owners or owner's agents, blTade non-
landscaped shoulders, parkrows, or unsightly areas caused by the construction to a smooth condition
free of sudden transitions, piles, or trip hazards, unless specific objections are raised by the property
owner or owner's agent, If objectisons are raised, contact Public Works Inspector to inspect site and
provide direction. Do not negatively impact trees or other adjacent plants.
(b) Sweep all paved areas firee of dirt and crushed rock PRIOR to asphalt patching.
(c) Submit revised permit drawing of installed utility locations iflocation changed.
SECTION 00440 - COMMERCIAL GRADE CONCRETE
00440.12 Tolerance and Limits of CGC Mixtures - In the Compressive Strength bulleted item,
change the English value from "(3,300 psi)" to "(3,000 psi)".
00440.30 Quality Control Personnel- Delete the first bulleted item. Add the following bulleted
item:
CSTT - Concrete Strength Testing Technician
SECTION 00445 - SANITARY, STORM, CULVERT, SIPHON AND IRRIGATION PIPE
00445.40 General - Add the following:
(h) Maintenance of Existing Sewer - Maintain the service of the existing sanitary sewer during
construction. This includes existing mainline and service laterals. Submit a proposed plan showing
proposed service to the Engineer for review and approval prior to construction.
SECTION 00495 - TRENCH RESURFACING
00495.70 - Final Trimming and Cleanup - add the following at the end of this section:
"Before asphalt patching begins, svveep all surfacing clean and free of loose aggregate or other
foreign material. Contract to provide street sweeping for large projects or ifdirected by Public
Works Inspector.
SECTION 00640 - AGGREGATE BASE & SHOULDERS
00640.10 Acceptance of Aggregates - Delete "visual" and add the following acceptance
requirements:
City of Ashland Engineering Standards for Public Improvements Appendix
Aggregate Source -Contractor shall use the sarne source of material for the entire project. If
circumstances develop prior to completion of a job the following rules shall apply.
1. Rock shall be an approved material from a certified source.
2. Previous material and material from the new source shall not be mixed, but each used full
depth.
3. If the materials are not kept separate when placed and mixing occurs, the City shall use the
higher optimum density when computing compaction.
Source Certification- The Agency requires that all aggregate used in public improvement projects
be tested in accordance with the above standards by an approved lab and certified by a
Professional Engineer, registered in the State of Oregon. The certifications shall identify the
source by its state designated source number and situs. An employee of the certifying laboratory
must obtain samples. It is the responsibility of the supplier to supply this information for City
approval prior to its use in public works projects
Aggregate certifications must be submitted to the agency on a semi-annual basis. Certifications
are due January I and July 1. Only certifications performed within the two months prior to the
due date will be accepted for review. The certifications will be considered valid for the six-month
period unless visual or perfonnance evaluations indicated that the product has changed. In such
cases, the Agency City may then require additional certifications assuring compliance.
SECTION 00730 - ASPHALT TACK COAT
00730.11 Asphalt - In the first sentence of the third paragraph, replace "for chip seal use" with
"for tack coat use".
Add the following paragraph after the third parahTfaph:
Dilution of the tack coat material may be perfonned when allowed by the Engineer., If dilution is
allowed, for every part emulsion, do not add more than one part water. Add water and mix with
emulsified asphalt as recommended by the asphalt supplier. The exact proportion of added water
will be determined in a manner acceptable to the Engineer.
00730.40 Temperature Limitations - Replace "00735.40 or 00745.40" with "00735.40, 00744.40,
or 00745.40".
00730.44 Applying Tack Coat - Add the following to the end of the fIrst parahTfaph:
Application rates for tack coat diluted according to 00730.11 will be increased as necessary to
provide the same amount of residual asphalt as the application rates specified above.
00730.81 Water - Replace this subsection with the following:
00730.81 Water - Water added to dilute the emulsified asphalt tack coat after it is manufactured
will not be measured.
00730.90 Asphalt - There will be no separate payment for construction of the asphalt tack coat.
Approximately 3.0 x 10-3 tons of asphalt in tack coat will be required on this Project.
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City of Ashland Engineerin'g Standards for Public Improvements Appendix I: Process
00730.91 Water - Replace this subsection with the following:
00730.91 Water - Water added to dilute the emulsified asphalt tack coat after it is manufactured
will not be paid for and will be considered incidental to the item above.
City of Ashland Engineering Standards for Public Improvements Appendix
SECTION 00744 - HOT MIXED ASPHALT CONCRETE (HMAC) PAVEMENT
00744.00 Scope - add the following paragraph:
Hot Mix Asphalt Concrete (HMAC) Pavement for this project will be Level 3, )/2" Dense.
00744.10(a) Soundness - Replace this subsectlOn with the following:
(a) Soundness - Provide coarse and fine aggregate with a weighted loss not exceeding 12% when
subjected to fIve cycles of the soundness test using sodium sulfate solution according to AASHTO
T 104.
00744.13 Job Mix Formula (JMF) Requirements - Replace this subsection with the following:
00744.13 Job Mix Formula (JMF) Requirements - Provide a JMF for the project meeting the
criteria set forth below that was either developed or verified within 5 years of the date the contract
was advertised. The JMF shall have been developed according to the ODOT Contractor Mix
Design Guidelines for Asphalt Concrete or velified according to the ODOT Mix Design
Verification process. Submit the proposed JMF and supporting data to the Engineer for review at
least 10 calendar days prior to anticipated use. If acceptable, written acceptance will be provided.
Perform a new TSR if the source of asphalt cement changes.
ENGLISH
Level I
Level 2
Level 3
Design Method
Compaction Level
Air Voids, %
VMA, % minimum
Marshall
50 Blows
3.5
1/2" - 14.0
3/8" - 15.0
Superpave
75 Gyrations
4.0
3/4" - 13.0
1/2" - 14.0
3/8" - 15.0
0.8 to 1.6
80
65 - 78
< 90.5%
Superpave
100 Gyrations
4.0
3/4" - 13.0
1/2" - 14.0
3/8"-15.0
0.8 to 1.6
80
65 - 75
< 89.0%
P No. 200/ Eff AC ratio
TSR, % minimum
VFA,%
N initial *
0.8 to 1.6
80
70 - 80
* Percent of Theoretical Maximum Density
00744.16 HMAC Acceptance - Replace this subsection with the following:
00744.16 HMAC Acceptance - A CA T-l shall perform a minimum of one asphalt content,
gradation, mix moisture, and Maximum Specific Gravity (AASHTO T 209) test per day and
provide results to the Engineer by the middle of the following work shift. The Contractor shall
also provide split samples to the Engineer when requested. Testing may be waived upon written
notice and accepted visually by the Engineer according to Section 4(13) of the MFTP.
When three or more tests are performed on a project, a price adjustment will be calculated
according to 00744.95.
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
Add the following subsection:
00744.17 Small Quantity Acceptance - When less than three test results are obtained on a project
and testing has not been waived by the Engineer, the HMAC will be accepted according to the
following:
(a) Within Specification Limits - If all sublot sample test results are within specification limits for
all constituents (including compaction) the material will be accepted and the full bid price will be
paid for the material represented by that test.
(b) Outside Specification Limits - If a sublot sample test result for any constituent is outside the
specification limit the Engineer will have the backup sample tested.
(1) Backup Within Specifications - If the backup sample test results for all constituents are within
specification, the material will be accepted and the full bid price will be paid for the material
represented by that test.
(2) Backup Out of Specifications - If the backup sample test results are out of specification, the
Contractor may choose to accept the price adjustment calculated according to 00744.95 or may
choose to sample the in-place material for further testing. The price adjustments will be computed
using all original test results as well as all backup test results. (If there are less than three tests,
average the two tests you have and use the average as the third test result). In no case will the
composite pay factor (CPF) be greater than 1.0.
(3) In-Place Samples - If the in-place material is sampled, the Engineer will select and sample
from three random locations from the area represented by the lot in question. Those samples will
be tested and if found to be within specification the material will be accepted and paid for at the full
bid price. If the material proves to be outside of the specification limits, the material will be
accepted and paid for at an adjusted price according to 00744.95. In no case will the CPF be above
1.0.
00744.24 Sted Wheel Rollers: Delete the last sentence.
Add the following subsection:
00744.30 Quality Control Personnel.. Provide certified technicians in the following fields:
· CAgT
· CA T-l
· COT
744.40 Weather and Seasonal Limitations - Add the following:
"Wearing Courses shall limit surface temperature to 40 deg F (15 deg C)
In Ashland, revise "September 30" to "Octoher 30 " <lod " M;]fCh 15" to "M;]rch 1" Adcl the
following: "Wearing courses may only be placed between March 1 and October 30. Exceptions to
these dates require the express prior written approval of the City Engineer."
00744.49 Compaction - Replace this subsection with the following:
City of Ashland Engineering Standards for Public Improvements Appendix
00744.49 Compaction - Immediately after the HMAC has been spread, struck off, and surface
irregularities and other defects remedied, roll it uniformly with rollers meeting the requirements of
00744.24 until compacted to a minimum of9l % ofMAMD. Perfonn finish rolling and continue
until all roller marks are eliminated. Detennine the density of each sublot by averaging five QC
tests perfonned at random locations by a COT with the nuclear gauge operated in the backscatter
mode according to W AQTC TM 8. Calculate MAMD according to ODOT TM 305. When less
than three sublot test results are obtained on a project, the HMAC will be accepted according to
00744.17. Perform a minimum of one sublot density test per day. The Engineer may waive
compaction testing upon written notice.
00744.80 General - Delete the third paragraph of this subsection.
00744.90 General - Delete the paragraph that begins "No separate payment will be made... ".
00744.95
HMAC Price Adjustments - The Composite Pay Factor (CPF), calculated according to 00165.40
will be applied to the Contract unit price for pay items (a) and (b) of 00744.90 and to the
applicable lot quantities. The CPF will be made available to the Contractor within 24 hours of
receipt of the required quality control test results. If less than three samples are tested, the CPF
will be computed as outlined in 00744.17. The maximum CPF for any case will be 1.0.
Use the following table to determine price adjustments in the CPF for constituents ofHMAC.
Gradation Constituents Dense Graded HMAC Type
Weighting Factor (t)
19mm 12.5 9.5
All Aggregate Passing (3/4") mm mm
(1/2 ") (3/8")
25 mm (l ") 1
19 mm (3/4") 1
12.5 mm (1/2") 1 1
9.5 mm (3/8") 1
4.75 mm (No. 5 5 5
2.36 mm (No. 5 6 6
600 um (No. 3 3 3
75 um (No. 10 10 10
Other Constituents
Asphalt Content 26 26 26
Moisture Content 8 8 8
Compaction 40 40 40
Those HMAC constituents statistically evaluated will be eligible for a maximum PF of 1.00 (see
00 165.50(b-l)), unless otherwise specified.
If these specifications do not require measurement of a constituent, its individual PF will be
considered 1.00 in calculating the CPF according to 00165.40.
A price adjustment will be determined by the following formula:
G:\pub-wrks\eng\O\ESPI\originals\appcndices\aIV.doc (1.26.2005)
25 of 38
City of Ashland Engineering Standards for Public Improvements Appendix I: Process
(CPF - 1) x HMAC Unit Price x (LQ) ==
Where:
LQ is the quantity of mixture in the lot
0759.12 Sidewalk Ramp Truncated Domes - Supply & Install truncated dome detectable warning
surfaces at sidewalk ramps and accessible route islands.
Material: Cast in Place gray plastic panels at least 24"X48" and as required to confonn to 2002
ODOT-APWA standard details ERD755 & ERD760. Acceptable products include Arn10r-Tile
(800-682-2525) ADA-C-2448 Cast in Place Brick Red panel or pre-approved equal.
The Tactile warning surface shall comply with the detectable warnings on walking surfaces section
of the Americans with Disabilities Act (Title 49 CFR TRANSPORTATION, Part 37.9
STANDARDS FOR ACCESSIBLE TRANSPORTATION FACILITIES, Appendix A, Section
4.29.2 DETECTABLE WARNINGS ON WALKING SURFACES.
The installer shall demonstrate previous experience successfi/lly completing installations similar in
material, design, & extent to that indicatedfor Project and provide referencesfor that work upon
request.
The panels shall be suitably packaged or crated and stored to prevent damage, and part number
shall identify panel type. Damaged panels will be removed and replaced by the original installer at
no cost to the Agency or City.
The mamifacturer's installation requirements, tolerances, and procedures shall be available to the
installation crew and inspector on site during installation, and must be strictly followed. Failure to
conform will result in removal & replacement at no expense to the agency or City.
00759.50(c) Driveways, Walks, and Surfacing - Add the following paragraph:
On all sidewalk ramps and accessible route islands, install truncated domes as shown. Place
materials on concrete that has cured according to the manufacturer's recommendation.
00759.51 Curing - Add the following:
Do not apply curing compounds to the areas of sidewalk ramps and accessible route islands that are
to be textured with prefabricated pre-finished truncated domes.
SECTION 00970 - HIGHWAY ILLUMINATION
Comply with Section 00970 of Standard Specifications supplemented and/or modified as follows:
00970.03 Luminaire and Pole Submittal- Provide two (2) copies of material submittals for
engineer review and approval. Materials shall be Visco Pole and Sternberg Luminaire, per the City
Standard drawings.
SECTION 01030 - SEEDING
01030.13(b) Quality - Furnish "Oregon Certified Seed" for all seed types in the mix listed with an
asterisk (*). For all seed types not listed with an asterisk, furnish seed that meets the requirements
of the Oregon Seed Law.
City of Ashland Engineering Standards for Public Improvements Appendix
01030.13(f) Types of Seed Mixes - Provide the following seed mix fonnulas:
· Riparian Fringe Seeding - Provide pern1anent seed mix as follows:
Botanical Name
(Common Name)
Amount
(Ib/ac)
Tufted Hairgrass
(Deschampsia cespitosa)
Blue Wildrye
(Elymus glaucus)
Native Red Fescue
(F estuca rubra)
3.0
16.0
5.0
· Riparian Upland Seeding - Provide permanent seed mix as follows:
Botanical Name
(Common Name)
Amount
Ob/ac)
California Brom
(Bromus carinatus)
Yarrow
(Achilliea milleform)
California Poppy
(Eschscholzia californica)
5.0
0.5
2.0
01030.15 Mulch 7 Furnish the following kind(s) of mulch:
· Hydromulch
01 030. I 5(a)Hydromulch - Add the following to the end of the second paragraph:
Add green dye to the cellulose fiber to provide visual aid in application.
01 030.15( c )Tracer - Replace this subsection with the following:
( c) Tracer - Tracer is a hydromulch material applied with seed to provide a visual aid for uni fonn
application.
01030.41 Temporary Seeding - Add the following:
This work includes permanent seeding and other seeding work when applied outside the seeding
dates that are specified in 01030.42.
Add the following subsection:
01030.48(e)Optional Temporary and/or Permanent Seeding - Upon approval, for all areas 500 m2
(1,640 square feet) or less totaling no more than 0.25 ha (0.6 acre), the disturbed areas may be
stabilized using the following method:
G:\pub-wrks\eng\O\ESPI\originals\appendiccs\aIV.doc (1.26.2005)
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City of Ashland Engineering Standards for Public Improvements Appendix I: Process
(1) Seed - Seed the disturbed area with Riparian Fringe Seeding or Upland Seeding at locations
specified. Seed may be applied by mechanical spreader according to 01 030.48(b-l-c).
(2) Cover - Cover the seeded area using one of the following:
· Mulch the seeded area with straw mulch at a rate of 45 kg/I 00 m2 (100 pounds per
1,000 square feet). Apply the mulch unifonnly over the seeded area by hand spreading or
mechanical application. Apply a commercial mulch tackifier over the surface of the mulch
sufficiently to hold it in place.
· Mulch the seeded area with bark mulch, at an approximate depth of 13 mm (II2 inch).
· Cover the seeded area with erosion control matting. Install the matting according to the
manufacturer's instructions and recommendations.
Fertilizer is not allowed when using this option.
01030.80 General - Add the following after the flfSt bulleted item:
It is estimated that approximately 0.05 acre of temporary and permanent seeding is required on this
Project.
01030.90 General- Add the following to the end of this subsection:
In areas where temporary seeding is applied once to provide temporary stabilization according to
01030.41 and is also accepted as permanent seeding according to 01030.42, payment will be made
only one time under the permanent seeding pay item. No payment will be made for temporary
seeding.
Temporary seeding will be paid for under the permanent seeding pay item.
SECTION 01140 - POTABLE WATER PIPE AND FITTINGS
Comply with Section 01140 of the Standard Specifications supplemented and/or modified as
follows:
SECTION 01 ISO - POTABLE WATER VALVES
Comply with Section 01150 of the Standard Specifications.
SECTION 01170 - POTABLE WATER SERVICE CONNECTIONS,
50 mm (2 INCH) AND SMALLER
Comply with Section 01170 of the Standard Specifications.
SECTION 02420 - METAL PIPE
Comply with Section 02420 of the Standard Specifications supplemented and/or modified as
follows:
City of Ashland Engineering Standards for Public Improvements Appendix
02420.20 Protective Coatings - Add the following subsection:
(d) Polymeric Coatings - If polymeric coating is shown on the pipe data sheet, use a coating from
section 02420.20 of the QPL.
SECTION 02630 - BASE AGGREGATE
Materials
02630.10(a) Grading: Add the following: "The grading requirements for 4"-0" sub base material
shall be as follows:
Sieve Size % Passing
4"
2"
1/2"
99 - 100
55 - 75
25 - 45
02630.1 O(b) Fracture of Rounded Rock - In the first sentence, replace "W AQTC TM I"
with "AASHTO TP 61 ".
Add the following at the end: "The requirements for 4"-0" sub base shall have 1 00% of the faces
fractured."
02630.10(c) Durability: Add the following: The requirements for 4"-0" shall be as follows:
Oregon Air Degradation (OSHD TM-208)
% Passing #20 sieve 35% max.
Sediment Height 6" max.
Abrasion (OSHD TM- 211) 45% max.
Soundness (OSHD TM-206) Ave. Loss - 18% Max. (After 5 alterations)
02630.10(d) Sand Equivalent: Add the following: "The minimum sand equivalent required for 4"-
0" sub base shall be 25 when tested in conformance with OSHD TM 101."
SECTION 02690 - PCC AGGREGATE
Comply with Section 02690 of the Standard Specifications supplemented and/or modified as
follows:
02690.20(e-l)
Fracture - In this subsection, replace "W AQTC TMl" with "AASHTO TP 61 ".
02690.30(h)
Grading - In footnote number 1, replace the first sentence with the following:
Determine the fineness modulus according to AASHTO T 27/1' 11.
G:\pub-wrks\eng\O\ESPI\originals\appendices\aIV.doc (1.26.2005)
290f38
City of Ashland Engineering Standards for Public Improvements Appendix I: Process
BEAR CREEK Y ALLEY SANITARY AUTHORITY DRA \VING INDEX
(S\CD ET\BCYSAD ET)
Drawin2 No. & File Name
Description
2-1
2-2
2-3
4-1
4-2
5-1
5-2
5-3
5-4
5-5
Pipe Zone and Flexible Pipe Backfill Detail
Type I, II, III, IV Rigid Pipe Trench Backfill Detail
Concrete Encasement Detail
Slope Anchors
Steel Casing Pipe
Service connection Details
Standard Wye or Tee Connection to Sewer Mains
Standard Pressure Service Connection
Service connection to BCVSA Sanitary Sewer System
Small Diameter Service Connection to Interceptor Sewer
Lines
Commercial RV Dump Station
Standard Manhole and Connection Details
Standard Manhole Details
Standard Manhole Cover Details
Permanent & Temporary Cleanout Details
Figure I Sampling Manhole 48" Precast Manhole
Figure 2 Sampling Manhole Top Cover Details
Figure 3 Sampling Manhole Flume Details
Figure 4 Sampling Manhole Equipment Support Details
Figure 5 Sampling Manhole Transducer Support Details
Drop Manhole
Manhole Reinforcement Details
Standard Manhole Step Detail
D.I.P. Drop Connection
Simplex Pressure Service Lift Station
Duplex Pressure Service Lift Station
Force Main Air Injection Compressor & Air Line Injector
Detail Air Injection Connection
Solids Handling Pump Station Duplex Pump Control
Septic Tank Typical 1000 Gallon Tank
5-6
6-1
6-2
6-3
6-4
6-5
6-6
6-7
6-8
6-9
6-10
6-11
6-12
6-13
7-1
7-2
./-:3-
7-4
7-5
11-1
MISCELLANEO US
Survey Monument Case Detail- New Pavement
Survey Monument Case Detail - Existing Pavemcnt
Iron Pin
WATER SUPPLY
Hydrant Installation
Air Release Air Vacuum Valve Assembly
Water Service Connection
Watcr Mcter Assembly
RP Backflow Assembly (small)
Double Chcck Valve Assembly (small)
Pressure Vacumn Breaker
Atmospheric Pressure Vacunm Breaker
SEWER &STORM DRAINAGE
Standard Pipe Trench
Moratorium Pipc Trench
Lateral Scrvice Connection
Anchor Block
Manhole
Large M anho I c
Drop Manhole
Manhole Adjustment
Cleanout
Inlet Gallery
Concrete Curb Inlet
Arca Catch Basin
Area Catch Basin wi Orifice Plate
ROADS & WALKS
Curb & Gutter
Standard Valley Gutter
Curb Backfill
Sidewalks
Drivcway Apron Adjacent to parking Strip
Driveway Apron Adjacent to Curb
Handicap Ramp - with parking strip
Handicap Ramp - Sidewalk adjaccnt to curb
ELECTRICAL POWER &STREETLIGHTS
Shared Utility Trench PCORP CD942
Single Phase Transformer or Sectional Padvault 644-PCORP 644-PCORP CD944
Three Phase Transformer Padvault 575-TRANS-PCORP 575-TRANS CD946
Three Phase Sectional Cabinet Padvault 575-SECT PCORP 575-SECT- CD948
BMC-2-Specs 99-60A CD960a
BMC-2 (Meter Cab) can you combine these 3 into 2 details? 99-60 CD960
BMC 2 Foundation 01-61 CD96l
Type "R" Residential Street Light Foundation 00-62 CD962
Type "AlC" Arterial/Collector Street Light Foundation 00-63 CD963
Bollard 02-64 CD964
Plastic J-Box Installation 02-65 CD965
Pedestrian Scale Lighting Foundation 02-66 CD966
BMC-l Foundation 03-67 CD967
BMC-l 03-68 CD968
Streetlight Conduit Trench 03-69 CD969
* Indicates "CD" details that apply in lieu of 0001'1 APW A details with the same "RD"number.
STANDARD DETAILS
Old No.
96-51
96-52
96-53
MWC 104
MWC 107
MWC 100
MWC 101
MWC 804
MWC 806
MWC 808
MWC 809
96-30
96-31
96-40
96-42
96-10
96-12
96-11
96-41
96-21
96-20
96-22
01-24
96-06
96-23
96-04
96-05
96-02
96-01
99-07
99-108
G: \pub- wrks\eng\O\ESP l\originals\appcndices\IV. C Standard Details.doc
NI~W No.
CD151
CD152
CD153
CD254 *
CD270*
CD274*
CD276
CD284
CD286
CD288
CD289
CD302*
CD304
CD310*
CD332*
ClD336*
CD346*
CD352*
CD360*
CD362*
CD366*
CD372*
CD374*
CD376
CD700*
CD702
CD704
CD720*
CD740*
CD745*
CD755
CD760
TRENCH DETAIL
UNDER PAVED AREAS
EXISTING PAVEMENT
(TO 3' BEHIND CURB MINIMUM ASPHALT REPLACEMENT
OR SIDEWALK) :/ THICKNESS SHALL BE THE FOLLOWING:
~ THICKNESS STREET fSS I
4" I I
_____ 5" LECTOR
/ 6" AR IA
: ~ WHEN CUTTING, REMOVING, AND
1-'--1 REPLACING EXISTING PAVEMENT,
~ REMOVE 6" WIDER THAN TRENCH ON
~ EACH SIDE.
SAWCUT AND TACKCOAT/SAND SEAL
TOP JOINT.
EXISTING AC AND BASE
NEW CONSTRUCTION
1" -0" CRUSHED ROCK COMPACTED
TO 95%, TOP 2' at 100% T -99D.
6" OVER BELLS ON PIPE
~
):
CONTROLLED LOW STRENGTH
MATERIALS (CLSM). SEE NOTE 4
BELOW.
PIPE ZONE MATERIAL: 1"-0"
CRUSHED ROCK (FIRMLY COMPACTED)
OR MAY BE USED TO SPRING LINE
OF PIPE.
4" OF BEDDING UNDER PIPE
ALL PIPE TO BE GASKETED (SEE
NOTE 3)
1" -0" CRUSHED ROCK FIRMLY COMPACTED
TO 95%, TOP 2' at 100% T -99D.
BACKFILL: SELECT NATIVE OR
APPROVED IMPORTED MATERIAL
COMPACTED TO 90% OF OPTIMUM
MAY BE USED OUTSIDE PAVED
AREAS.
TRENCH WIDTH (SEE NOTE 3)
WITHIN R/W (NON PAVED STREETS,
ALLEYS, & OVER 3' BEHIND CURBS)
OUTSIDE R\W & OUT
OF TRAFFIC AREAS
TRENCH DETAIL
OUTSIDE PAVED AREAS
...
6" OVER BELLS ON PIPE
PIPE ZONE MATERIAL: 1"-0"
CRUSHED ROCK (FIRMLY COMPACTED)
OR MAY BE USED TO SPRING LINE
OF PIPE.
4" OF BEDDING UNDER PIPE
ALL PIPE TO BE
GASKETED (SEE NOTIE 3)
GENERAL NOTES:
1. COLD MIX AC MAY BE USED AS TEMPORARY PATCH ONLY.
2. ALL STEEL TRAFFIC PLATES IN TRAVELED AREAS MUST BE "RAMPED" WITH COLD MIX AC TO ALLOW SMOOTHER TRANSITION.
a) MINIMUM 12" LAP OF STEEL PLATES ONTO EXISTING PAVEMENT.
b) MINIMUM 3/4" STEEL PLATE THICKNESS.
3. ALL GASKETED JOINTS SHALL BE PRESSURE TESTABLE. (CONCRETE PIPE - ASTM C443; PVC & HDPE PIPE - ASTM D3212)
a) SMALL PIPES (24" DIA. OR LESS) - MINIMUM TRENCH WIDTH SHALL BE I.D. PLUS 18".
b) LARGE PIPES (30" DIA. OR GREATER) - MINIMUM TRENCH WIDTH SHALL BE O.D. PLUS 24", AT THE BELL END THE
4. TRENCH WIDTH SHALL INCREASE TO ACHIEVE THE 24".
CONTROLLED LOW-STRENGTH MATERIAL IS HIGHLY FLOWABLE LEAN CONCRETE MIX; A MIXTURE OF FLY ASH, CEMENT, FINE
AGGREGATES, WATER AND ADMIXTURES, IF NECESSARY. CLSM SHALL ATTAIN A 28-DAY COMPRESSIVE STRENGTH OF 150 TO
250 psi AND SHALL COMPLY WITH 2002 OREGON APWA/ODOT SECTION 00442.
STANDARD PIPE TRENCH
ISSUED: ~l[ ENGINEERING DRAWING NO.
PUBLIC WORKS OF
RE'<lSED: ~l[ Ashland - Medford - Rogue Valley Sewer Services CD302
TRENCH WIDTH +2'
SEE PLAN BELOW
SAWCUT & TACKCOAT
SAND SEAL TOPJOINT
MIN. 4" WIDE
-- REPLACE ASPHALT SURFACING WITH MINIMUM
THICKNESS PER NOTE 3.
NEW AC
EXISTING AC
GASKETED PIPE (STORM
AND SANITARY PER NOTE 2)
~
': :~./:. '~./.- ~<'~: ~!'. :'.
,):::':::: '.~~: :Q:~ :.:::~:
.'.:~:.'~.~:' :.....", ~.~ ': ';.>:
..... ~:,.~: ~;:~~;.:.~...:..._...;.:.
". ..' .. .... ','
..... .' .~ -.,- ~',
CONTROLLED LOW STRENGTH MATERIALS
(CLSM). SEE NOTE 3 BELOW.
6" OVER BELLS ON PIPE
PIPE ZONE MATERIAL:
1"-0" CRUSHED ROCK
(FIRMLY COMPACTED)
LINE
AS ALTERNATE: PEA GRAVEL
MAY BE USED TO SPRING LINE OF PIPE.
I _~ _____ TRENCH WIDTH (TW) SHALL BE PIPE I.D. + 18" FOR PIPE
~~ WITH DIAMETERS SMALLER THAN 30". TRENCH WIDTH
FOR PIPE WITH DIAMETERS GREATER THAN OR EQUAL TO
30" SHALL BE PIPE O.D. + 24".
4" OF BEDDING UNDER PIPE
TRENCH DETAIL IN MORATORIUM AREAS
PLAN VIEW EXAMPLES
FULL LANE I
WIDTH
Lf'ULL LA~ULL LA~
,- WIDTH ~I WIDTH~I
I
I
I
I
I
I
I
ASPHALT REPLACEMENT THICKNESS SHALL BE THE
FOLLOWING:
THICKNESS* STREET CLASS
4" RESIDENTIAL
5" COLLECTOR
6" ARTERIAL
5.5'
*BUT NOT LESS THAN EXISTING AC THICKNESS.
w
c.:>
a
w
w
z
:5
I L5'f
~
---r-
. TW+2'
~
L FULL LANE I
I WIDTH -
I
I
I
1_ FULL LA~I
I WIDTH I
GENERAL NOTES:
1. MORATORIUM STREETS SHALL NOT BE CUT EXCEPT FOR EMERGENCY UTI LIlY REPAIR.
2. ALL GASKETED JOINTS SHALL BE PRESSURE TESTABLE (CONCRETE PIPE - ASTM C443; PVC & HDPE PIPE _ ASTM D3212).
3. CONTROLLED LOW-STRENGTH MATERIAL IS HIGHLY FLOWABLE LEAN CONCRETE MIX; A MIXTURE OF FLY ASH, CEMENT, FINE
AGGREGATES. WATER AND ADMIXTURES, IF NECESSARY. CLSM SHALL AITAIN A 28-DAY COMPRESSIVE STRENGTH OF 150 TO
250 psi AND SHALL COMPLY WITH 2002 OREGON APWA/ODOT SECTION 00442.
MORATORIUM PIPE TRENCH
1=
llf.1E
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
OF
CD304
DRAWING NO.
llf.1E
-1
MIN.
CONSTRUCT LATERAL 2' BEYOND ~
PROPERTY OR EASEMENT LINE. ""-
8' LONG 2x 4 MARKER POST PAINTED~
12" ABOVE GRADE (PAINT WHITE FOR
SANITARY, GREEN FOR STORM).
STAMP "S" ON CURB OVER CONNECT,
SD FOR STORM DRAIN.
~
~ : '.:
MIN. SLOPE 1/4" PER FT.
INSTALL TRACER WIRE FULL-
LENGTH OF PIPE (SEE NOTE 1)
MARKER POST DETAIL
IF LEFT UNCONNECTED, INSTALL
MARKER POST.
SEWER MAIN
INSTALL #5 REBAR OR STEEL
FENCE POST & WATERTIGHT
CAP.
2' MIN.
4" OR 6" CONCRETE. PVC OR CAST IRON
WITH O-RING TYPE RUBBER GASKETS
MANUFACTURED WYE
OR TEE (SEE NOTE 5)
GENERAL NOTES:
PLACE 18-GAUGE MIN. INSULATED COPPER TRACER WIRE FULL LENGTH OF PIPE IN TRENCH FOR LOCATING
LATERAL. WRAP WIRE AROUND 2 x 4.
1. SEWER MAINS OR LATERALS PASSING OVER PROPOSED OR EXISTING WATER MAINS, OR CROSSING UNDER OR
WITHIN 18" VERTICAL DISTANCE OF WATER MAIN. SHALL BE DUCTILE IRON OR PVC C-900 PIPE FOR A
DISTANCE OF 9 FT. ON EITHER SIDE MEASURED PERPENDICULAR TO THE WATER MAIN CENTEF~ LINE.
2.
SEWER MAINS AND WATER PIPES SHALL BE SO DESIGNED TO PROVIDE FOR CROSSINGS OF AT LEAST A 45'
ANGLE, AND THE SEWER MAIN SHALL PASS UNDER THE WATER LINE WHENEVER POSSIBLE.
3. TEE OR WYE SHALL BE FACTORY ITEM OF SAME MATERIAL ON NEW INSTALLATIONS. FOR CONNECTIONS TO
EXISTING SEWER MAINS CONTRACTOR TO TAP SEWER MAIN AND CONNECT LATERAL USING AN INSERTA TEE,
SADDLE, OR OTHER MANUFACTURED FiniNG OF SAME MATERIAL APPROVED BY ENGINEER.
4.
ALL MATERIALS AND WORK SHALL CONFORM TO 2002 ODOT/OREGON A.P.W.A. STD. SPECIFIC,A.TIONS AS AMENDED
BY THE CITY OF MEDFORD.
5. WRAP STORM DRAIN OR SANITARY SEWER DETECTOR TAPE AROUND THE RESPECTIVE LATERALS TO HELP
PREVENT ACCIDENTAL CROSS CONNECTION.
6. TAP SPACING SHALL BE A MINIMUM OF 10" CLEAR BETWEEN ADJACENT TAP OR END OF PIPE SECTION.
7.
LATERAL SERVICE CONNECTION
ISSUED: ~TE ENGINEERING DRAWING NO.
P U BL I C WORKS OF
RE'IISm: ~TE Ashland - Medford - Rogue Valley Sewer Services CD310
B"
A
..
MIN.
Elevation
IX)
Section A-A
SPACING FOR ANCHOR BLOCKS
SLOPE % SPACING
0-19 NONE
20--34 35 FT.
35-50 25 FT.
51 or MORE 15 FT. or SPECIAL DESIGN
GENERAL NOTES:
1. FOR 4" PIPE, ANCHOR AS REQUIRED ABOVE, BUT NO REINFORCEMENT REQUIRED.
2. ANCHOR BLOCk: SHALL ALWAYS BE IN BARREL SECTION OF PIPE, AND SHALL INCORPORATE PART OF THE BELL
3. "WINGS" OF ANCHOR TO BE POURED INTO EXISTING UNDISTURBED GROUND.
4. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
"
ANCHOR BLOCK DETAIL
c.o.TE
DRAWING NO.
I:
c.o.TE
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
OF
CD332
PRECAST 48" DIAMETER
CONCENTRIC CONE (ASTM 478)
A .;~... ~ BACKFILL REQUIREMENTS PER' DRAWING CD302.
BENCH SLOPE . .
------ . 12" MAX
1 : 12 SLOPE . :.
FINISH PIPE ENDS FLUSH WITH INSIDE WALL.
WATERSTOP: SEE NOTE 6
FLOOR SHALL BE POURED Ot~ BASE AS APPROVED BY
ENGINEER: UNDISTURBED, STABLE SOIL, COMPACTED BASE
(100% T-99D, 3/4"-0" CRUSHED ROCK), OR OTHER
APPROVED BASE ROCK.
GENERAL NOTES: CONCRETE, FORMED IN PLACE OPTION: PRECAST BASE.
1. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 OOOT/OREGON APWA SECTION 00440.00
2. FRAME AND RISER RINGS SHALL BE SEALED WITH PREFORMED PLASTIC OR RUBBER TO FORM A WATERTIGHT SEAL. GROUT MAY
BE USED FOR STORM SYSTEMS.
3. FORM STRAIGHT "U" CHANNEL WITH 1: 12 SLOPE MORTAR SIDE. FULL CHANNEL PIPE WITH TOP HALF REMOVED IS ACCEPTABLE.
4. MAKE ALIGNMENT CHANGES WITH UNIFORM "U" CHANNEL, WITH SMOOTH CURVED PATH.
5. MAKE CHANGES IN CHANNEL SIZE WITH A SMOOTH, TAPERING TRANSITION.
6. PIPE CONNECTION SHALL CONFORM WITH 2002 ODOT/OREGON APWA STANDARD SPEC'S FOR PUBLIC WORKS CONSTRUCTION
SECTION 00470.40(b)
7. ALL 48" DIA. MANHOLES WITH A DEPTH OF 42" OR GREATER, FROM THE RIM TO THE TOP OF PIPE, SHALL USE A CONCENTRIC
8 CONE (ASTM 478), LESS THAN 42" USE FLAT-TOP.
9: STANDARD MANHOLE COVER MARKED "S" FOR SEWER AND "D" FOR DRAINAGE.
RING AND COVER TO PROJECT 6" ABOVE ADJACENT GROUND FOR MANHOLES OUTSIDE OF THE TRAVELED WAY. SEE DRAWING
10.CD360 FOR MANHOLES IN THE TRAVELED WAY.
11.MAX. DROP ACROSS MANHOLE: 2'. DROPS EXCEEDING 2' SHALL BE A DROP MANHOLE, PER DWG. CD352.
12.MANHOLE SHALL CONFORM WITH 2002 ODOT /OREGON APWA STANDARD SPEC'S FOR PUBLIC WORKS CONSTRUCTION, AS
AMENDED BY THE GOVERNING AGENCY.
NEW MANHOLES SHALL BE TESTED FOR LEAKAGE PER 2002 ODOT/OREGON APWA SECTION 306.3.03.
MANHOLE ACCESS SHAll BE
PLACED IN CENTER OF FLAT-TOP
(48" & 72")
L
12" MAX.
~. t
.......
. .
-:
<
(See Note # 9)
48" & 72" Reinforced
Manhole Flat-Top
Outside Of Traveled Way
Manhole Adjustment
3" MIN.,
CAST IRON SUBURBAN COVER AND
FRAME PER 1990 APWA STANDARD
DWG. 314 WITH PRY SLOT AND
TWO LIFT HOLES.
PRECAST CONCRETE EXTENSION
RINGS AS REQUIRED
~~
~~
. .
-reo
N,..,
Vl
1-U5
wi=
D::U
uw
zVlc:o
8 GJ~ ~
oD:: 0:::
~~~~
'")~"
.0
JI
D::Z
<(
~
FLEX JOINT (TYPICAL)
Section A-A
MANHOLE DETAIL
FORM BASE TO ALLOW 6"x40" VIDEO
TRANSPORTER DIRECT ACCESS INTO MAIN
LINE.
A
t
A
t
Plan 'liew of Base
PIPE SIZE ~ A B C D
24" OR LESS 48" 4" 24" 6"
27" TO 36" 60" 6" 24" 6"
42" TO 48" 72" 6" 24" 9"
54" TO 60" 84" 6" 24" 9"
60" TO 12" 96" 6" 24" 9"
ISSlJEl>. ll&.1E DRAWING NO.
PUBLIC WORKS ENGINEERING OF
RE.'<lSED: ll&.1E Ashland - Medford - Rogue Valley Sewer Services CD336
STANDARD LOCKING
-RING AND COVER
STD. CONCENTRIC
CONE
to
r<)
STANDARD TOP SLAB CONFORMING TO
ASTM C 478
STANDARD BARREL SECTION(S), C 76-CLASS IT
MAXIMUM THROUGH PIPE SIZES
BARREL DIA. MAX. PIPE DIA.
60" 36"
72" 48"
84" 60"
96" 72" BREAK OUT MANHOLE WALL 2"
MINIMUM, 4" MAXIMUM CLEAR OF PIPE
WALL. GROUT SPACE WITH NON-SHRINK
GROUT AND POUR AN 8"X8" CONCRETE
COLLAR AROUND PIPE CONNECTION.
IF PIPE IS NOT PLACED
THROUGH MH, INSTALL
6X6 - 10/10 MESH
REINFORCING.
CONCRETE FILL
PRECAST BOTTOM SLAB CONNECTION
WITH INTEGRAL BARREL
CONNECTION OF PRECAST
BOTTOM SLAB WITH
PRECAST BARREL
PRECAST OR CAST -IN-PLACE STANDARD
BOTTOM SLAB.
COMPACTED 3/4"-0" GRAVEL BASE
1=
t\l.1E
STD. 42"
BARREL
42'"
BARREL DIA.
..
24"
SLOPE 1 ~
~ .
0.. 0.."9" 0"..0 :.0.0.. ~..~.; ..0.0
'. '0........ iJ.'. '~'.'. '0'.' ...... .Q"......
NOTES:
1) ALL POt:tREfr- IN PLACE CONCRETE SHALL BE CLASS 3300
& SHALL BE CONSOLIDATED USING MECHANICAL VIBRATION.
2) ALL JOINTS SHALL BE SEALED WITH APPROVED FLEXIBLE
JOINT MATERIAL EXCEPT THAT STORM SEWER MH'S MAY BE
GROUTED WITH CONCRETE INSTEAD.
t\l.1E
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
OF
CD346
DRAWING NO.
A
A
~ SEE NOTES AND OPTIONS BELOW
8" MIN.
12" MAX.
CD MANHOLE COLLAR OPTION #1 - ALL PCC CONCRETE
o MANHOLE COLLAR OPTION #2 - 3" AC OVER 5" CONCRETE
PLAN VIEW
NO LIP FOR EXIST. AC SURFACE
CAST IRON SUBURBAN COVER AND FRA.ME
PER 2002 ODOT/APWA STD. DWG. RD 356
MANHOLE RISER RINGS
r 1/4" LIP FOR NEW AC SURFACE
(MATCH GRADE FOR EXIST. AC)
.~
· u
I") <(
z
~
z
~
in
.
BARREL J <Xl
2" MINIMUM
GROUT RINGS IN PLACE
& ADJUST TO GRADE
#4 HOOP BAR W/ 16" LAP
GENERAL NOTES: SECTION A - A
1 . PCC OPTIONS:
A. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
B. EARLY STRENGTH PC - 2500 PSI @ 24 HR - PLATE FOR 24 HR MIN.
2. #4 HOOP SHALL MEET ASTM A615 GRADE 40
3. AC TO BE 1/2" DENSE HMAC
4. APPLY TACK COAT TO EDGES OF EXISTING PAVEMENT BEFORE INSTALLING AC PATCH.
5. FOR AN AC PATCH, FINISH JOINT WITH ASPHALT SEAL AND SAND.
6. ASPHALT ONLY ADJUSTMENT IN ASHLAND
7. ADJUST LIMITATIONS 12" MAX. FOR NEW MANHOLES, 18" MAX. FOR EXISTING MANHOLE. DIMENSIONS MEASURED FROM
TOP OF CONE OR TOP OF FLAT TOP.
MANHOLE ADJUST
ISSUED: EI'olE WORKS ENGINEERING DRAWING NO.
PUBLIC OF
RE.\lSED: EI'olE Ashland - Medford - Rogue Valley Sewer Services CD360
3'-0"
#4 REBAF~:
TOP BARS DIAGONAL
TO BOnOM BARS
3'~ x3" THICK CLASS "c" AC OVER
3'~ x 8" THICK (CGC) CONCRETE SLAB.
(SEE NOTE 3 BELOW)
/
CASTING: INLAND FOUNDARY NO. 221
OR APPROVED EQUAL
ELEVATION
REMOVE WYE WHERE LINE
IS EXTENDED
STANDARD CLEANOUT FOR SANITARY MAINS
GENERAL NOTES:
1. CLEANOUT ONLY TO BE USED WHEN AUTHORIZED BY CITY ENGINEER.
2. PIPE AND FITIlNGS SHALL BE COMPATIBLE. ONLY FACTORY FITIINGS SHALL BE USED.
3. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
4. CLEANOUT ALLOWED ONLY WITHIN STREET OR ALLEY PAVED AREA WHERE MAIN IS TO BE EXTENDED.
EXCEPTION MADE FOR RVSS
CLEANOUT
,ISSUED:
EI'olE
PUBLIC WORKS ENGINEERING
Ashland -. Medford - Rogue Valley Sewer Services
OF
CD362
DRAWING NO.
REVISED:
I .
EI'olE
2'-0'
to
'0
I
."
'.LI'~
. A" 44
. .,.
. .
STANDARD CURB AND GUTTER
Pi" 2'-~"_6" =1
' r [ 1" SAnER
~.. LIP (I
12:1 / / 2 :Jr--~
. ~ <I
{E ,; :: 'I~ft
DROP CURB AND GUTTER
AT DRIVEWAY APRONS
GENERAL NOTES:
1. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT /OREGON APWA SECTION 00440.00
2. ALL WORK & MATERIALS SHALL CONFORM TO 2002 OREGON APWA STANDARD SPEC'S. AS AMENDED BY THE XXXXXXXXXX.
3. INSTALL CONTRACTION JOINTS EVERY 10', AND 3{ ISOLATION JOINTS EVERY 100', AND AT END OF CURB RETURNS.
CONCRETE CURB AND GUTTER
ISSUED: EI'olE ENGINEERING DRAWING NO.
PUBLIC WORKS OF
REVISED: EI'olE Ashland - Medford - Rogue Valley Sewer Services COlaO
2'-0'
~1'-6"
1/2" Ii:ADIUS""I_ 1~1" SAnER
o w" ~:V'~2' RADI~S
,I '.LI'~' .A..4.....
'.C.
. .
1/2" RADIUS
,IJ.~
to
..
N
STANDARD CURB AND GUTTER
2'-0'
t[~;;., ~,~-6"
'Ic12:1 ,/..' ~"'...'
- . <l' .' .' '.
r---.....o1... A d
SAnER
1 ..
~
..~
to
I
N
DROP CURB AND GUTTER
AT DRIVEWAY APRONS
GENERAL NOTES:
1. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOTjOREGON APWA SECTION 00440.00
2. ALL WORK & MATERIALS SHALL CONFORM TO 2002 OREGON APWA STANDARD SPEC'S. AS AMENDED BY THE XXXXXXXXXX.
3. INSTALL CONTRACTION JOINTS EVERY 10', AND %" ISOLATION JOINTS EVERY 100', AND AT END OF CURB RETURNS.
CONCRETE CURB AND GUTTER
1=
EI'olE
PUBLIC WORKS ENGINEERING
Ashland - Medford .- Rogue Valley Sewer Services
DRAWING NO.
EI'olE
OF
COlaO
ISSUED: EI'olE DRAWING NO.
PUBLIC WORKS ENGINEERING OF
REVISED: EI'olE Ashland - Medford - Rogue Valley Sewer Services COlaO
~-H- 1.5'
'--H I.'
WIDTH VARIES
(0
#4 @ 12" O.C. EACH WAY
RADIUS & HANDI-CAP
RAMP PER CITY OF
MEDFORD STANDARDS.
ISOLATION JOINTS
3 - #6 x 12"
DOWELS
A
4 0 12" O.C. EACH WAY
Plan View
6'
3'
PROVIDE LIGHT BROOM FINISH
PARALLEL TO FLOW OF WATER.
3/4" R #4 @ 12" O.C. EA. WAY
r-.: ,..' ,
-j 2"
3'
.~ .'"
. .
. .-q'
GENERAL NOTES:
1. CONCRETE TO BE COMMERCIAL GHADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
2. SUBGRADE AND BASE SHALL BE UNYIELDING AND FIRMLY COMPACTED.
3. EXPANSION JOINTS SHALL BE CONSTRUCTED OF 3/8" ASPHALT IMPREGNATED FELT.
4. VALLEY GUnER SHALL PASS A WATER TEST TO ASSURE FLOW.
Section A-A
r2"
6" CRUSHED
ROCK BASE
STANDARD VALLEY GUTTER
1=
I:\IolE
EI'oTE
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
DRAWING NO.
OF
COl02
3'-0"
l' -0"
BASE MATERIAL BACKFILL
3" MIN./6" /- CURB AND GUTTER
MAX. TOPSOIL7 (SEE DWG. CD710)
1~~{':~"- ~"'<. 7~r-A.C'
..'. ,.,. ,..,. ~ ',~:""~./.~:'.::.,,,',:,~
..' ", . .A.~ .' . .4
,. ~ ~,..~~ q~ ~~~~RR"'~
":( ,.. ~ ,.. ~ ~ ~ ~ ~
......:( r- ,.. ~ ,.. ~ ~ ~ ,-r / ~~ Q Q Q 'i{""<.,) SUBBASE MATERIAL
( :( ~ ~ ~ ,.. ~ ~ .,,~~ ~
r " ~ -:;~~III-llllll-lllll r-ffil 1]1 I 11UII I=llfll ,
~~C~~ltL. JA~A~~' B~~KtILLO J~~Lf \G\~~\. _~I~oll_:;:::;=IIIJ_III_III_11 _III_II I
CONSIDERED WITH CERTlFICA TOIN BY ~ - - - - - - -
A GEOTECHNICAL ENGINEER. - -11-17"7 - -:- -
- _ == I -111==1 ~ WELL-COMPACTED
-=IIL I ,illl I lill I J 11- II Fill Section SUBGRADE
ORIGINAL GROUND SLOPE TO
HAVE LESS THAN 5% SLOPE OR
CREATE A BENCH.
3" MIN./6" MAX. TOPSOIL
CURB AND GUTTER (SEE DWG. 96-06)
2: 1 MAX. SLOPE
ORIGINAL GR
OUNo
l' -0"
SUBBASE MATERIAL
WELL-COMPACTED
SUB GRADE
Cut Section
Notes:
1. ALL BACKFILL BEHIND CURBS TO BE WELL COMPACTED.
ISSUED: EI'olE DRAWING NO.
PUBLIC WORKS ENGINEERING OF
REVISED: EI'olE Ashland - Medford - Rogue Valley Sewer Services C0710
P ARKW A Y STRIP
8' RESIDENTIAL
1 0' COLLECTOR/ARTERIAL
3" MIN./6"MAX. TOP SOIL
/; CURB & GUTTER
(SEE DWG. CD700)
BASE MATERIAL
SEE NOTE #5 -
SEE DETAIL BELOW FOR CUT AND FILL
REQUIREMENTS AT BACK OF WALK.
UNDISTURBED NA TlVE MATERIAL
COMPACT BASE ROCK
1 FT. BEHIND CURB
Sidewalk With Parkway Strip
UTILITY POLES
MIN. 4' CLEARANCE
5' RESIDENTIAL
7' COLLECTOR AND ARTERIAL
CONSTRUCTION JOINT WITH V-GROOVE.
SLOPE 1\4" P~R FT.
CURB & GUTTER (SEE DWG. CD700)
FT. BEHIND BACK OF CURB.
COMPACT BASE ROCK 1 FT. BEHIND CURB.
Sidewalk Adjacent To Curb
3/8"
3/8" EXPANSION -fj--- 1 Yi DEEP V-GROOVE
MATERIAL ~11~Y4" RADIUS '\ L
t.- Jtl-'Y"l
. .. ..... . . . 4 .
I ,,~: ':P~Cf:" ~~R~ '~';'~I I' :,. ~~~; ~ERY '5;""
GENERAL NOTES:
SIDEWALK ISOLATION JOINT SIDEWALK CONTRACTION JOINT
1. SIDEWALKS SHALL HAVE A NOMINAL THICKNESS OF 4" WITH A MEDIUM BROOM FINISH.
2. SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL HAVE A NOMINAL THICKNESS OF 6".
3. WHERE SIDEWALK IS ADJACENT TO CURB, PLACE CONSTRUCTION JOINT IN LINE WITH CURB JOINT (10') AND IN BETWEEN (5').
4. GRANULAR MATERIAL UNDER SIDEWALKS & DRIVEWAY SHALL BE SAND,
GRANITE, OR CRUSHED ROCK, FIRMLY TAMPED.
a. 2" MIN. THICKNESS UNDER SIDEWALKS.
b. 3" MIN. THICKNESS UNDER DRIVEWAYS.
5. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
6. IN EMBANKMENT AREAS, PIT RUN OR 4" SHALE BACKFILL SHALL BE USED TO BUILD TO GRADE. NATIVE BACKFILL MAY BE
CONSIDERED WITH APPROVAL FROM CITY ENGINEER. CONSTRUCT BENCH ON SLOPES 5% OR GREATER.
7. ALL WORK & MATERIALS SHALL CONFORM TO 2002 ODOT/APWA STANDARD SPECS. AS AMENDED BY THE CITY OF MEDFORD.
SIDEW ALKS
1=
EI'olE
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
DRAWING NO.
Olf.l[
OF
C0720
CON ST. 2" THICK 1/2" DENSE HMAC
TRANSITION FULL WIDTH OF DRIVEWAY
TO A DISTANCE OF 2' BEHIND BACK OF
WALK ON 6" BASE MATERIAL TO
-XISTlNG GRAVEL DRIVEWAY.
5' SIDEWALK
\- 8' RESIDENTIAL. 10'
COLLECTOR/ARTERIAL
PARKWAY STRIP
~,.
WIDTH AS SPECIFIED
12' MIN./18' MAX.
32' MAX. COMMERCIAL
4' TRANSITION
FLARE
Driveway/Alley Apron With Parkway Strip
2' MIN.
5' SIDEWALK
SEE STD. DWG. CD720 TO ESTABLISH
GRADE AT THIS POINT
8' RES. PARKWAY STRIP
10' COLLECTOR/ARTERIAL
.. .,".
<11-." -,i
..., ".
.~~... ~'-I. ~~r\.-'~~:. ~:,._..:.~ .:" :
DROP
CURB/GUTTER
(SEE DWG.
iCD700)
N
6"
.
<D
.4 ... .; .. ".
CON ST. 2" THICK 1/2" DENSE HMAC
TRANSITION FULL WIDTH OF
DRIVEWAY TO A DISTANCE OF 2'
BEHIND BACK OF WALK ON 6" BASE
MA TERIAL TO EXISTING GRAVEL
DRIVEWA Y.
SEE NOTE 8
3"
Section A-A
BASE MATERIAL
SUBBASE MATERIAL
GENERAL NOTES:
1. RESIDENTIAL DRIVEWAYS AND SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL HAVE A NOMINAL THICKNESS OF 6".
2. CONCRETE FOR COMMERCIAL USE, ALLEY, OR MINIMUM ACCESS APPROACHES SHALL HAVE A NOMINAL THICKNESS OF 6"
WITH #4 REBAR 12" O.C. BOTH WAYS. (2" CLEAR)
3. MINIMUM DRIVEWAY WIDTH 12 FEET BUT MAY NEED TO BE WIDER TO ALLOW FOR FIRE/TRUCK TURN RADIUSES.
4. IF APRON AND DRIVEWAY ARE POURED AT THE SAME TIME, PLACE ISOLATION JOINT WHERE THEY MEET.
5. WHERE SIDEWALK IS ADJACENT TO CURB, CONSTRUCT A CONTRACTION JOINT WITH CURB JOINT (10') AND IN BETWEEN (5').
6. ALL MIX SHALL BE VIBRATED OR TAMPED, AS DIRECTED, FOR COMPACTION.
7. GRANULAR MATERIAL UNDER DRIVEWAYS AND SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL BE SAND, GRANITE, OR CRUSHED
ROCK, MINIMUM 3", FIRMLY TAMPED.
9. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
10. ALL WORK, MATERIALS & CURING SHALL CONFORM TO 2002 ODOT/OREGON APWA STANDARD SPEC'S, AS AMENDED BY THE
CITY OF MEDFORD.
DRIVEW A Y APRON ADJACENT TO P ARKlNG STRIP
ISSUED: EI'olE DRAWING NO.
PUBLIC WORKS ENGINEERING OF
REVISED: EI'olE Ashland - Medford - Rogue Valley Sewer Services C0740
CONTRACTlON JOINT--,
CONTRACTlON JOINT IN CTR IF 15' OR WIDER
WHERE EXISTlNG ALLEY OR GRAVEL DRIVE
CONSTRUCT 2" THICK x 2' DEEP x FULL
WIDTH 1/2" DENSE HMAC TRANSITlON.
SIDEWALK (SEE DWG. 96-05)
SIDEWALK (SEE DWG. \
96-05) \
5' RESIDENTlAL
7' COLLECTOR
& ARTERIAL
WIDTH AS SPECIFIED
12' MIN./18' MAX.
3~ MAX. COMMER~AL
Driveway Apron
A
2-3/4" FOR 5'
WALK
3/4" FOR 7'
WALK
BELOW
TOP-OF-CURB
7' ARTERIAL/COLLECTOR
3' @ 270 5' RESIDENTIAL
.L _~_" _-1~33%~d_
2r ~~~/~;~~~<:~E,,: ,~, .:'~':.,,; :.,~,.:':,' ,~.::,~, '.~',..~,:'_:., 4 .'; ~ ,,'4 ': ..'.~ ~ '
2' AC
12: 1 SEE CD 700
2" THICK x 2' DEEP x F
WIDTH CLASS "C" AC
TRANSITlON FROM BACK OF
APRON TO EXISTlNG GRAVEL
DRIVEWAY OR ALLEY ON 6"
OF BASE MATERIAL.
SEE NOTE 8
BASE MATERIAL
Section A-A
GENERAL NOTES:
1. RESIDENTIAL DRIVEWAYS AND SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL HAVE A NOMINAL THICKNESS OF 6".
2. CONCRETE FOR COMMERCIAL USE AND ALLEY APPROACHES SHALL HAVE A NOMINAL THICKNESS OF 6" WITH #4 REBAR
12" O.C. BOTH WAYS. (2" CLEAR)
3. MINIMUM DRIVEWAY WIDTH 12 FEET BUT MAY NEED TO BE WIDER TO ALLOW FOR FIRE/TRUCK TURN RADIUSES.
4. IF DRIVEWAY IS LESS THAN 15' WIDE DO NOT PLACE ISOLATION JOINT AT CENTER.
5. IF APRON AND DRIVEWAY ARE POURED AT THE SAME TIME, PLACE ISOLATION JOINT WHERE THEY MEET.
6. WHERE SIDEWALK IS ADJACENT TO CURB, CONSTRUCT A CONTRACTION JOINT WITH CURB JOINT (10') AND IN BETWEEN (5').
7. ALL MIX SHALL BE VIBRATED OR TAMPED, AS DIRECTED, FOR COMPACTION.
8. GRANULAR MATERIAL UNDER DRIVEWAYS AND SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL BE SAND, GRANITE, OR CRUSHED
ROCK MINIMUM 3", FIRMLY TAMPED.
9. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
10. ALL WORK, MATERIALS & CURING SHALL CONFORM TO 2002 ODOT /OREGON APWA STANDARD SPEC'S, AS AMENDED BY THE
CITY OF MEDFORD.
DRIVEW A Y APRON ADJACENT TO CURB
1=
EI'oTE
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
DRAWING NO.
OF
C0745
EI'oTE
CONTRACTION JOINT
CONTRACTION JOINT IN CTR IF 15' OR WIDER
WHERE EXISTING ALLEY OR GRAVEL DRIVE
CONSTRUCT 2" THICK x 2' DEEP x FULL
WIDTH 1/2" DENSE HMAC TRANSITlON.
SIDEWALK (SEE DWG. 96-05)
5' RESIDENTIAL
7' COLLECTOR
& ARTERIAL
WIDTH AS SPECIFIED
12' MIN./18' MAX. '\
32' MAX. COMMERCIAL
..
A
Driveway Apron
2-3/4" FOR 5'
WALK
3/4" FOR 7'
WALK
BELOW
TOP-OF -CURB
, "AC l
7' ARTERIAL/COLLECTOR
3' @ 2% 5: IRESIDENTlAL I
_.'~-.- ~33% ~~ I
~ ~.', ..d..... .. . ~.o.~
': .....;:..~ .:.,........~ .~. . 4 .~ .'
121 SEE CD 700
2" THICK x 2' DEEP x F
WIDTH CLASS "e" AC
TRANSITION FROM BACK OF
APRON TO EXISTING GRAVEL
DRIVEWAY OR ALLEY ON 6"
OF BASE MATERIAL.
. ..~ ,-
1/2" LIP
o DRDP CURB & GUTTER
~BASE MATERIAL
SEE NOTE 8
Section ii\-A
, .lGENERAL NOTES:
1. RESIDENTIAL DRIVEWAYS AND SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL HAVE A NOMII~AL THICKNESS OF 6".
2. CONCRETE FOR COMMERCIAL USE AND ALLEY APPROACHES SHALL HAVE A NOMINAL THICKNESS OF 6" WITH ~!4 REBAR
12" O.C. BOTH WAYS. (2" CLEAR)
3. MINIMUM DRIVEWAY WIDTH 12 FEET BUT MAY NEED TO BE WIDER TO ALLOW FOR FIRE/TRUCK TURN RADIUSES.
4. IF DRIVEWAY IS LESS THAN 15' WIDE DO NOT PLACE ISOLATION JOINT AT CENTER.
5. IF APRON AND DRIVEWAY ARE POURED AT THE SAME TIME, PLACE ISOLATION JOINT WHERE THEY MEET.
6. WHERE SIDEWALK IS ADJACENT TO CURB, CONSTRUCT A CONTRACTION JOINT WITH CURB JOINT (10') AND IN BETWEEN (5').
7. ALL MIX SHALL BE VIBRATED OR TAMPED, AS DIRECTED, FOR COMPACTION.
8. GRANULAR MATERIAL UNDER DRIVEWAYS AND SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL BE SAND, GRANITE, OR CRUSHED
ROCK MINIMUM 3", FIRMLY TAMPED.
9. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
10. ALL WORK, MATERIALS & CURING SHALL CONFORM TO 2002 ODOT /OREGON APWA STANDARD SPEC'S, AS AMENDED BY THE
CITY OF MEDFORD.
DRIVEW A Y APRON ADJACENT TO CURB
· ISSUED:
EI'olE
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
DRAWING NO.
.
IREVISED:
EI'olE
OF
C0745
ISOLATION JOINT (IF
EXISTING CONCRETE), TYP. .. "
4' NEW CONSTRUCTION
3' MIN, ALTERATIONS
STANDARD CURB
AND GUTTER
NO UP ON DROPPED CURB
INSTALL 2' WIDE TRUNCATED DOME
TEXTURE PANEL.
INSTALL TRUNCATED
DOME RAMP TEXTURE
6" BEHIND BACK OF
CURB. (TYPICAL ALL
RAMPS)
THICKENED
EDGE
Design A Ramp w/Sidewalk Adjacent To Curb
CONSTRUCT 6" WIDE CURB
AT BACK OF RAMP UNLESS
OTHERWISE DIRECTED.-
CONSTRUCT 6" WIDE CURB AT BACK
OF RAMP UNLESS OTHERWISE
DIRECTED.
':.t
INSTALL 2' WIDE TRUNCATED DOME J
TEXTURE PANEL.
NO LIP ON DROPPED CURB 6" _ _1_ _ _ _
2%
"
THICKENED
EDGE Section B - B
B Ranlp w/Sidewalk Adjacent To Curb
4' NEW CONSTR.-
3' MIN. ALTERATIONS ' '2%,
': , ,t('I' , "<
.', .N,.....
INSTALL 2' WIDE TRUNCATED
TEXTURE PANEL.
NO DIP ON DROPPED CURB
4' NEW
3' ALTER.
2%
.,. . .~ .':.
,'. A' .
THIS POINT IS 3"
BELOW TOP OF CURB
FOR 5' WALK, 2 1/2"
FOR 7' WALK.
THICKENED
EDGE
Section C - C
@IE: DRAWINGS 99-07 AND 99-08 SUPERSEDE
DRAWING 96-03.
Design CRamp w/Sidewalk Adjacent To Curb
GENERAL NOTES:
1. THE "AMERICANS WITH DISABIUTIES ACT" REQUIRES THAT ACCESS RAMPS TO SIDEWALKS HAVE NO SLOPES GREATER THAN 12
HORIZONTAL TO 1 VERTICAL.
2. PLACE TRUNCATED DOME DETECTABLE WARNING TEXTURE 6" BEHIND BACK OF CURB. ARRANGE DOMES USING SQUARE IN-LINE
PATTERN AS SHOWN IN DETAIL. COLOR OF TEXTURE TO BE SAFETY YELLOW (MEDFORD), BRICK RED (ASHLAND).
3. TOOLED JOINTS ARE I~EQUIRED AT ALL SIDEWALK RAMP BREAK LINES.
4. MIN. OF 2" GRANULAF~ CUSHION.
5. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
6. IN CERTAIN AREAS THE RAMP MAY BE LOCATED TO MATCH CROSSWALKS OR TWO RAMPS MAY BE REQUIRED.
7. IN AREAS OF EXISTING CURB AND GUTTER, REMOVE: AND REPLACE BOTH CURB AND GUTTER.
HANDICAP RAMP - SIDEWALK ADJACENT TO CURB
EI'olE
DRAWING NO.
1=
EI'olE
PUBLIC WORKS ENGINEERING
Ashland - Medford "- Rogue Valley Sewer Services
OF
C0750
ISSUED: EI'olE DRAWING NO.
PUBLIC WORKS ENGINEERING OF
REVISED: EI'olE Ashland - Medford - Rogue Valley Sewer Services CD750
..... ~ ..'
. . . .
. ... ... . . .
........
......
......
......
~ STANDARD CURB
/' AND GUTTER
INSTALL TRUNCATED DOME
RAMP TEXTURE PER
DETAIL BELOW. (TYPICAL
ALL RAMPS)
0.90"
0.40"
TRUNCA TED DOME
*1.66" min
2.35" max
...J
~
u... <(
o ~
z z
o <(
1= _
U ~
W (f)
~ W
o 0
w
a..
1: :
~
Ramp Texture
Pattern Detail
Handicap Ramp With Park Strip
In Residential Areas
0.40"f=h
. I I ...
~
I 0.90" I .
.... . 0
N
d
. . . .
.......
.......
Truncated Dome Detail
PLACE 2' STRIP OF
TRUNCATED DOME
TEXTURE.
4' NEW
3' ALTER.
'I
2%
~
.
. ...a
c
MAX. SLOPE 11
12
CD Typical Ramp Section
Handicap Ramp With Park Strip In Commercial
Areas or on Arterial or Collector Streets
THICKENED
EDGE
GENERAL NOTES:
1. THE "AMERICANS WITH DISABILlTlES ACr REQUIRES THAT ACCESS RAMPS TO SIDEWALKS HAVE NO SLOPES GREATER THAN
12 HORIZONTAL TO 1 VEIRTlCAL.
2. PLACE TRUNCATED DOME DETECTABLE WARNING TEXTURE 6" BEHIND BACK OF CURB. ARRANGE DOMES USING SQUARE
IN-LINE PATTERN AS SHOWN IN DETAIL. COLOR OF TEXTURE TO BE SAFETY YELLOW (MEDFORD), BRICK RED (ASHLAND).
3. TOOLED JOINTS ARE REQUIRED AT ALL SIDEWALK RAMP BREAK LINES.
4. MIN. OF 2" GRANULAR CUSHION.
5. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
6. IN CERTAIN AREAS THE HAMP MAY BE LOCATED TO MATCH CROSSWALKS OR TWO RAMPS MAY BE REQUIRED.
7. IN AREAS OF EXISTlNG CURB AND GUTTER, REMOVE AND REPLACE BOTH CURB AND GUTTER.
8. A TRUNCATED DOME QUALIFIED VENDORS LIST CAN BE FOUND AT THE FOLLOWING WEB SITE.
http://www.odot.state.or.us/cf/QPLSearch/index.cfm (Section 00759)
HANDICAP RAMP - WITH PARKING STRIP
I:
EI'olE
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
DRAWING NO.
OF
C0755
EI'olE
.... ~ ~.
. . . .
......
......
STANDARD CURB
AND GUTTER
INSTALL TRUNCATED DOME
RAMP TEXTURE PER
DETAIL BELOW. (TYPICAL
ALL RAMPS)
Handicap Ramp With Park Strip
In Residential Areas
,;,"........
Handicap Ramp With Park Strip In Commercial
Areas or on Arterial or Collector Streets
TRUNCA TED DOME
*1.66" min
2.35" max
_r900.
~ 0.40"
A
....J
~
lL. <(
o go
z
g ~ 0.40"r=h
~ go _-L-J_
~~ L~
o 0
~ I-~I b
N
@ @
I-~I
Ramp Texture
Pattern Detail
c:i
Truncated Dome Detail
PLACE 2' STRIP OF -7
TRUNCATED DOME
TEXTURE.
~o~o~'rEgNCU:oB ~ r
,MIN _ -1-"
[ ," " *, '~ ,', '
~ " MAX. SLOPE
11
12
CD Typical Ramp Section
4' NEW
3' ALTER.
THICKENED
EDGE
2%
---
, ~ "~
~~ . :RR~_~;g.a4
GENERAL NOTES:
1. THE "AMERICANS WITH DISABILITIES ACT" REQUIRES THAT ACCESS RAMPS TO SIDEWALKS HAVE NO SLOPES GREATER THAN
12 HORIZONTAL TO 1 VERTICAL.
2. PLACE TRUNCATED DOME DETECTABLE WARNING TEXTURE 6" BEHIND BACK OF CURB. ARRANGE DOMES USING SQUARE
IN-LINE PATTERN AS SHOWN IN DETAIL. COLOR OF TEXTURE TO BE SAFETY YELLOW (MEDFORD), BRICK RED (ASHLAND).
3. TOOLED JOINTS ARE REQUIRED AT ALL SIDEWALK RAMP BREAK LINES.
4. MIN. OF 2" GRANULAR CUSHION.
5. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
6. IN CERTAIN AREAS THE RAMP MAY BE LOCATED TO MATCH CROSSWALKS OR TWO RAMPS MAYBE REQUIRED.
7. IN AREAS OF EXISTING CURB AND GUTTER, REMOVE AND REPLACE BOTH CURB AND GUTTER.
8. A TRUNCATED DOME QUALIFIED VENDORS LIST CAN BE FOUND AT THE FOLLOWING WEB SITE.
http://www.odoLstate.or.us/cf/QPLSearch/index.cfm (Section 00759)
· ISSUED:
HANDICAP RAMP - WITH PARKING STRIP
EI'olE
DRAWING NO.
I~
~lE
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
OF
C0755
PROPERTY PIN
~ TYPICAL ROAD
PUBLIC R/W SIDE(STRE) CROSSING--
... SECONDARY
~ ~PEDESTAL
~ LOCATION AS
I SHOWN ON SKETCH
. "ft;~--------~-=- ~.-
~ "--- CONDUIT SWEEPS FDR
~ FUTURE SERVICES
~ 3# SCH 40 PVC
PRIVA TE LOT SIDE ll.
W
::l
a..
I PADMOUNT TRANSFORMER
I LOCA TlON AS SHOWN ON
(SKETCH
~PROPERTY PIN
,/ ~ PUBLIC R/W SIDE(STREET)
1------ T
J.----~=1 w
r_1 36" ~
S[~EIEI' I 1 ~
I SECTION 1:------
- -! ~-=::.::.::._-=.-
..r
/~ I
u ~ T
::J 36"
t 1
ll.
PRIVA TE LOT SIDE
MAIN TRENCH CONDUIT
AS SHOWN ON SKETCH
'0
-
T
48"
~
COMMON TRENCH PLAN VIEW
REV 01/04 (NOT TO SCALE)
*STREET LIGHT CABLE LOCA TlON
IF APPLICABLE
10' PUE:
>l~ 48!.-~ FINAL GRADE
PROPERTY PIN
SIDEWALK
BACKFILL
sIND
1
NOTES:
· MINIMUM SEPARATION ELECTRIC &- TELEPHONE/CATV = 12"
· MINIMUM SEPARATION ELECTRIC &- GAS = 36"
. SAND AS SHOWN
· P = PRIMARY POWER S = SECONDARY POWER
· T = TELEPHONE C=CABLE G=GAS
. BACKFILL TO BE FREE OF LARGE OR SHARP ROCKS
· SAND MUST PASS THROUGH A NO. 10 SIEVE FRAME
· GRADE TO BE WITHIN 2% OF FINAL BEFORE UTILITY PLACEMENT
.INSTALL PULL LlNE...500LB STRENGTH EXTENDING 6' EACH END OF CONDUIT
· CHECK WITH UTILITIES USING DITCH FOR REQUIRED BACKFILL
*STREET LIGHT CABLE LOCA TlON
IF APPLICABLE
SHARED UTILITY TRENCH
REV 01/04 (NOT TO SCALE)
CITY OF PUBLIC WORKS ENGINEERING DRAWING NO.
~-, OF
ASHLAI'JD Ashland - Medford '- Rogue Valley Sewer Services C0900
SINGLE PHASE SECTIONALlZING CABINET PADVAUL T, Stock Item 1720626 or approved equal
SINGLE PHASE FUSING CABINET PADVAUL T, Stock Item 1720645 or approved equal
SINGLE PHASE TRANSFORMER PADVAUL T, Stock Item 1006379 or approved equal
TOP (NOT USED)
No. 64-2436P-1832-PCORP (Shown) %" Dia. Insert
PCORP #1720626 or approved equal ~.......... 'fu1l180o Open /"(2 Places in Top)
1,260 Ibs. ~ ~........ I; , :7 Galvanized Diamond PlatH Door
~ ........"................ ~ ~ wi Locking Latch
~ ........ ........ Recessed Lift Handle
~........
........ ~
;;:,... ;;:,...........
644-PCORP
1~6'O' ·
(1 Each Side) / - ........
1" Dia Ground Rod Knockout'l ~ '........ /' 4' 0"
(2 Places In Floor) ~ ........ ........ /' -
Galvanized Pull I Lift Iron ~ '......... ,/' /' /
(1 Each Corner) ~ '<~
%" Dia. Inserts wi Stainless
~ Steel Bolts and Bellville Washers
/ (4 Places in Top)
18" x 32" Blockout
(:2) - 2-Ton Lift Anchors
~
/1
5'-0" Long Galvanized "C" Channel
(1 Each Side)
3'-0" Long Galvanized "C" Channel
(1 Each End)
BASE
No. 644-B-PCORP
or approved equal 3,450 Ibs,
OPTIONAL TOP ( SECTIONAL CABINETS
& TRANSFORMERS LESS THAN 100 kV)
OPTIONAL TOP
(TRANSFORMERS MOR:E THAN 100 kV)
No. 64.2436P-1628-PCORP
PCORP #1720645 or approved equa
1,9401bs,
I 16" x 28" Blackout
/ No. 64-2436P-2626-PCORP
4'-8" PCORP # 1006379 or approved equa
1,400 Ibs,
CITY OF
I ASHLAND
~-,
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
DRAWING NO.
OF
C0910
575-SECT -PCORP
15 KV, 3-PHASE TR:ANSFORMER SECTIONALlZING CABINET PADVAUL T, Stock Item 1720630 or approved equal
25 KV, 3-PHASE TR:ANSFORMER SECTIONALlZING CABINET PADVAULT, Stock Item 1720632 or approved equal
35 KV, 3-PHASE TR:ANSFORMER SECTIONALlZING CABINET PADVAUL T, Stock Item 1008972 or approved equal
TOP
No. 6690- T -25P-1862-PCORP (Shown)-
PCORP #1790630 or approved equal
2,670 Ibs.
(6) - %" Dia. Inserts
I wi Stainless Steel Bolts and Bellville Washers
~ f 2'-0" Long Galvanized "C" Channel
(1 Each Side, 1 Each End)
~'-o" Long Galvanized "C" Channel
f (1 Each Side)
18" x 62" Blackout
r
7'-6" r Galvanized Diamond Plate Doors
wi Locking Bolts
Galvanized Pull I Lift Iron.
(1 Each Corner)
r 2-Ton Lift Anchor
(4 Places in Top)
4'-0"
No, 6694- T -25P-1878-PCORP
RP #1720632 or approved equal
2,660 Ibs,
No.7094-T-25P-1878-PCORP
PCORP #1008972 or approved eq
2,850 Ibs.
'-..
'-.../
CITY OF PUBLIC WORKS ENGINEERING DRAWING NO.
ASHLAl'JD ~-, OF
Ashland - Medford .- Rogue Valley Sewer Services C0912
18" x 24" Knockout .../
(2 Each Side, 2 Each End) /
21;," Dia, Ground Rod Knockout J
(2 Places in Floor)
575-TRANS-PCORP
2.4 - 25 KV, 3-PHASE TRANSFORMER PADV AUL T WITH ACCESS, Stock Item 17901023
2.4 - 25 KV, 3-PHASE TRANSFORMER PADVAUL T WITHOUT ACCESS, Stock Item 1790024
2.4 - 25 KV, 3-PHASE TRANSFORMER PAD, Stock Item 1790021
35 KV, 3-PHASE TRANSFORMER PADVAUL T WITH ACCESS, Stock Item 1008977
35 KV, 3-PHASE TRANSFORMER PADVAULT WITHOUT ACCESS, Stock Item 1008975
35 KV, 3-PHASE TRANSFORMER PAD, Stock Item 1008958
:;>'-0" Long Galvanized "C" Channel
l (1 Each Side, 1 Each End)
16" x 60" Blockout
"-.... r r 6'-0" Long Galvanized "C" Channel
~ (1 Each Side)
~ r Galvanized Diamond Plate Doors
Gb X wi Locking Bolts
~ ~ (2) -%" Dia. Inserts for Hold-Down Cleats
7'-0"
~r' 2-Ton Lift Anchor
~ y (4 Places in Top)
J~"
TOP
No. 84/112- T -25P-1660-PCORP (Shown) ----.....
PCORP #1790023
3,940 Ibs,
BASE
No. 575-B-PCORP
4,500 Ibs.
Galvanized Pull I Lifllron
(1 Each Corner)
/4."
/ 4'-0"
...............
2.4 - 25 KV, 3-PHASE TRANSFORMER PADVAUL T WITHOU
ACCESS
PCORP # 1790024
2,4.25 KV, 3-PHASE TRANSFORMER PAD ONLY
PCORP# 1790021 -
OPTIONAL TOPS
No, 8284- T -1660.PCORP
3,090 Ibs,
'~
35 KV, 3-PHASE TRANSFORMER PADV AUL T WITHOUT
ACCESS
PCORP # 1008975
35 KV, 3-PHASE TRANSFORMER PAD ONLY
PCORP # 1008958 -
.~
~
I ASHTLAND
~-,
PUBLIC WORKS ENGINEERING
Ashland - Medford - Rogue Valley Sewer Services
DRAWING NO.
OF
C0914
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Instructions & Layers Required
GIS System Data Sets
V.As-Built Standards
GIS System Maps
\\COMP AQ 1 \DA TA \GOV\pub-wrks\engIOESPI\originalslappendicesI2005-04-20\00 tabs. doc Rev. 04.21.05
14 of 16
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Requirements for
Linework and Associated Text
Appendices, Section V.A
Legend
Boundary of Subdivision, PUD, or Partition
Sanitary Sewer and Storm Drain:
Manholes - Type, Size, Rim and Invert Elevations
Pipe (Mains and Laterals)
Mains - Length, Diameter, Material, Slope
Laterals - Length, Diameter, Material
Cleanouts - Rim, Invert elevations.
Catch Basins - Type, Rim, and Invert Elevations.
Curb Inlets - Type (2%A, or 4A), Rim, Invert, Length of gallery if applicable.
Box Culverts - Size, No. of cells, Length, Invert Elevations
Curbs - Top Face
Edge of Road or Pavement where curb does not exist.
Lot Lines, , and Addresses
Flowline of ditches and swales
Easements - Type and Width
Street Lights
Street Names
Title Block
Valley Gutters and any other surface drainage channeling structures
All Impervious Areas or Hard-Scape, Create separate concrete & AC closed polygons.
Electrical Transformers, Phone Closures, etc.( verify electrical power plan) show only phone surface
features, not underground lines.
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State Plane Coordinate System & the City of Ashland Parameters
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What is State Plane?
The State Plane Coordinate System was designed for large-scale mapping in the United States. It was developt:d in the 1930s by the U.S. Coast and
Geodetic Survey to provide a common reference system to surveyors and mappers. The goal was to design a confonnal mapping system for the country
with a maximum scale distortion of one part in 10,000, then considered the limit of surveying accuracy.
Three confonnal projections were chosen: the Lambert Confonnal Conic for states that are longer east-west, such as Oregon and Washington; the
Transverse Mercator projection for states that are longer north-south, such as Nevada and Idaho; and the Oblique Mercator projection for the panhandle of
Alaska, because it lays at an angle.
To maintain an accuracy of one part in 10,000, it was necessary to divide many states into zones. Each zone has its own central meridian or standard
parallels to maintain the desired level of accuracy. The boundaries of these zones follow county boundaries. Smaller states such as Connecticut require
only one zone, while Alaska is composed of 10 zones and uses all three projections.
This coordinate system is referred to as the State Plane Coordinate System of 1927 (SPCS 27). It is based on a network of geodetic control points referred
to as the North American Datum of 1927 (NAD 1927 or NAD27).
Datums and datum conversion
A datum is a set of parameters defining a coordinate system, and a set of control points whose geometric relationships are known, either through
measurement or calculation. A datum is defined by a spheroid, which approximates the shape of the Earth, and the spheroid's position relative to the center
of the Earth. There are many spheroids representing the shape of the Earth, and many more datums based upon them. A horizontal datum provides a frame
of reference for measuring locations on the surface of the Earth. It defines the origin and orientation oflatitudc: and longitude lines. A local datum aligns
its spheroid to closely fit the Earth's surface in a particular area and its origin point is located on the surface of the Earth. The coordinates of the origin
point are fixed and all other points are calculated from this control point. The coordinate system origin of a local datum is not at the center of the Earth.
NAD27 and the European Datum of 1950 are local datums.
In the last fifteen years, satellite data has provided geodesists with new measurements to define the best Earth-fining ellipsoid, which relates coordinates to
the Earths center of mass. An Earth-centered or geocentric, datum does not have an initial point of origin like a local datum. The Earths center of mass is,
in a sense, the origin. The most recently developed and widely used datum is the World Geodetic System of 1984. It serves as the framework for
supporting locational measurement worldwide. GPS measurements are based upon the WGS84 datum.
North American datums: There are two horizontal datums used almost exclusively in North America. These are the North American Datum of 1927
(NAD27) and the North American Datum of 1983 (NAD83). The US. National Geodetic Survey (NGS) uses a transfonnation program known as
NADCOM, the Canadian method for transfonnation between the two datums is known as the Canadian National Transfonnation.
(
NAD27: The North American Datum of 1927 uses the Clarke spheroid of 1866 to represent the shape of the Earth. The origin of this datum is a point on
the Earth referred to as Meades Ranch in Kansas. Many NAD27 control points were calculated from observations taken in the 1800s. These calculations
were done manually and in sections over many years. Therefore, errors varied from station to station.
NAD83: Many technological advances in surveying and geodesy since the establishment ofNAD27 - electronic theodolites, GPS satellites, Very Long
Baseline Interferometry, and Doppler systems revealed weaknesses in the existing network of control points. Differences became particularly noticeable
when linking existing control with newly established surveys. The establishment of a new datum would allow for a single datum to cover consistently
North America and surrounding areas. The North American Datum of 1983 is based upon both Earth and satellite observations, using the GRS80 spheroid.
The origin for this datum is the Earths center of mass. This affects the surface location of all latitude-longitude values enough to cause locations of
previous control points in North America to shift, sometimes as much as 500 feet. A ten-year multinational effort tied together a network of control points
for the United States, Canada, Mexico, Greenland, Central America, and the Caribbean.
Unit of length
The standard unit of length measurement for SPCS 27
is the U.S. Survey foot. For SPCS 83, the most
common unit of measure is the meter. Those states that
support both feet and meters have legislated which feet-
to-meters conversion they use. The difference between
the two is only two parts in one million, but that can
become noticeable when data sets are s~ored in double
precision.
Small Scale
1:250,(XX)
1: 1 00, COO
Map scale is expressed as I: Representative fraction
(RF) = Map Distance (MD) · Conversion Factor
(CON) t Ground Distance (GO), for example, given a
conversion factor of 63,360 inches to a mile' ~
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Large Sea Ie 0
5 10 15 20 25 30
Length of One Mile on a Map of a Given Seal e (in inches)
35
The National Map Accuracy Standards defines the requirement for horizontal accuracy as:
· no more than 10% of features shall be more than It30th of an inch from their intended location on maps of scale larger than 1:20,000.
· no more than 10% offeatures shall be more than 1150th of an inch from their intended location on maps of scale smaller than 1:20,000.
State Plane Coordinate System & City of Ashland Parameters. doc 27June2003 IN
(
(
State Plane Coordinate System & the City of Ashland Parameters
High Accuracy Reference Networks (HARN - aka NAD83t91)
The original NAD 83 geodetic network was computed mostly by using traditional surveying observations and methods. Very few GPS observations were
included in the adjustment computation. The design and implementation of this network preceded the developments of the GPS technology and therefore
the practical usage of these control points for GPS application can be problematic. Difficulties include control points near obstructions to GPS receivers,
locations that are not easily accessible, and irregular spacing of control. The final difficulty is that the original NAD 83 network is not accurate enough to
serve as control for GPS observations. The most accurate horizontal standard in the original NAD 83 network is 1:100,000 as compared to a 1:10,000,000
accuracy attainable by GPS.
To eliminate or significantly reduce these problems, most states, in conjunction with NGS, are developing a High Accuracy Reference Network (HARN).
The HARN is designed to establish "GPSable" geodetic control points accessible (24 hours a day) by car (or hght truck) within, at most, 30 to 45 minutes
from anywhere in the state. Once the HARN is established, a new adjustment must be computed and the points in the network are assigned new
coordinates. These coordinates will probably be different than those of the original NAD 83 adjustment. The results of the new adjustment will be named
as NAD 83 (I 99x), where (I99x) is the year in which the adjustment was completed (i.e. NAD 83 (1996) was completed in 1996, etc.). Changes in
positional (horizontal) coordinates from the original NAD 83 are expected to range between 1-3.5 feet. For appropriate scale and purpose, the effect on
code-based GPS is nominal. For mapping purposes, NGS will distribute updated versions of it's NADCON datum transformation software package which
will include correction (5-6 cm grid accuracy in most states) for NAD83 (199x) values, as they become available.
Oregon Parameters
Coordinate Specification for Oregon
· Oregon Revised Statute Chapter 93.320 (extracted from 2001 EDITION http://www.leg.state.or.ustorst093.html)
(d) The Oregon Coordinate System of 1983, south zone, is a Lambert conformal projection of the Geodetic Reference System of 1980, having
standard parallels at north latitudes 42 degrees 20 minutes and 44 degrees 00 minutes, along which parallels the scale shall be exact. The origin
of coordinates is at the intersection of the meridian 120 degrees 30 minutes west of Greenwich and the parallel 41 degrees 40 minutes north
latitude. This origin is given the coordinates: x-I,500,000 meters (4,921,259.84 feet) and y-O meters (0 feet), where onefoot equals 0.3048
meters exactly.
State Plane Coordinate System & City of Ashland Parameters. doc 27June2003 IN
State Plane Coordinate System & the City of Ashland Parameters
.
('
i.
Draft Oregon Cadastral Data Content Standard Version 0.2 20May2003
http:/twww.sscgis.state.or.ustcoord/standardslCadastraIStdDraft V er02. pd f
Attachment B OrMap Goals
Coordinate System: NAD 83 (NtS Zone) Internationalfeet
Definition of International Foot
International foot = 0.3048 m exactly, I meter = 3.28084 IntI. Feet t US Survey foot = 1200t3937 meters (0.3048006096 m)
UNIVERSITY OF OREGON Libraries http://tibweb.uoregon.edwmaplmap_uctiolll11UlJ1...Projection.html
City of Ashland Specification
These are the current setups for Arc-based (and CAD) data. The AshlandSPCS setup on the left is a copy of the Oregon South SPCS with the Linear Unit
set to the value for Intemational Feet (it was set to US Feet in the original). The setup on the right, NAD_I983_HARN, appears to use all the same values
save for the Linear Unit is Meter.
"
(
Note: Verifying value change for Linear Unit
False Easting of 1500000 (meters)
divided by 4921259.842520
eomes out as 0.30479999999998049280000000124846 feet .- the value for an International foot is given as 0.3048.
REFERENCES:
Blue Marble Geographies F AQs http:ltwww.bluemarblegeo.cOmlproductsttranslator.php?op=faq#132
ESRl ArcCatalog Documentation
King County, WA - GIS Center http://www.metrokc.govtgislkbtContentlStatePlane.htm#Standard
New Jersey GIS http://www.state.nj.us/deptgislresource/ch54.htm
Oregon Geospatial Data Clearinghouse http :/twww.sscgis.state.or.uslcoord/standardstCadastraIStdDraft V er02. pdf
Oregon State Legislature http://www.leg.state.or.us
For more information on coordinate generation see Why Do Coordinates Change. doc
State Plane Coordinate System & City of Ashland Parameters.doc 27June2003 IN
City of Ashland Benchmark Data
lID1f~i .~ ~
I 4046 IA FIRST & EAST MAIN IA COA B~ CAP BENCH SW COR. 1925.237 1997 ASHLooP FB 159
3 4067 3 SISKIYOU & LmERTY 3 COA BR. CAP BENCH SW COR. 1955879 1997 ASHLooP FB 159
4 4069 4 A SISKIYOU & MOUNTAIN 4A COA BR. CAP BENCH SW COR. 1978.423 1997 ASHLooP FB 159
5 4068 5 MOUNTAIN & IOWA 5 COA BR. CAP BENCH SW CO~ 1960.188 CITY/1975 10 LOOSE LEAF
6 4080 6 SISKIYOU & AVERY 6 COA BR. CAP BENCH NE COR. 1996.031 1997 ASHLooPFB 159
7 4081 7A SISKIYOU & WIGHTMAN 7A COA BR. CAP BENCH NE COR. 1998.5 1997 ASHLooP FB 159
8 4081 WALKER & SISKIYOU SWCortlu 10'31.&98 From CITY ST.DWG
9 4086 9 SISKIYOU & BESWICK 9 COA BR. CAP BENCH SW COR. 2C67.415 1997 ASHLooP FB 159
II 4090 11 SISKIYOU & CLAY II COA BR. CAP BENCH SE COR. 2118.517 1997 ASHLooP FB 159
12 4092 12 SISKIYOU & TOLMAN 12 COA BR CAP BENCH SE COR. 2148.038 1997 ASHLooP FB 159
13 4034 13 NORTH MAIN & CHURCH 13 COA BR. CAP BENCH SE COR. 1889.235 CITY/1975 10 LOOSE LEAF
14 4036 14 CHURCH & HIGH 14 COA BR. CAP BENCH SE COR.
15 4029 15 NORTH MAIN & BUSH 15 COA BR. CAP BENCH SW COR 1904.074 1997 ASHLooP FB 159
16 4028 16 NORTH MAIN & SKIDMORE 16 COA BR. CAP BENCH NW COR 1l193.789 1997 ASHLooP FB 159
17 4009 17 NORTH MAIN & NURSEY 17 COA BR. CAP BENCH SE COR 11189128 CITY/1975 10 LOOSE LEAF
18 4010 18 NURSERY & ROCK 18 COA BR. CAP BENCH SW COR.
19 4008 N MAIN 4 MAPLE NW Corn~r From CITY ST.DWG
10 4003 N MAIN 4 SCHOFIELD SE Cornu From CITY ST.DWG
21 4047 21 EAST MAIN & FIFTH 21 COA BR BENCH NE COR. 1932.364 CITYI1975 LOOSE LEAF
11 4050 E MAIN & DEWEY S W Corner From CITY ST.DWG
13 4051 E MAIN 4 MORSE SE Comer From CITY ST.DWG
14 4071 E MAIN & MOUNTAIN SWCorna From CITY ST.DWG
25 4071 25 EAST MAIN & GARFIELD 25 COA BR. CAP BENCH SE COR. 1895.398 1997 ASllLooP FB 159
16 4101 TOLMAN CR 4 HWY 66 NE Corner From CITY ST.DWG
27 4088 27 SHAMROCK@PUMP STATION 27 COA BR CAP BENCH 1979.965 CITY/I991 ES
28 4061 28 MORTON @CUL-DE-SAC 28 COA BR CAP BENCH
29 4030 29 OAK & HERSEY 29 COA BR. CAP BENCH SW CO~ 1847.474 1997 ASHLooP FB 159
30 4027 30 OAK & OAK LAWN 30 COA B~ CAP BENCH NE COR. 1816.494 1997 ASllLooP FB 159
31 4025 31 NEVADA & OAK 31 COA BR. CAP BENCH SE COR. 1764.334 1997 ASHLooP FB 159
32 4022 32 HELMAN & RANDY 32 COA BR. CAP BENCH SW COR.
33 4091 33 SISKIYOU & BELL VIEW 33 COA BR. CAP BENCH SE COR. 2141086 1997 ASllLooP FB 159
34 4079 34 CALIFORNIA & IOWA 34 COA BR. CAP BENCH NE COR.
35 4026 35 HELMAN & ORANGE 35 COA BR. CAP BENCH SW COR .
36 4055 36 WINBURN @ BANDSHELL 36 COA BR. CAP BENCH N END
37 4056 37 GRANITE & WINBURN @ ISLAND 37 COA BR CAP BENCH S. CURB
38 4059 38 GRANITE & GLENVIEW 38 COA BR. CAP BENCH @ BRIDGE
41 4002 41 NORTH MAIN @ RR 41 U.S.c.G.S. BM CITY 1798.182 U.S.C.G.S. 1956 DATUM
42 4038 42 L1THIA PARK ON BOULDER 42 BR. CAP BENCH COR. .1985.088 USGS 1956 DATUM
43 4001 43 SISKIYOU @LmRARY 43 BR CAP BENCH ON PILLAR 1950.705 USGS 1956 DATUM
45 4109 45 AIRPORT TERMINAL 45 U.S.G.5 BM. CITY COR SIDEWALK 1884.113 U.S.c.GS 1956DATUM
46 4031 46 WATER&RROVERPASS 46 BR. CAP BENCH NE COR 1856.381 USGS 1956 DATUM
47 4083 47 WALKERAVE@RR 47 USCGS BM CITY 1927.939 USCGS
48 4073 MOUNTAIN AVE@RiRTRACK From CITY ST.DWG
51 4100 51 TOLMAN@BALLPARK 51 COA BR. CAP BENCH N CURB
52 4102 52 ASHLAND ST & YMCA 52 COA BR CAP BENCH NW COR.
53 4098 53 GRIZZLY & IAQUEL YN 53 COA BR. CAP BENCH SE COR.
54 4087 54 PEACHEY & HILL VIEW 54 COA BR. CAP BENCH NE COR.
55 4064 55 PINECREST & WOODLAND 55 COA BR. CAP BENCH S CURB
56 4063 56 GLENWooD @ S'L Y CURVE 56 COA BR. CAP BENCH S CURB
57 4085 57 HUNTER & HOMES 57 COA BR. CAP BENCH NE COR
58 4084 58 WALKER & IOWA 58 COA BR. CAP BENCH NW COR. 1934.046 1997 ASHLooP FB 159
59 4062 59 WELLER LN. CUL-DE-SAC 59 COA BR CAP BENCH S CURB
60 4051 60 EAST MAIN & ALIDA 60 COA BR. CAP BENCH SW COR.
61 4048 A St@endofSIXTH N Curb 1871.391 From CITY STDWG
61 4049 A St 4 EIGHTH NECOf"flU 1870.867 From CITY STDWG
63 3997 63 A&FOURTH 63 COA BR CAP BENCH, SW COR 1875.661 CITYI1991 ES blk. 135
64 3998 64 B & THIRD 64 COA BR CAP BENCH NW COR.
65 4039 65 B & FIRST 65 COA BR. CAP BENCH NE COR
67 3999 67 C & THIRD 67 COA BR. CAP BENCH SE COR 1912063
68 4023 68 NEVADA & HELMAN 68 COA BR. CAP BENCH NE COR 1762.213 DOG PARK 1998 FB 157
69 4021 69 LAUREL & RANDY 69 COA BR. CAP BENCH SE COR
70 4024 70 NEVADA @ ASIILAND CREEK 70 COA BR. CAP BENCH NW COR. 1756138 DOG PARK 1998 FB 157
71 4018 71 OTIS & ELIZABETH 71 COA BR. CAP BENCH NE COR
72 4006 72 WALNUT & GRANT 72 COA BR. CAP BENCH NW COR
73 4004 73 PRIM & TUCKER 73 COA BR. CAP BENCH SE COR
74 4005 74 THORNTON & TUCKER 74 COA BR. CAP BENCH SE COR
75 4011 75 SCENIC & NURSERY 75 COA BR CAP BENCH SE COR
76 4016 76 SUSAN LN CUL-DE-SAC 76 COA BR. CAP BENCH
77 4097 77 OAK KNOLL & PEBBLE BEACH 77 COA BR CAP BENCH NW COR
78 4096 78 OAK KNOLL 78 COA BR CAP BENCH E CURB
Benchmark Update 2004-07-19.doc
City of Ashland Benchmark Data
~. Jrsmtf. Ji~~ ,. Dm. .111 ITi!ITIE".<
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79 4076 79 EAST MAIN & WIGHTMAN 79 COA Bit CAP BENCH NE IN CSW 1880.592 1997 ASHLooP FE 159
80 4075 80 WIGHTMAN & MILLPOND 80 COA BR CAP BENCH SW COR.
81 4106 INTERSTATE 5 BRiDGE NE Corner From CITY ST.DWG
82 4105 INTERSTATE 5 BRiDGE SWCornu From CITY ST.DWG
83 4108 83 HWY 66 & OAK HILL 83 COA BR. CAP BENCH NW COR. 1906.683 1997 ASHLooP FB 159
84 4107 84 WEDGEooD & HWY 66 84 COA Bit CAP BENCH SW COR. 1921.349 1997 ASHLooP FE 159
85 4093 85 OAK KNOLL & CROWSON 85 COA Bit CAP BENCH NW COR. 2022.898 1997 ASHLooP FB 159
86 4094 OAK KNOll@ CYPRESS LOOP W Curb From CITY ST.DWG
87 4095 87 CYPRESSfOINTLooP 87 COA BR CAP BENCH N CURB
88 4104 88 JEFFERSON CUL-DE-SAC 88 COA Bit CAP BENCH W CURB
89 4099 89 NOVA & JAQUELYN 89 COA Bit CAP BENCH SE COlt
90 4103 90 WASHINGTON & JEFFERSON 90 COA Bit CAP BENCH SE COlt
91 4089 91 CLAY & CANYON PARK 91 COA Bit CAP BENCH SE COlt
92 4065 92 PINECREST & Sf ARLITE 92 COA BR. CAP BENCH NW COR.
93 4078 93 WIGHTMAN & IOWA 93 COA Bit CAP BENCH NE COR 1936.638 1997 ASHLooP FB 159
U 4077 WIGHTMAN & QUINCY NW Corner 191&.277 From CITY ST.DWG
95 4070 95 EAST MAIN & CALIFORNIA 95 COA Bit CAP BENCH SE COlt 1893.591 1997 ASHLooP FB 159
96 4074 96 FORDYCE & MUNSON 96 COA Bit CAP BENCH SW COlt
97 4066 97 BLAINE & ALIDA 97 COA Bit CAP BENCH SW COR.
98 4057 98 MERRILL CR & GUTHRIE 98 COA Bit CAP BENCH SE COR
99 4058 TERRACE@IRJIlGCANAL W Curb From CITY ST.DWG
100 4060 100 ASHLAND Looi~ & TERRACE 100 COA Bit CAP BENCH, SE COR
101 4042 101 L1THIA & FIRST 101 COA BR. CAP BENCH NE COR.
102 4043 102 L1THlA & SECOND 102 COA Bit CAP BENCH NW COR.
103 4045 103 EAST MAIN & SECOND 103 COA BR CAP BENCH SE COR 1930.55 1997 ASHLooP FB 159
104 4000 104 L1THlA & T1llRD 104 COA BR. CAP BENCH NW COR.
105 4041 105 EAST MAIN & PIONEER 105 COA BR. CAP BENCH SW COR 1913.665 1997 ASHLooP FB 159
106 4040 106 LITHIA & PIONEER 106 COA Bit CAP BENCH NW COR.
107 4032 107 B&WATER 107 COA Bit CAP BENCH SE COlt 1866.835 1997 ASHLooP FE 159
108 4033 108 NORTH MAIN & HELMAN 108 COA BR. CAP BENCH NW COlt
109 4017 GLENDOWER & OXFORD From CITY ST.DWG
110 4020 110 WILLOW & ORANGE 110 COA Bit CAP BENCH NW COR
III 4019 III GLENN & RAILROAD III COA Bit CAP BENCH E CURB
112 4007 112 MAPLE & SCENIC 112 COA Bit CAP BENCH NW COR.
III 40/2 WRlGHTS CREEK & GRAND VIEW SWCornu From CITY ST.DWG
114 4015 114 WRIGHTS CREEK & ORCHARD 114 COA BR. CAP BENCH NE COlt
115 4014 115 ORCHARD & WI,STWooD 115 COA Bit CAP BENCH N CURB
116 4013 116 SUNNYVIEW & SUNSHINE CIR 116 COA Bit CAP BENCH SW COR.
117 4035 117 SCENIC & NOB HILL 117 COA Bit CAP BM. W CURB COlt
118 4037 118 GRANITE & BAUM 118 COA Bit CAP BENCH SW COR.
119 4054 119 GRANITE & NUTLEY 119 COA BR. CAP BENCH NW COlt
120 4053 120 WINBURN & N1JTLEY 120 COA Bit CAP BENCH NW COlt 1915.132 CITY/I996ICERJNK LOOP
Note: Compiled from CITY_ST.DWG (Ray Smith drawing) and 2001 Benchmarks.xls (Reed Pallady document). Where the benchmark is identified as
From CITY_ST.DWG the record was match,~d to the description of the benchmark in the 2001 Excel doc and the Elevation was entered. The following
records were listed in CITY_ST.DWG and were not traceable:
-
2 DESTROYED From CITY ST.DWG
10 DESTROYED From CITY ST.DWG
39 NOT SHOWN From CITY ST.DWG
40 N/A From CITY ST.DWG
U NIA From CITY ST.DWG
49 N/A From CITY ST.DWG
50 N/A From CITY ST.DWG
66 N/A From CITY ST.DWG
Bcnchmark Update 2004-07-19.doc
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