CITY OF
ASHLAND
Engineering Design
Standards for
Public Improvements
Developed jointly by the Cities of Ashland and Medford
January 1, 2006
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 Public 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 appropriate.
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 lead 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 compl.eted before engineering
design can proceed.
The format of the manual has been designed to allow municipalities to adopt the main document
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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 1st or October 1st 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.
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TABLE OF CONTENTS
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Section I - General Process
1.01 Purpose , 1.1
1.02 Definitions 1.1
1.03 Existing Facilities 1.2
1.04 Pre-Design Meeting 1.2
1.05 Public Improvement permit 1.2
1.06 Other Agencies and Permits : 1.2
1.07 Improvement Design 1.3
1.08 Concurrent Planning Applications , 1.4
1.09 Plan Review and Approval 1.4
1.10 Public Improvement Permit.. 1.4
1.11 Construction Phase , 1.5 .
1.12 Construction Staking 1.5
1.13 Traffic 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
1.1 7 Postponement ofPlan Review 1.7
1;18 Project Acceptance by City 1.7
1.19 Warranty Release 1.7
Section II - Design Standards
2.01 Purpose 2.1
2.02 Design Standards - Streets, Bikeways, Access Ways 2:1
a. Basic Geometry 2.1
b. Street Paving Width 2.1
c. Vertical and Horizontal Curves 2.1
d. Maximum Street Grades 2.2
e. A.C. Pavement Design 2.2
f. Grade Breaks 2.2
g. Minimum Curb Grade : 2.2
h. Minimum Valley Gutter Grade 2.2
i. Maximum 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. Design Speeds 2.3
o. Barricades 2.3
p. Easements 2.4
q. Street Centerline Location 2.4
r. Private Streets 2.4
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t. Superelevation 2.4
u. Curb Grade Below 100-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 Flows 2.5
b. Sewer and Storm Drain Locations 2.5
c. Main Line Alignment 2.5
d. Cover 2.6
e. Pipe Extensions 2.6
f. Watertight Joints 2.6
g. Manhole Locations 2.6
h. Manhole DiaIIleter 2.6
1. Manhole Channel Slope 2.6
J. Manhole Adjusttnents 2.7
k. Hydrogen Sulfide Protection 2.7
I. Monitoring Manholes 2.7
ill. 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 Stormwater
Control Structures 2.8
s. Vehicular Access 2.8
1. Sanitary Sewer & Storm 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
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e. Curb Inlets 2.10
f. Hydraulic Grade Line 2.11
g. Minimum Velocity 2.11
h. Hydrologic Studies 2.11
1. Flow Depth 2.11
J. Detention Basins 2.12
2.06 Erosion C·ontroI. 2.12
Section III - Drafting Standards
3.01' General Requirements 3.1
3.02 Cover Sheet. 3.1
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 4.1
4.02 Standard Specifications 4.2
4.03 Standard Details 4.3
4.04 Erosion Control 4.3
4.05 Traffic Control 4.4
Section V - "As Built" Submittal- Submittal Requirements
5.01 General 5.1
5.02 Specifications for Submittal ofAs-Built Surveys 5.1
5.03 Specifications for Record Construction Drawing Submittals 5.4
Appendices
Part I - General Process .
Part II - Design , .
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 contractor. A flow
chart and project checklist§ddressing the general sequence of events is provided in the Appendices, Part
1- Process..
A majority of the City design and dri3fting 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 ~uthorized representatives.
Engineer - shall be assumed to mean the Engineer of Record for the purposes of the ESPI. This
convention differs from the APWNODOT 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
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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-DESlc;N 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 speciai design elements or concerns, necessary easements, and extent of
off-site improvements. The e,ngineer 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 1- 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. The 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 Qf 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 required. 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" - 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 Oregon 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 pr~sented 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 in 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 wit~ the street, sewer and 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 1- 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 platts, 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 ?reliminary 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 r.eturn 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 to 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
~cceptance 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 cuUfill, 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 Control Manual for Maintenance and Construction, dated September, 2001.
All control measures shall be in-place prior to rerouting the traffic and shall be maintained throughout the
project duration.
ODOT certified flaggers shall be provided when construction activity is at a level thatflaggersare
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 drawings 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 FINAL INSPECTION
The final inspection is conducted prior to formal acceptance of the project by the City. The City Engineer
and/or his designee(s), representatives from Building Department, Department 90mmunity Development,
Public Works Operations (Street, Sewer, and Traffic) will as a group inspect the project. The City
Engineer will schedul.e 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 srANDARDS
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. Basi~ 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 AASHTO 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 make an effort to reduce
steep grades where possible through an ,alternative design.
e. A.C. Pavement Design
Asphalt-concrete pavement structure shall be designed 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 Breaks
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%.
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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% 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 gutter flow to a storm drain or ditch. In no case shall
the width of the gutter 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 from 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 shall 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 mph
d. Arterials 45 mph
Design considerations for all street geometries shall reflect these design speeds.
o. Barricades
Barricades or other approved barriers shall be placed at the ends of dead-end str.eets 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 right-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 fight 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 Drawings for street light installations are located in Appendices Part IV C. Plans for
development on residential streets shall show the street fight 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 I}
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 ~all either begfn 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
10-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 ofcover.
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 joints shall be used for all storm drains and all sanitary s~wers. 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 vectical 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 including 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 45° or
more, or intersecting pipes occur. The maximum fall through a manhol~ 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 /I - 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
Monitoring 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 desig-n "n" value for concrete pipe and all sanitary sewer pipes regardless of material shall be
0.013.
The design "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 andStormwater Control Structures
Sanitary sewer pump stations and stormwater control structures shall be located outside the
street section or traveled areas.
s. Vehicular Access
Year-round 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 including 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" - 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) Existing, proposed and future pipe systems, complete with manholes, pipe slopes,
manhole invert elevations, and jJipe 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 1OO-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 Approach
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" - 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 systelll'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 10-year event for the design storm unless the
flows from the 25-year event exceed 200 cubic-feet-per-sec~nd.
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:
1) New projects, which are adding impervious area and require planning action.
2) Projects that will be discharging into inadequate down stream facilities.
3) 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.;
0) 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 capacity.
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 grades 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 ultimate 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 TAC 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 1A rainfall,
2) Computed flows into and outof 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) An 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 1OO-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 Acre - 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 lettering 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 100'
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
Projects 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 be 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 duplication of information outside the match line shall be minimized.
The design 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) Existing 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.
Profile 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
street 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
stationing 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 topography
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 treesto 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 (Le.,
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
and 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 new and
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 '!It 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 10-inches arid larger.
Data shall include: Qd, Qc, 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 ·Iarger 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.
S.ECTION IV
Construction
4.00 GENERAL
Work shall not begin until the Public Improvement Permit (PIP) has been issued and the Preconstruction
conference has 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 Engineer for review and acceptance.
The contractor 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 (precon) 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 permit
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 proc!3dures 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 IVA. 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. Identification 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. Progress 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 ofthe "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 Sp'ecial 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 APWA standard drawings may be obtained from the
ODOT Contractor Plans office, Room 28 'Transportation Building, 355 Capitol S1. NE, Salem, Oregon
97301; phone (503) 986-3720.
The Standard Specifications are also available on line at ODOT's Web Site:
www.odot.state.or.us/techserv/roadway/specs/2002-std-specs.htm
o(t"Cjo/\ . jOlt/ opo,.. / HIJJ ~ rSfJC(5 J ').00'2. _ .std _ <,)pas~ s h.t,v,",
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 Drawirigs 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:
ftp://ftp.odot.state.or.us/techserv/roadwaY/standards/odot-apwa/odot apwa700
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 prevent 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 afld above those defined in the Traffic Control
Manual to provide a safe work zone for workers, motorists, bicyclists, pedestrians, and other 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 Record 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, ahd 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 Iinework and associated text related to "As-Built" Surveys is provided in
the Appendices, Section VA At a minimum, survey and identify each of the features indicated in
this list as applicable. Lettering, 'Iinetype, abbreviations, and symbol standards shall conform
with appendix III.C.
B. Electronic Acceptance Standards for As-Built Surveys:
1. Purpose - This section outlihes electronic standards, layering conventions and valid
objecVentity requirements. Files shall conform to th~.f..ollowing minimum standards for:
a. 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 significarit 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 corriponents.
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,
ii. Duplicate objects are removed.
lll. Features representing areas (detention ponds, etc.) are composed of closed poly
lines are, at a minimum, a series of valid objects snapped end to end 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= °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 valid2D 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 Drawing 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 Record 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 submit 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 adjatent 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 paving 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 10% 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:
1. 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 nearest 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 plan?
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.
PUBLIC WORKS ENGINEERING STANDARD DRAWINGS
Table of Contents
SURVEY MONUMENTS
Monument Case Detail
Iron Pin
STREETS
Curb & Gutter Detail
Standard Valley Gutter
Sidewalk Details
Driveway Apron on Street with Park Strip
Driveway Apron on Street with Sidewalk Adjacent to Curb
Handicap Ramp - Sidewalk Adjacent to Curb
Handicap Ramp - with Parking Strip
STORM DRAIN & SANITARY SEWER
Standard Pipe Trench
Moratorium Pipe Trench
Sewer and Storm Drain Connect Detail
Anchor Block Detail
Standard Manhole Detail
Manhole Connection Detail
Alternate Large Diameter Manhole
Typical Outside Drop Manhole
Manhole Adjustment Detail
Standard Cleanout Detail
Modified Concrete Curb Inlet Base
Concrete Curb Inlet
Inlet Gallery
Area Catch Basin Detail
Area Catch Basin wi Orifice Plate Detail
TRAFFIC
Standard Bollard Detail
Removable Bollard Detail
ELECTRICAL
Residential Street Light
Sternberg Street Light
Electrical Conduit Trench Details
Junction Box Detail
City of Ashland Electric Dept. Vault Standards
STD. DWG. NO.
CDI15
CD130
CD700
CD702
CD720
CD740
CD745
CD750
CD755
CD302
CD304
CD310
CD332
CD336
CD344
CD346
CD352
CD360
CD362
CD370
CD372
CD373
CD374
CD376
CDI40
CDI4I
CD60a
CD6I
CD980
CD98I
233-ASH (2)
575-METER-ASH (2)
575-SECT-ASH (2)
575-TRANS-ASH (2)
644-SECT-ASH (2)
644-TRANS-ASH (2)
8I0-ASH (2)
PUBLIC WORKS ENGINEERING STANDARD DRAWINGS
Table of Contents
SURVEY MONUMENTS
Monument Case Detail
Iron Pin
STD. DWG. NO.
CDl15
CD130
OPTION 2
AND SUBBASE
MATERIAL
SUBGRADEVARIES
CONCRETE TO BE COMMERCIAL GRADE CONCRETE
(CGC) PER 2002 ODOT/OREGON APWA SECTION
00440.00
OPTION 1) PLACE 3" OF WELL COMPACTED CLASS
"C" AC OVER 5" OF CONCRETE.
OPTION 2) PLACE 8" MIN. OF WELL COMPACTED
CLASS "C" AC. IN 3 LIFTS.
NOTES
ELEVATION OF TOP OF SLEEVE
MAX. 1" BELOW TOP OF ROCK TO
ALLOW LOWERING CASE PRIOR
TO PAVING
6"
A
o ION 1
I .4
16" MINIMUM
q
£1.
• .t:I
ob
I"')°U
....J<
U
~
o 0::
LOU
Vl Z
W 0
~ U
~
2 1\2" BRASS CAP
MONUMENT CASE
OLYMPIC FOUNDRY
NO. VB-910 OR EQUAL
8" PVC PIPE
ASTM 3034
1. ALL GOVERNMENT MONUMENTS WHICH FALL WITHIN STREET IMPROVEMENTS WILL BE SET IN A MONUMENT CASE IN ACCORDANCE
WITH CITY STD. DWG CD115.
2. STANDARD DRAWING CD115 MAY ALSO BE REQUIRED ON ARTERIAL AND COLLECTOR STREETS AT THE DISCRETION OF THE CITY
SURVEYOR AT THE FOLLOWING LOCATIONS:
a. STREET CENTERLINE INTERSECTIONS.
b. BEGINNING AND ENDING OF CURVE OR THE POINT OF INTERSECTION IF IT FALLS IN THE PAVED AREA
BETWEEN CURBS. AT RADIUS POINT OF CUL-DE-SAC.
c. ON OFFSET CUL-DE-SAC AT BOTH CENTERLINE TANGENT POINT AND AT RADIUS POINT.
d. AT ANY OTHER POINTS THAT THE CITY SURVEYOR MAY REQUIRE MONUMENTS TO BE PLACED.
MONUMENT CASE DETAIL
ISSUED: LB DATE: ~27105 PUBLIC WORKS EN GIN E E R I N G DRAWING NO.CRZ '/28/05
ASHLAND-MEDFORD-ROGUE VALLEY SEWER SERVICES eDIISREVISED: DATE:
AC
BASE MATERIAL
~--- SET TOP OF CAP
1/2" BELOW FIN. SURFACE
1===:::~~::::::::=---- PLASTIC OR METAL CAP
5/8"~ x 30" LONG REBAR
GENERAL NOmS:
1) PIN SHALL BE A MIN. OF 5/8" x 30" WITH PI..ASTIC OR METAL CAP SET 1/2"
BELOW FINISH SURFACE.
2) FOUR REFERENCE POINTS WILL BE TAKEN WITHIN 100 FEET OF THE CENTERUNE MONUMENT.
THE "TYPE AND LOCATION OF REFERENCE POINTS WILL BE SUBJECT TO APPROVAL BY THE
CIlY SURVEYOR. THE BEARING AND DISTANCE TO THE REFERENCE POINT SHALL BE WITHIN
THE PRECISION REQUIRED BY O.R.S. 92.060.
0) IF SUBDMSION CENTERUNE MONUMENTS ARE NOT DEFERRED, THE REFERENCE POINT
INFORMATION (BEARING AND DISTANCE FROM THE POINT BEING REFERENCED) SHALL BE
IN TABULAR OR GRAPHIC FORM AND SUBMITTED TO THE CIlY SEPARATELY AT THE TIME
OF FINAL PLAT SUBMITTAL THE REFERENCE POINT INFORMATION SHALL REMAIN WITH
THE CITY AND SHALL BE SO REFERENCED ON THE FINAL PLAT.
b) IF SUBDMSION CENTERUNE MONUMENTS ARE DEFERRED, THE REFERENCE POINT
INFORMATION (BEARING AND DISTANCE FROM THE POINT BEING REFERENCED) SHALL BE
IN TABULAR OR GRAPHIC FORM AND SUBMITTED TO THE CIlY SEPARATELY ALONG WITH
THE AFFIDAVIT OF DEFERRED MONUMENTATION. THE REFERENCE POINT INFORMATION
SHALL REMAIN WITH THE CIlY AND SHALL BE SO REFERENCED ON THE AFFIDAVIT.
3) CENTERUNE PINS AND REFERENCE POINTS SHALL NOT BE SET UNTIL THE CONSTRUCTION
OF THE STREET AND/OR SUBDMSION HAS BEEN APPROVED BE THE CIlY ENGINEER.
4) IN SPECIAL CASES A MONUMENT CASE MAY BE REQUIRED AT THE DISCRETION OF
THE CIlY SURVEYOR.
IRON PIN DETAIL
CENTERLINE MONUMENTS
TO BE SET AT:
1) STREET CENTERUNE INTERSECTIONS.
2) BEGINNING AND ENDING OF CURVE
OR THE POINT OF INTERSECTION IF IT
FALLS IN THE PAVED AREA BETWEEN CURBS.
3) AT RADIUS POINT OF CUL-DE-SAC.
4) ON OFFSET CUL-DE-SAC AT BOTH
CENTERUNE TANGENT POINT AND
AT RADIUS POINT.
5) AT ANY OTHER POINTS THAT THE CITY
SURVEYOR MAY REQUIRE MONUMENTS TO
BE PLACED.
6) CENTERUNE MONUMENTS TO CONFORM TO
CIlY OF MEDFORD STD. DWG CD11S.
GOVERNMENT MONUMENTS
1) ALL GOVERNMENT MONUMENTS WHICH FALL
WITHIN STREET IMPROVEMENTS WILL BE SET
USING CIlY STD. DWG CD11S.
ISSUED: LB DATE: ~27105 PUBLIC WORKS EN GIN E E R I N G DRAWING NO.CRZ '/28/05
ASHLAND-MEDFORD-ROGUE VALLEY SEWER SERVICES CD130REVISED: DATE:
PUBLIC WORKS ENGINEERING STANDARD DRAWINGS
Table of Contents
STREETS
Curb & Gutter Detail
StandardValley Gutter
Sidewalk Details
Driveway Apron on Street with Park Strip
Driveway Apron on Street with Sidewalk Adjacent to Curb
Handicap Ramp - Sidewalk Adjacent to Curb
Handicap Ramp - with Parking Strip
CD700
CD702
CD720
CD740
CD745
CD750
CD755
2'-0'
DIUS
6" "-6"
DIUS",
I
I ," BAnER: f7' ~. RADIU-:-\V/1/2.• RACD . . I I
-- ~.,.. ...:~~:-~. ~ '. . ., :. '.' .~.' .:.. ' i
" .' A" 4" . 4 j CD
.: ...... :.." .... .......~ .' ,4:-L
4 4 N
-
b
I
'/2" RA
STANDARD CURB AND GUTTER
2'-0'
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 APPROVING AGENCY
3. INSTALL CONTRACTION JOINTS EVERY 10', AND %" ISOLATION JOINTS EVERY 100'. AND AT END OF CURB RETURNS.
(SEE CDno FOR JOINT DETAIL)
CONCRETE CURB AND GUTTER
ISSUED: LB DATE: ~27105 PUBLIC WORKS EN GIN E E R I N G DRAWING NO.CRZ '/28/05
ASHLAND-MEDFORD-ROGUE VALLEY SEWER SERVICES CD700REVISED: DATE:
0.5~ 1.5'
WIDTH VARIES
CURB RADIUS &
HANDI-CAP RAMP PER
CITY OF MEDFORD
STANDARDS.
DOWELED JOINT
(SEE DTL BELOW)
A
Plan View
rt~_·lO"~~
1.5'] 0.5' 3 - #6 x 12" DOWELS (SEE A #4 at 12" O.C. EACH WAY
DOWEL DETAIL BELOW)
6'
3' 3'
.~ 0'" .,.4 ":. "4=.·
3/4"
Section A-A
T·:·L.~.:'·.. ::... :4> ~ 4':.:'.'4 .."l .~".~.-l1t=7-r/~3"-C~LRt.~~~~ltf~;[fI1- 2"
6" CRUSHED
ROCK BASE#4 at 12" O.C. EA. WAY
PROVIDE LIGHT BROOM
FINISH PARALLEL TO FLOW
OF WATER.
PLACE 3 - #6 REBAR DOWELS 12"
LONG IN CENTER OF SLAB.
BOND BREAKER (15# ROOFING FELT
OR EQUAL)
3" CLR
Doweled Joint Detail
GENERAL NOTES:
1. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECllON 00440.00
2. SUBGRADE AND BASE SHALL BE UNYIELDING AND FIRMLY COMPACTED.
3. VALLEY GUTIER SHALL PASS A WATER TEST TO ASSURE FLOW.
STANDARD VALLEY GUTTER
ISSUED: LB DATE: ~7105 PUBLIC WORKS EN GIN E E R I N G DRAWING NO.CRZ '/28/05
ASHLAND-MEDFORD-ROGUE VALLEY SEWER SERVICES CD702REVISED: DATE:
COMPACT BASE ROCK~11!~~~~~~~~r-/1 FT. BEHIND CURB -
SIDEWALK
SLOPE 1\4" PER FT.
..
5' MINIMUM
SEE DETAIL BELOW FOR CUT AND FILL
REQUIREMENTS AT BACK OF WALK.
UNDISTURBED NATIVE MATERIAL-------'
PARKWAY STRIP
8' RESIDENTIAL /; 3" MIN./6"MAX. TOP SOIL
10' COLLECTOR/ARTERIAL1-'-1------------1----------------1 CURB & GUTTER
SLOPE PARK. STRIP (SEE DWG. CD700)
1/4" PER FT•
.
BASE MATERIAL
l' BENCH
IN CUT
Sidewalk With Parkway Strip
CONSTRUCTION JOINT WITH V-GROOVE.
CURB & GUTTER (SEE DWG. CD700)
'----THiCKENED EDGE TO EXTEND FROM BOTTOM
OF CURB TO 1 FT. BEHIND BACK OF CURB.
'------ COMPACT BASE ROCK 1 FT. BEHIND CURB.
MIN. 4' CLEARANCE
5' RESIDENTIAL
, COLLECTOR AND ARTERIAL
FILL
3' BENCH
UTILIlY POLES
SEE NOTE #5 __---J
UNDISTURBED NATIVE MATERIAL OR
COMPACTED FILL. (SEE NOTE 6 BELOW)
Sidewalk Adjacent To Curb
SIDEWALK ISOLATION JOINT SIDEWALK CONTRACTION JOINT
PLACE EVERY 50' PLACE EVERY 5'
GENERAL NOTES:
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.
SIDEWALK DETAIL
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD720
CONST. 2ft THICK 1/2ft DENSE HMAC
TRANSITION FULL WIDTH OF DRIVEWAY
TO A DISTANCE OF 2' BEHIND BACK OF
WALK ON 6 ft BASE MATERIAL TO
EXISTING GRAVEL DRIVEWAY.
WIDTH AS SPECIFIED
12' MIN./18' MAX.
32' MAX. COMMERCIAL
~-- 5' SIDEWALK
8' RESIDENTIAL, 10'
COLLECTOR/ARTERIAL
PARKWAY STRIP
CONST. 2 ft THICK 1/2ft DENSE HMAC
TRANSITION FULL WIDTH OF
DRIVEWAY TO A DISTANCE OF 2'
BEHIND BACK OF WALK ON 6 ft BASE
MATERIAL TO EXISTING GRAVEL
DRIVEWAY.
2' MIN.
•N
5' SIDEWALK
6 ft
SEE STD. DWG. CDnO TO ESTABLISH
GRADE AT THIS POINT
8' RES. PARKWAY STRIP
10' COLLECTOR/ARTERIAL
•co
3 ft
Section A-A
DROP CURB/GUTTER
(SEE DWG. CD700)
SUBBASE MATERIAL
GENERAL NOlES:
1. RESIDENTIAL DRIVEWAYS AND SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL HAVE A NOMINAL THICKNESS OF 6ft •
2. CONCRETE FOR COMMERCIAL USE, ALLEY, OR MINIMUM ACCESS APPROACHES SHALL HAVE A NOMINAL THICKNESS OF 6 ft
WITH #4 REBAR 12ft O.C. BOTH WAYS. (2ft 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 3ft , FIRMLY TAMPED.
8. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
9. ALL WORK, MATERIALS & CURING SHALL CONFORM TO 2002 ODOT/OREGON APWA STANDARD SPEC'S, AS AMENDED BY THE
CITY OF MEDFORD.
DRIVEWAY APRON ON STREET WITH PARK STRIP
ISSUED: LB DATE: }j27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD740
WIDTH AS SPECIFIED "
. 12' MIN./1B' MAX.
32' MAX. COMMERCIAL
CONTRACTION JOINT
S' RESIDENTIAL
7' COLLECTOR
& ARTERIAL
Driveway Apron
CONTRACTION JOINT IN CTR IF lS' OR WIDER
WHERE EXISTING ALLEY OR GRAVEL DRIVE
CONSTRUCT 2" THICK x 2' DEEP x FULL
WIDTH 1/2" DENSE HMAC TRANSITION.
SIDEWALK (SEE CDnO)
A
TYPICAL SIDEWALK GRADE
1/2" LIP
DROP CURB & GUTTER
12: 1 SEE CD 700
7' ARTERIAL/COLLECTOR
Section A-A
3' @ 2% s' RESIDENTIAL
2' AC33" FOR S' WALK 2" FOR
7' WALK BELOW TYPICAL
SIDEWALK GRADE FROM
BTM OF FLARE TO BTM
OF FLARE.
2" THICK x 2' DEEP x FUL~L~~~~b±i6~S:EE~N~O~TE~.~B~~~:~=~~~~~;~~~~~
WIDTH CLASS "c" AC TRANSITION BASE MATERIAL
FROM BACK OF APRON TO
EXISTING GRAVEL DRIVEWAY OR
ALLEY ON 6" OF BASE MATERIAL.
GENERAL NOlES:
1. RESIDENTIAL DRIVEWAYS AND SIDEWALK SECTIONS THROUGH DRIVEWAYS SHALL HAVE A NOMINAL THICKNESS OF 6".
2. CONCRETE APRONS FOR COMMERCIAL AND INDUSTRIAL 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 F1RE/TRUCK TURN RADIUSES.
4. IF DRIVEWAY IS LESS THAN lS' WIDE DO NOT PLACE CONTRACTION JOINT AT CENTER, SEE CDno FOR CONTRACTION JOINT DETAIL.
S. IF APRON AND DRIVEWAY ARE POURED AT THE SAME TIME, PLACE ISOLATION JOINT WHERE THEY MEET.
6. CONSTRUCT A CONTRACTION JOINT WITH CURB JOINT (10') AND IN BETWEEN (S').
7. ALL MIX SHALL BE VIBRATED OR TAMPED, AS DIRECTED, FOR COMPACTION.
B. 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.
DRIVEWAY APRON ON STREET WITH SIDEWALK ADJACENT TO CURB
ISSUED: LB DATE: }j27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD745
ISOLATION JOINT (IF
EXISTING CONCRETE), TYP.
4' NEW CONSTRUCTION
3' MIN, ALTERATIONS
'.. STANDARD CURB
AND GUTTER
INSTALL 2'x4'
TRUNCATED DOME RAMP
TEXTURE 6" BEHIND
BACK OF CURB.
(TYPICAL ALL RAMPS)
,....---- NO LIP ON DROPPED CURB
INSTALL 2'x4' TRUNCATED DOME
TEXTURE PANEL.
THICKENED
EDGE
Design A Ramp w/Sidewalk Adjacent To Curb
6"
THIS POINT IS "
BELOW TOP OF CURB
FOR 5' WALK, 2 1/2"
FOR 7' WALK.
6"
4' NEW -+=--1--
3' ALTER.
0" • I. .~.
MAX. SLOPE:J 1
12
Section C - C
THICKENED
EDGE
CONSTRUCT 6" WIDE x 6" HIGH CURB AT BACK
OF RAMP UNLESS OTHERWISE DIRECTED.
INSTALL 2'x4' TRUNCATED
DOME TEXTURE PANEL.
NO LIP ON ------,..
DROPPED CURB
INSTALL 2'x4' TRUNCATED DOME
TEXTURE PANEL.
NO LIP ON ----......
DROPPED CURB
THICKENED
EDGE Section B - B
Design B Ramp w/Sidewalk Adjacent To Curb
CONSTRUCT 6" WIDE x 3" HIGH CURB AT BACK
OF RAMP UNLESS OTHERWISE DIRECTED.
: 0•• : .~'.:
.: ...•
':",0 .: .
4' NEW CONSTR. --....r:-::-~~Iln
3' MIN. ALTERATIONS
CONSTRUCT 6" WIDE CURB
AT BACK OF RAMP UNLESS
OTHERWISE DIRECTED.
Design CRamp w/Sidewalk Adjacent To Curb
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 IN MEDFORD, BRICK RED
(PREFABRICATED PLASTIC ONLY) IN 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 MAY BE REQUIRED.
7. IN AREAS OF EXISTING CURB AND GUTTER, REMOVE AND REPLACE BOTH CURB AND GUTTER.
HANDICAP RAMP - SIDEWALK ADJACENT TO CURB
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ ,/2£3/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD750
'. .,'.. ..' . .
4' NEW
3' ALTER.
0'40b~• I I.
c==s
I 0.90b I •.. • 0
N
ci
~0'90b0.40bA A
Truncated Dome Deta
--I
~
LJ.. «
o ~
Zz0«F _
~~
a::lIl
- ILlCl Cl
ILlQ.
MA)(. SLOPE ~ 1
12CD Typical Ramp Section
@
@ @
TRUNCATED DOME
*1.66b min
2.3Sb max
~
Ramp Texture
Pattern Detail
THICKENED
EDGE
PLACE 2'x4' STRIP OF
TRUNCATED DOME
TEXTURE.
STANDARD CURB
AND GUTIER
INSTALL 2'x4' TRUNCATED DOME
RAMP TEXTURE PER DETAIL
BELOW. (TYPICAL ALL RAMPS)
in
.. ::.... . .
. '. ...". .
.':... ";':' . . . . . .
. . . .
.:':.. ' :' .
~. .
.::: .'::.:: .
. .
. ::.. : .... '.
Handicap Ramp With Park Strip
In Residential Areas
6'
Handicap Ramp With Park Strip In Commercial
Areas or on Arterial or Collector Streets
GENERAL NOTES:
1. THE b AMERICANS WITH DISABILITIES ACTb REQUIRES THAT ACCESS RAMPS TO SIDEWALKS HAVE NO SLOPES GREATER THAN
12 HORIZONTAL TO 1 VERTICAL.
2. PLACE TRUNCATED DOME DETECTABLE WARNING TEXTURE 6b BEHIND BACK OF CURB. ARRANGE DOMES USING SQUARE
IN-LINE PATTERN AS SHOWN IN DETAIL. COLOR OF TEXTURE TO BE SAFETY YELLOW IN MEDFORD, BRICK RED
(PREFABRICATED PLASTIC ONLY) IN ASHLAND.
3. TOOLED JOINTS ARE REQUIRED AT ALL SIDEWALK RAMP BREAK LINES.
4. MIN. OF 2b 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 MAY BE REQUIRED.
7. IN AREAS OF EXISTING CURB AND GUTTER, REMOVE AND REPLACE BOTH CURB AND GUTTER.
HANDICAP RAMP - WITH PARKING STRIP
ISSUED:LB DATE:~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD755
PUBLIC WORKS ENGINEERING STANDARD DRAWINGS
Table of Contents
STORM DRAIN & SANITARY SEWER
Standard Pipe Trench
Moratorium Pipe Trench
Sewer and Storm Drain Connect Detail
Anchor Block Detail
Standard Manhole Detail
Manhole Connection Detail
Alternate Large Diameter Manhole
Typical Outside Drop Manhole
Manhole Adjustment Detail
Standard Cleanout Detail
Modified Concrete Curb Inlet Base.
Concrete Curb Inlet
Inlet Gallery
Area Catch Basin Detail
Area Catch Basin wi Orifice Plate Detail
CD302
CD304
CD310
CD332
CD336
CD344
CD346
CD352
CD360
CD362
CD370
CD372
CD373
CD374
CD376
SAWCUT AND TACKCOAT/SAND SEAL TOP
JOINT.
EXISTING AC AND BASE
~-- CONTROLLED LOW STRENGTH MATERIALS
(CLSM). SEE NOTE 4 BELOW.
IR-~~------ ALL PIPE TO BE GASKETED (SEE NOTE 3)
EXISTING PAVEMENT
(TO 3' BEHIND CURB
NEW CONSTRUCTION OR SIDEWALK)
TRENCH DETAIL
UNDER PAVED AREAS
SUBGRADE
1"-0" CRUSHED ROCK COMPACTED TO
95%, ABOVE SUBGRADE at 100% T-990.
6" OVER BELLS ON PIPE ------~~~~Ii~~~
PIPE ZONE MATERIAL: 1"-0" --....... l
CRUSHED ROCK (FIRMLY COMPACTED)
OR MAY SUBSTITUTE 3/4"-3/8" OP~N
GRADED ROCK TO SPRING LINE OF PIPE. t=~~~~~~~~
4" OF BEDDING UNDER PIPE :
WITHIN R/W (NON PAVED STREETS,
ALLEYS, & OVER 3' BEHIND CURBS)
OUTSIDE R\W & OUT
OF TRAFFIC AREAS
1"-0" CRUSHED ROCK FIRMLY COMPACTED
6" OVER BELLS ON PIPE --------,
PIPE ZONE MATERIAL: 1"-0" --......
CRUSHED ROCK (FIRMLY COMPACTED)
OR MAY SUBSTITUTE 3/4"-3/8" OP~N
GRADED ROCK TO SPRING LINE OF PIPE.
4" OF BEDDING UNDER PIPE
TRENCH DETAIL
OUTSIDE PAVED AREAS
BACKFILL: WELL COMPACTED SELECT
NATIVE OR APPROVED IMPORTED
MATERIAL.
~------ALL PIPE TO BE GASKETED (SEE
NOTE 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 & HOPE PIPE - AS-TM 03212)
a) SMALL PIPES (24" DIA. OR LESS) - MINIMUM TRENCH WIDTH SHALL BE 1.0. PLUS 18".
b) LARGE PIPES (30" DIA. OR GREATER) - MINIMUM TRENCH WIDTH SHALL BE 0.0. PLUS 24", AT THE BELL END THE
TRENCH WIDTH SHALL INCREASE TO ACHIEVE THE 24".
4. CONTROLLED LOW-STRENGTH MATERIAL (CLSM) 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: LB DATE: }';27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD302
TRENCH WIDTH +2'
SEE PLAN BELOW
SAWCUT & TACKCOAT
SAND SEAL TOPJOINT
MIN. 4" WIDE
NEW AC ------~
GASKETED PIPE (STORM -----".
AND SANITARY PER NOTE 2)
6" OVER BELLS ON PIPE ---------,
PIPE ZONE MATERIAL: 1"_0"
CRUSHED ROCK (FIRMLY
COMPACTED) OR MAY SUBSTITUTE
3/4"-3/8" OPEN GRADED ROCK TO
SPRING LINE OF PIPE. l.::;::t8~~tt~81
4" OF BEDDING UNDER PIPE ----{
- REPLACE ASPHALT SURFACING WITH MINIMUM
THICKNESS PER NOTE 3.
EXISTING AC
CONTROLLED LOW STRENGTH MATERIALS
(CLSM). SEE NOTE 3 BELOW.
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".
TRENCH DETAIL IN MORATORIUM AREAS
PLAN VIEW EXAMPLES
*BUT NOT LESS THAN EXISTING AC THICKNESS.
THICKNESS* ISTREET CLASS
4" RESIDENTIAl
S" COLLFCTOR
6" ARTERIAL
ASPHALT REPLACEMENT THICKNESS SHALL BE THE
FOLLOWING:
I
I
I
~UI!L LA~
,WIDTH,
~ULL LA~~ULL LA~I
, WIDTH -r- WIDTH,
I
I
I
I
I
I
I
SEE NOTE 4
S.S'
I LS.~'
~
FULL LANE IWiDTH
~LL LA~
,WIDTH,
w
t!)
o
w
w
~
GENERAL NOlES:
1. MORATORIUM STREETS SHALL NOT BE CUT EXCEPT FOR EMERGENCY UTILITY 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 ATTAIN A 28-DAY COMPRESSIVE STRENGTH OF 1S0 TO
2S0 psi AND SHALL COMPLY WITH 2002 OREGON APWA/ODOT SECTION 00442.
4. WHERE THE REMAINING PAVEMENT IS LESS THAN 2' IT SHALL BE REMOVED AND REPLACED WITH THE TRENCH PATCH.
MORATORIUM PIPE TRENCH
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD304
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, --,
SO FOR STORM DRAIN.
. "...
4" OR 6" CONCRETE, PVC OR CAST IRON PIPE
WITH O-RING TYPE RUBBER GASKETS
MIN. SLOPE 1/4" PER FT.
INSTALL TRACER WIRE FULL ---,
LENGTH OF PIPE (SEE NOTE 1)
SEWER MAIN
MANUFACTURED WYE
(SEE NOTE 4 & 5)
MARKER POST DETAIL
IF LEFT UNCONNECTED, INSTALL
MARKER POST.
INSTALL #5 REBAR OR STEEL
FENCE POST & WATERTIGHT
CAP.
2' MIN.
MIN. 2 WRAPS (DETECTOR TAPE)
WITHIN 1 FT. OF PIPE END
(SEE NOTE 6)
GENERAL NOTES:
1. PLACE 18-GAUGE MIN. INSULATED COPPER TRACER WIRE FULL LENGTH OF PIPE IN TRENCH FOR LOCATING
LATERAL. WRAP WIRE AROUND 2 x 4.
2. 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 CENTER LINE.
3. 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.
4. 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.
5. ALL MATERIALS AND WORK SHALL CONFORM TO 2002 ODOT/OREGON A.P.W.A. STD. SPECIFICATIONS AS AMENDED
BY THE APPROVING- AGENCY.
6. WRAP STORM DRAIN OR SANITARY SEWER DETECTOR TAPE AROUND THE RESPECTIVE LATERALS TO HELP
PREVENT ACCIDENTAL CROSS CONNECTION.
7. TAP SPACING SHALL BE A MINIMUM OF 10" CLEAR BETWEEN ADJACENT TAP OR END OF PIPE SECTION.
STORM DRAIN AND SEWER CONNECT DETAIL
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD310
A
Elevation Section A-A
SPACING FOR ANCHOR BLOCKS
SLOPE % APPROXIMATE 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
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD332
MANHOLE ACCESS .sHALL BE
PLACED IN CENTER OF FLAT-TOP
(48" & 72")
Plan View of Base
i__~~__1
FORM BASE TO ALLOW 6"x40" VIDEO
TRANSPORTER DIRECT ACCESS INTO MAIN
LINE.
Outside Of Traveled Way
~anhole Adjustment
. .
-:8" MIN.
(See Note # 9)
48" & 72" Reinforced
~anhole Flat-Top
. .
-:
FLEX JOINT WHERE REQUIRED - SEE CD338 FOR
CONNECTION DETAILS.
PIPE SIZE 0 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"
66" TO 72" 96" 6" 24" 9"
WATERSTOP: SEE NOTE 6
FLOOR SHALL BE POURED ON BASE AS APPROVED BY ENGINEER:
UNDISTURBED, STABLE SOIL, COMPACTED BASE (100% T-990,
3/4"-0" CRUSHED ROCK), OR OTHER APPROVED BASE ROCK.
CONCRETE, FORMED IN PLACE OPTION: PRECAST BASE.
PRECAST 48" DIAMETER
~-- CAST IRON SUBURBAN COVER AND
FRAME PER 2002 OREGON
ODOT/APWA DWG. RD356 WITH PRY
SLOT AND TWO LIFT HOLES.
PRECAST CONCRETE EXTENSION
RINGS AS REQUIRED
3" MIN.,
-.------,-- r,.,,;:<:'!
Section A-A
GENERAL NOTES:
1. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/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
CONE (ASTM 478), LESS THAN 42" USE FLAT-TOP.
8. STANDARD MANHOLE COVER MARKED "s" FOR SEWER AND "0" FOR DRAINAGE.
9. RING AND COVER TO PROJECT 6" ABOVE ADJACENT GROUND FOR MANHOLES OUTSIDE OF THE TRAVELED WAY. SEE DRAWING
CD360 FOR MANHOLES IN THE TRAVELED WAY.
10. MAX. DROP ACROSS MANHOLE: 2'. DROPS EXCEEDING 2' SHALL BE A DROP MANHOLE, PER DWG. CD352.
11. MANHOLE SHALL CONFORM WITH 2002 ODOT/OREGON APWA STANDARD SPEC'S FOR PUBLIC WORKS CONSTRUCTION, AS AMENDED
BY THE GOVERNING AGENCY.
12. NEW MANHOLES SHALL BE TESTED FOR LEAKAGE PER 2002 ODOT/OREGON APWA SECTION 306.3.03.
STANDARD ~ANHOLEDETAIL
ISSUED: LB DATE: !!;j27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD336
GS
/
BASE THICKNESS
PER STD DWG CD336
<l( .. .. RUBBER WATER STOP W4 ~ STAINLESS STEEL BAND
PRECAST BARREL SIZE ATTACHED TO ALL FITTIN
PER STD DWG CD336 TO ENSURE WATER
~ lJi~ffiNESS')-
..
r:-- HAND FORMED (A ';jy"' CONC. CHANNEL7(SEE CD 336) 4 .: A/ / / / / / / / /~ / / /
/"
~ if'
/ / /
: 4.
.. ~ ~ .. ·LI .A A ~4A A··LI.•• <lA
: <I' .D 4A . ...A
-(COOKS CONCRETE PRODUCTS, INC)
SIDE VIEW WITH INTERNAL RUBBER GASKET
FLEXIBLE JOINT
(SEE NOTE 1 BELOW)
: LI
STAINLESS STEEL CLAMPS
.. A ": . ii
·AA· 4
'-------I . : A
HAND FORMED CONC. CHANNEL
(SEE CD 336)
ALTERNATE FLEXIBLE JOINT (SEE
NOTES BELOW)
RUBBER BUSHING --------....[
KOR-N-SEAL FLEXIBLE
PIPE-TO-MANHOLE CONNECTOR
A ..
·A
'----REINFORCED PRECAST BASE
4·
(ADVANCED & SPEC)
4 .
1.5' MAX.
STANDARD RUBBER
GASKET JOINT. SIDE VIEW WITH EXTERNAL RUBBER GASKET
GENERAL NOlES:
1. FLEXIBLE JOINT WITHIN 18" OF MANHOLE SHALL BE REQUIRED WITH CONCRETE PIPE 18" AND
LESS IN DIAMETER.
MANHOLE CONNECTION DETAIL
ISSUED: LB DATE: }';27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD344
CONCRETE FILL
STANDARD TOP SLAB CONFORMING TO
ASTM C 478
STANDARD BARREL SECnON(S)
MAXIMUM THROUGH PIPE SIZES
BARREL DIA. MAX. PIPE DIA. 'A'
72" 48" 36"
84" 60" 24"
96" 72" 18"
BREAK OUT MANHOLE WALL 2" MIN. 4"
MAX. CLEAR OF PIPE WALL. GROUT
SPACE WITH NON-SHRINK GROUT AND
POUR AN 8"x 8" CONCRETE COLLAR
AROUND PIPE CONNECTION.
SLOPE 1~
PRECAST BOnOM SLAB CONNECnON
WITH INTEGRAL BARREL.
PRECAST OR CAST-iN-PLACE
STANDARD BOnOM SLAB.
Outside Of Traveled Way
Manhole Adjustment
-.----8" COMPACTED 3/4"-0" GRAVEL BASE
STD. CONCENTRIC
CONE
CAST IRON SUBURBAN COVER ------~
AND FRAME PER 2002 APWA
STANDARD DWG. 314 WITH PRY
SLOT AND TWO LIFT HOLES. r"':'!1=...,,=-:=-:=-:-==If''''l
STD. 48"
BARREL
48"
~ '. 4
.. A
BARREL DIA.
MIN 'A' <t
<1
'.4
~
IF PIPE IS NOT PLACED
THROUGH MH, INSTALL
6X6 - 10/10 MESH
REINFORCING.
3" CLEAR
CONNECTION OF PRECAST
BOnOM SLAB WITH
PRECAST BARREL
. .
Notes:
1. ALL CONCRETE SHALL BE CLASS 3300 - 3/4" 0.54 W/C RATIO.
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 APWA OREGON CHAPTER, 2002 STANDARD SPEC'S FOR PUBLIC WORKS CONSTRUCTION
SECTION 00470AO(b)
7. STANDARD MANHOLE COVER MARKED "s" FOR SEWER AND "D" FOR DRAINAGE.
8. RING AND COVER TO PROJECT 6" ABOVE ADJACENT GROUND FOR MANHOLES OUTSIDE OF THE TRAVELED WAY. SEE STD. DWG.
CD360 FOR MANHOLES IN THE TRAVELED WAY.
9. MAX. DROP ACROSS MANHOLE: 2'. DROPS EXCEEDING 2' SHALL BE A DROP MANHOLE, SEE DWG. CD352.
10. MANHOLE SHALL CONFORM WITH APWA OREGON CHAPTER 2002 STANDARD SPEC'S FOR PUBLIC WORKS CONSTRUCTION, AS
AMENDED BY THE CITY OF MEDFORD.
11. NEW SANITARY M.H.'s SHALL BE TESTED FOR LEAKAGE PER APWA 2002 SECTION 306.3.03.
ALTERNATE LARGE DIAMETER MANHOLE
ISSUED: LB DATE: }J.27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD346
FLEX JOINT (TYP)
2-SACK CONTROLLED LOW
STRENGTH MATERIALS (CLSM).
SEE NOTE 1 BELOW.
USE WYE CONNECTION WHEN UPSTREAM
SLOPE EXCEEDS 2%.
. ..
. .
KENT SEAL
OR GROUT
MATCH SOFFITS
WHEN INLET PIPES
ARE SMALLER THAN
OUTLET PIPES
: .....
.,.
0......
: ....
: ....
,,~ .
...
~.. .".
F:-.;...,f---------+.....o--+:<.. ~:0".: ~.;' :~'I ~~:: .'~.:
ffl ~ ., ... ··:,:<:3 .~~.
a:: .•.- .,,":.. :: ~.:,: .".
~ z ".," ..:. ~'" :~ .....
I~~---'· .~~:. ~:: A;: 1 :~ ~4:'·
,..---- SEE DRAWINGS CD336 AND CD360
FOR MANHOLE DETAILS.
GENERAL NOlES:
1. 2-SACK CONTROLLED LOW-STRENGTH MATERIAL IS HIGHLY FLOWABLE LEAN CONCRETE MIX; A MIXTURE OF
FLY ASH, CEMENT, FINE AGGREGATES, WATER AND ADMIXTURES, IF NECESSARY. 2-SACK CLSM SHALL ATIAIN
A 28-DAY COMPRESSIVE STRENGTH OF 250 TO 350 psi AND SHALL COMPLY WITH 2002 OREGON
APWA/ODOT SECTION 00442.
TYPICAL OUTSIDE DROP MANHOLE
ISSUED: LB DATE: }j27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD352
#4 HOOP BAR
CD MANHOLE COLLAR OPTION #1 - ALL PCC CONCRETE
(NOT ALLOWED IN ASHLAND)
® MANHOLE COLLAR OPTION #2 - 3" AC OVER 5" CONCRETE
2" MINIMUM
#4 HOOP BAR wi 16" LAP
SEE NOTES AND OPTIONS BELOW
CAST IRON SUBURBAN COVER AND FRAME
PER 2002 ODOTIAPWA STD. DWG. RD 356
MANHOLE RISER RINGS
114" LIP FOR NEW AC SURFACE
1 r (""TCH GRADE FOR EXIST. AC)
A
SECTION A-A
GROUT RINGS IN PLACE
& ADJUST TO GRADE
PLAN VIEW
2" CLEARANCE
8" MIN.
12" MAX.
A
NO LIP FOR EXIST. AC SURFACE
GENERAL NOlES:
1. PCC OPTIONS:
A. CONCRm 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 60
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. ADJUST LIMITATIONS 12" MAX. FOR NEW MANHOLES. 18" MAX. FOR EXISTING MANHOLE. DIMENSIONS MEASURED FROM
TOP OF CONE OR TOP OF FLAT TOP.
MANHOLE ADJUSTMENT DETAIL
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD360
3'-0"
3'\ll x 3" THICK CLASS "C" AC OVER
3'\ll x 8" THICK (CGC) CONCRETE SLAB.
(SEE NOTE 3 BELOW)
#4 REBAR:
TOP BARS DIAGONAL
TO BOTTOM BARS
CASTING: INLAND FOUNDARY NO. 221
OR APPROVED EQUAL
WATER-TIGHT
PLUG
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 FITTINGS SHALL BE COMPATIBLE. ONLY FACTORY FITTINGS 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
STANDARD CLEANOUT DETAIL
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD362
LIP OF GUTTER
.15'-0"
CURB
II--.---,5=--'--=-0,, .1 ~4A) 5'-0' .1.
Plan View
.•
~-- STANDARD PRECAST CURB INLET
(SEE STD DWG CD372)
h,rJ----,.-,r
5-#4 TRANSVERSE REBAR1-__ 4-#4 LONGITUDINAL REBAR
24" DrAM. PIPE MAXIMUM
12" SUMP (MIN.)
..
3' MIN.
Side View (Section A-A)
GENERAL NOTES:
1. SURFACE CROSS-SLOPE FOR NEW CONSTRUCTION SHALL BE 1/4" RISE PER FOOT FROM TOP OF CURB TO BACK OF SIDEWALK.
2. EXISTING CURB AND GUTTER SHALL BE REMOVED TO THE NEAREST CONTRACTION JOINT OR COLD JOINT WHEN JOINT IS WITHIN 4
FEET OF THE TRANSITION POINT.
3. ALL CONCRETE SHALL BE SAWCUT AND A SMOOTH, UNIFORM JOINT PROVIDED.
4. CURING COMPOUND SHALL BE APPLIED IMMEDIATELY AFTER SURFACE IS FINISHED: WHITE PIGMENT RECOMMENDED, CLEAR PIGMENT
ACCEPTABLE.
5. FLOOR SHALL BE POURED ON: UNDISTURBED, STABLE SOIL; COMPACTED BASE (100% T-99D, 3/4"-0 CRUSHED ROCK); OR OTHER
APPROVED BASE.
6. SET SECTION JOINTS IN 1:2 MORTAR AND MORTAR JOINT SEALANT ST-8, 1" WIDE.
7. SEALANT SHALL MEET FED. SPECS. SS-5-00201 (CSA-FSS).
8. ALL CONCRETE SHALL BE FORMED AND VIBRATED TO REMOVE VOIDS.
9. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
10. PIPE(S) SHALL BE FLUSH WITH INSIDE WALL.
11. SURFACE HAVE A FINISHED TEXTURE THAT WILL NOT BE SLICK WHEN WET (MEDIUM BROOM FINISH), OR MATCH ADJACENT SIDEWALK.
12. ALL METAL PARTS SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.
13. COVER SHALL BE INLAND FOUNDRY CO. INC. 706 MANHOLE RING AND COVER (OR EQUAL), SUITABLE FOR HEAVY TRAFFIC LOADING.
MODIFIED CONCRETE CURB INLET BASE
ISSUED: LB DATE: }j27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD370
5' TAPER
SECTION
5'-0"(2 1/2A) 3'-6"5'_0"
GUITER FLOW LINE
#4 REBAR (TOP & BTM.)
(2 1\2A) 2-#3 BARS EA SIDE
(4A) 3-#3 BARS EA. SIDE
~ ~ 8"
.--~:--__~~h-+oIl--+---Ih1ht----J l27"
I
4A 5-0
Plan View Elevation
.------- 5' TAPER SECTION ----......
Perspective View
#4 REBAR,TYP.
~ 6" 6"
.' yl-f-----,.---+-+-'
(2 1/2A) 2'-6", (4A) 4'-0"
Section B-B
MAINTAIN 4 1/2" OPENING
ANGLE NOSING 3 1/2"x 3 1/2"x
1/4" ANCHORED WITH:
(2 1/2A) 2-HORIZ. #4 BARS 24"
LONG (4A) 4-HORIZ. #4 BARS 24"
LONG
COVER AND FRAME (SEE NOTE 13)
\'ml~~~!IIf.:l.---#4REBAR (BACK ONLY)
1'"-==--'1
L __t-':j;::?"-#4 REBAR (ALL AROUND)
~===+~...--3" WEEP HOLES (ONE
--;---;:-_1 EACH SIDE at SUBGRADE)
6"
STORM DRAIN
(MAX. SIZE 15")
PROVIDE 12" SUMP MIN.
BASE AS APPROVED BY
ENGINEER: UNDISTURBED,
STABLE SOIL, COMPACTED
BASE (10070 T-99D,
3/4"_0" CRUSHED
ROCK), OR OTHER
APPROVED BASE ROCK.
GENERAL NOTES:
1. SURFACE CROSS-SLOPE FOR NEW CONSTRUCTION SHALL BE 1/4" RISE PER FOOT FROM TOP OF CURB TO BACK OF SIDEWALK.
2. EXISTING CURB AND GUITER SHALL BE REMOVED TO THE NEAREST CONTRACTION JOINT OR COLD JOINT WHEN JOINT IS WITHIN 4
FEET OF THE TRANSITION POINT.
3. ALL CONCRETE SHALL BE SAWCUT AND A SMOOTH, UNIFORM JOINT PROVIDED.
4. CURING COMPOUND SHALL BE APPLIED IMMEDIATELY AFTER SURFACE IS FINISHED: WHITE PIGMENT RECOMMENDED, CLEAR PIGMENT
ACCEPTABLE.
5. FLOOR SHALL BE POURED ON: UNDISTURBED, STABLE SOIL; COMPACTED BASE (10070 T-99D, 3/4"-0 CRUSHED ROCK); OR OTHER
APPROVED BASE.
6. SET SECTION JOINTS IN 1:2 MORTAR AND MORTAR JOINT SEALANT ST-8, 1" WIDE.
7. SEALANT SHALL MEET FED. SPECS. SS-5-00201 (CSA-FSS).
8. ALL CONCRETE SHALL BE FORMED AND VIBRATED TO REMOVE VOIDS.
9. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
10. PIPE(S) SHALL BE FLUSH WITH INSIDE WALL.
11. SURFACE HAVE A FINISHED TEXTURE THAT WILL NOT BE SLICK WHEN WET (MEDIUM BROOM FINISH) OR MATCH ADJACENT SIDEWALK.
12. ALL METAL PARTS SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.
13. COVER SHALL BE INLAND FOUNDRY CO. INC. 706 MANHOLE RING AND COVER (OR EQUAL), SUITABLE FOR HEAVY TRAFFIC LOADING.
14. PRECAST CONCRETE BASE MAY BE USED WITH APPROVAL OF THE CITY ENGINEER.
CONCRETE CURB INLET
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD372
SECTiON
5' TAPERTH SiDES
TYP. eO
'1-FALSE CONSTR. JOINT
BACK OF CURB LINE
®
Plan View
,...-----..----..11----------, ®
Section A-A
®
®
#4 REBAR at 12"
O.C. EACH WAY.
10" MIN
ANCHOR BOLT --.-r::.':""="'_..:..,L-l
~" x 7" at 3'-0" O.C. 1---....::::t-:4"">-
WELDED TO NOSING
MAINTAIN 4~" OPENING--+---I
Perspective View
ANGLE NOSING -------,.
3r X 3~" X !"
.----- STD. INLET BOX (SEE CD372)
INLAND FOUNDRY No. 706 MH
COVER & RING (OR EQUAL)
-w
,-
(2 1/2A) 3'-6" GALLERY
(4A) 5'-0" LENGTH VARIES
#4 HAIRPIN AROUND
ACCESS OPENING
g'-O" MAX.
'N .0.
_I .V
~
4" CONCRETE FLOOR OVER 3" MIN.
COMPACTED CRUSHED ROCK
Section B-B
GENERAL NOTES:
1. SURFACE CROSS-SLOPE FOR NEW CONSTRUCTION SHALL BE 1/4" RISE PER FOOT FROM TOP OF CURB TO
BACK OF SIDEWALK.
2. ALL CONCRETE SHALL BE FORMED AND VIBRATED TO REMOVE VOIDS.
3. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON APWA SECTION 00440.00
4. SURFACE TO HAVE A FINISHED TEXTURE THAT WILL NOT BE SLICK WHEN WET (MEDIUM BROOM FINISH).
OR MATCH EXISTING ADJACENT SIDEWALK.
5. ALL METAL PARTS (EXCEPT REBAR) SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION.
6. PLACE GALLERY ON UP SLOPE SIDE OF CURB INLET.
INLET GALLERY
ISSUED: LB DATE: }j27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD373
SLOPE TO GRATE
CAST IRON OR STEEL GRATE
1 1/2" x 6" MAX. OPENINGS
PAVED AREA
MIN. 24" SQ. or ROUND
•CD
3" OUTLET ----,,f---1-
1/4" ASPHALT COATED CAST IRON
OR
10 GA. ASPHALT COATED STEEL
OR
4" THICK REINF. CONCRETE
OR
24" RCP
. .i·.·:··· ~~~~~
.... -4 .1J,4'~
0. .' • ..,:'
4" MIN. 1"-0 CRUSHED ROCK
COMPACTED TO 100% T-99D
OR 4" OF cqc PER NOTE 2.
GENERAL NOTES:
1. OREGON PLUMBING SPECIALTY CODE REQUIRES A CLEAN OUT TO BE INSTALLED
WITHIN 5 FEET OF THE BEND OR BAFFLE IF THEY ARE NOT REMOVABLE.
2. CONCRETE TO BE COMMERCIAL GRADE CONCRETE (CGC) PER 2002 ODOT/OREGON
APWA SECTION 00440.00
AREA CATCH BASIN DETAIL
ISSUED: LB DATE: 1j27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD374
2" FLANGE
THREADED PVC CAP
THREADED HUB
STUB INTO BOX 2"
HUB DIA. 4" MIN.
SEE ALTERNATIVE ORIFICE
PLATE ADACHMENT
FILLET WELD PERIMETER
'---- OPENING AT BODOM
ASPHALT COATED STEEL
ALL MATERIAL MIN. 10 GA.
---""--ORIFICE DIAMETER TO BE __
CAST IRON OR STEEL GRATE
1 1/2" x 6" MAX. OPENINGS
PAVED AREA
MIN. 24" SQ.
SLOPE TO GRATE
-
ILAPPLY SEALANT BEFOREADACHING PLATE WITHSHEET METAL SCREWS
F:=ORIFICE DIA"ElER __
HUB DIA. 4" MIN.
FILLET WELD PERIMETER
ALTERNATIVE ORIFICE
PLATE ATTACHMENT
4" MIN
~ .' ". .' .,:
4" MIN. 1"-0 CRUSHED ROCK
COMPACTED TO 100% T-99D OR
COMMERCIAL GRADE CONCRETE
(CGC) PER 2002 ODOT/OREGON
APWA SECTION 00440.00
GENERAL NOlES:
1. ENGINEER MAY SPECIFY ORIFICE DIAMETER ON
THIS DETAIL.
2. ALTERNATIVE MATERIALS AND DESIGNS WILL BE
CONSIDERED, CITY ENGINEER APPROVAL IS
REQUIRED.
3. UPC REQUIRES A CLEAN OUT TO BE INSTALLED
WITHIN 5 FEET OF THE ORIFICE PLATE IF THE
PLATE IS NOT REMOVEABLE.
AREA CATCH BASIN WITH ORIFICE PLATE DETAIL
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Volley Sewer Services CD376
PUBLIC WORKS ENGINEERING STANDARD DRAWINGS
Table of Contents
TRAFFIC
Standard Bollard Detail
Removable Bollard Detail
CDl40
CD141
ROUND CONCRETE CAP
.• d
...
:~ I:..." PAINT BOLLARD WHITE
:. f d .
. ·.6.
" 4" DIAM. x 6' LONG STEEL PIPE
FILL w/CONCRETE
CONCRETE TO BE COMMERCIAL GRADE
CONCRETE (CGC) PER 2002 ODOT/OREGON
APWA SECTION 00440.00
" d FINISHED GRADE
....
18" DIAM
STANDARD BOLLARD DETAIL
ISSUED: La. DATE: }j27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD140
WELDED STEEL CAP
u~- PAINT BOLLARD WHITE
4' 4" DIAM. x 4' LONG STD. STEEL PIPE
(4.026" ID)
PIN (SEE DETAIL BELOW)
CONCRETE TO BE COMMERCIAL GRADE
CONCRETE (CGC) PER 2002 ODOT/OREGON
APWA SECTION 00440.00
FINISHED GRADE
3-1/2" DIAM. X 3' LONG STD
STEEL PIPE (4.00" OD) FILL W/
CONCRETE.
3/4" 1--_8 '_'_I
L...-.H- .. 7/S" DIAM. ROD
~BEV~EL=--E~N~D_-c:;;::====~
DRILL 3/8" DIA". Ho~3 ~g
FOR LOCK
PIN
REMOVABLE BOLLARD DETAIL
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD141
PUBLIC WORKS ENGINEERING STANDARD DRAWINGS
Table of Contents
ELECTRICAL
Residential Street Light
Sternberg Street Light
Electrical Conduit Trench Details
Junction Box Detail
City ofAshland Electric Dept. Vault Standards
CD60a
CD61
CD980
CD981
233-ASH (2)
575-METER-ASH (2)
575-SECT-ASH (2)
575-TRANS-ASH (2)
644-SECT-ASH (2)
644-TRANS-ASH (2)
81O-ASH (2)
Overall Height: 16'-8"
Top Light Center: 14'-8"
1H'1---90·
.~ ~~f#-OPENING , ,.,.
BOLT CIRCLE
270·------'-""
Anchorage Detail
Post Height: 14'-0"
Base Size: 010Y2"
Lamp Type Mercury Metal High Pressure VoltageVapor Halide Sodium
HID Socket Size 0- H50 0- M50 0-835 0/120
0- H75 0- M70 0-850 0/208
.-MED 0- H100 0- M100 • -870 0/240
o· H175 0- M150 0-8100 0/277o-MOG 0- M175 0-8150 0/480
o· H250 0- M250 0-8250 ./QV
O·
Post:
Eurotique Series
Aluminum Post
180·
Post shall be all aluminum construction consisting of a 04" smooth
aluminum shaft with a 3.375" x 11" tenon for arm mounting and an
aluminum anchor plate cover. A handhole is located in the shaft for
wiring access.
Arm:
Arm shall be all aluminum construction consisting of a 04" smooth
aluminum post filter with cap, straight pipe arm and a luminiaire filter
with cap and .75" NPT filting for luminaire mounting.
Arm shall be filted with a NEMA twist lock receptacle.
Luminaire:
Luminaire shall be 017" x 17" tall with a cast aluminum housing and a
clear flat glass lens.
Luminaire shall be furnished with a high intensity discharge ballast
and a socket assembly and an IE8 type 2 segmented aluminum
reflector.
Anchorage:
Post shall be furnished with (4) %" hot-dip galvanized L-type
anchor bolts.
Finish:
Post, arm and luminaire shall be furnished with a black powder
coat finish.
Note:
All hardware shall be stainless steel. All easily accessible
exterior hardware shall be tamper resistant.
COPPER-WELD
GROUND ROD-S/8" x
8' GROUT AFTER
POLE HAS BEEN
LEVELED AND IS
STRAIGHT
REBAR CAGE TO BE
(3) #3 8" DIA.
ROLLED HOOPS AT
18" APART. DO NOT
TACK WELD TO
ANCHOR BOLTS.
1 1/4" RIGID
ELECTRICAL CONDUIT.
(4)3/4" DIA.
X 52" MIN
ZINC
THREADED
ROD ANCHOR
BOLTS.
n
32"
14' NTS
SEE NOTE
-+--I--t----- SEE NOTE 3
NOTES:
1) SET CENTER OF POLE 3' BEHIND FACE OF
CURB IN PLANTER STRIPS, OR 5' BEHIND FACE
OF CURB IF SIDEWALK ADJACENT TO CURB.
2) SET JUNCTION BOX BEHIND CURB IF IN
PLANTER STRIP AREA, OR BEHND SIDEWALK IF
SIDEWALK IS ADJACENT TO CURB.
3) 12" DIAMETER AUGERED HOLE FILLED WITH
3000 PSI CONCRETE (SLUMP= 3"-5"). IF
CONCRETE IS POURED TO FORMS, COMPACT
BACKFILL TO 95%.
RESIDENTIAL STREETLIGHT
REV 10/03
ANTIQUE Street Lam~
2011-B W. Rundberg Lane • Austin, TX 78758-5946
(512) 977-8444 0 Fax (512) 977-9622
L-5472A
dwg#:
NTS
scale:
5/16/03
date:
EPAX 14 S4 3-3/8T11 ANBK EAA4/1 PER ANBK
EM17ST 70S MED GCF SR2 TB ANBK
Calalog#
CITY OF
ASHLAND
PUBLIC WORKS ENGINEERING
www.smartmap.org 541-774-2100 or 488-5877
DRAWING NO.
CD60a
18" DIA. HEXAGONAL BASE, .875 FLOOR THICKNESS
4 ANCHOR BOLTS AND ONE GROUND LUG.
r SPUN ALUMINUMHINGED ROOF
.".--....... . HORIZONTAL ROOF OPTICS
~~~~ ~PE3
n....-lI----- WHITE POLYCARBONATE
ACORN LENS
J:j[3'~---- BUrrON PHOTOCELL
~ BALLAST COMPARTMENT
.250 WALL THICKNESS
1------- 4" DIA. FLUTED POLE
.125 WALL THICKNESS
6061-T6 STRUCTURAL
GRADE ALUMINUM.
POLE WELDED FOR
SINGLE UNIT CONSTRUCTION
,------ ACCESS DOOR WITH STAINLESS STEEL
ALLEN HEAD SCREWS.
w
u
z
en
SOCKET TYPE
• MEDIUM BASE
OMOGUL BASE
VOLTAGE
./120
0/209
0/220
0/240
0/277
0/480
./MULTI
o ADVISE
• WIRE TO ?
UGHT SOURCE
AND WATTAGE
o INCANDESCENT
o 50MV
o 75MVBf~% ~ ~Wg~Frf
0250MV
o 50MH
o 70MH
DIDO MH METAl
0150 MH HAUDE
Bl7s~~~
o 35HPS
o 50HPS
81'%~~~ ~B~R
0250HPS
o ADVISE
01 FUSE
120, 277
02 FUSES
208, 240, 480
o MULTI
.OWITH LAMP
Advise Finish
o Swedish Iron
o Verde Green
o Park Green
.Blac~
o Architectural
Medium Bronze
o CUSTOM FINISH
PUBLIC WORKS ENGINEERING
DRAWING NO.
CITY OF
..~~ASHLAND w. Ash/and - Medford - Rogue Valley Sewer Services CD61
NEW CONSTRUCTION EXISTING PAVEMENT* *ALSO UNDER REPLACED SIDEWALK
ASPHALT REPLACEMENT THICKNESS -----....
SHALL BE THE FOLLOWING:
THICKNESS STREET CLASS
4" RESIDENTIAL
5" COLLECTOR
6" ARTERIAL
1"-0" CRUSHED ROCK 0
FIRMLY COMPACTED TO 95%, I')
TOP 2' at 100% T-99D. 1-------~~~~
2" SAND OVER CONDUIT-.-~~~P""'-<;;
CONDUIT
2" SAND BEDDING~~~~
-- - WHEN CUTIlNG, REMOVING, AND REPLACING
EXISTING PAVEMENT, REMOVE 6" WIDER THAN
TRENCH ON EACH SIDE.
-----SAWCUT AND TACKCOAT/SAND SEAL TOP
JOINT.
EXISTING AC AND BASE
PLACE RED POLYETHYLENE FILM, 3 INCHES
WIDE & 3" BELOW BOT. OF AC, IMPRINTED
WITH "CAUTION CAUTION CAUTION BURIED
ELECTRIC LINE"
CONTROLLED LOW STRENGTH MATERIALS
(CLSM). SEE NOTE 3 BELOW.
TRENCH DETAIL UNDER ROADWAY
UNDER NEW SIDEWALK
1"-0" CRUSHED ROCK ---
FIRMLY COMPACTED TO 95%, Z
TOP 2' at 100% T-99D. ~
.
ex>
~
2" SAND OVER CONDUIT
UNDER PLANTED AREAS
------- PLACE RED POLYETHYLENE FILM, 3 INCHES
WIDE & 3" BELOW THE SURFACE IMPRINTED
WITH "CAUTION CAUTION CAUTION BURIED
ELECTRIC LINE"
'-----BACKFILL: SELECT NATIVE OR APPROVED
IMPORTED MATERIAL COMPACTED TO 90% OF
OPTIMUM MAY BE USED OUTSIDE PAVED
AREAS.
'-----SAND
TRENCH DETAIL OUTSIDE ROADWAY
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.
TRANSITION.
a) MINIMUM 12" LAP OF STEEL PLATES ONTO EXISTING PAVEMENT.
b) MINIMUM 3/4" STEEL PLATE THICKNESS.
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 ATIAIN A 28-DAY COMPRESSIVE STRENGTH OF 150 TO
250 psi AND SHALL COMPLY WITH 2002 OREGON APWA/ODOT SECTION 00442.
ELECTRICAL CONDUIT TRENCH DETAIL
ISSUED: LB DATE: }';27!05 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD980
FINISHED GRADE
PVC
J BOX
3" MIN.
3/4" - 0 CRUSHED ROCK
NOTES
L~__----~~\::--/T- GALVANIZED RIGID 90·
1) ILLUMINATION CIRCUITS SHALL BE SPLICED ACCORDING TO CITY OF MEDFORD STANDARDS. IN LINE
FUSE MAY BE REQUIRED.
2) NUMBER OF CONDUITS SHALL BE ACCORDING TO PLANS.
3) DUCT SEAL IN ENDS OF CONDUIT.
4) PER NEC 250.80EX. END OF CONDUIT SHALL HAVE GROUND BUSHING IF LESS THAN 18" OF COVER
FROM TOP OF GALVANIZED ELBOW.
JUNCTION BOX DETAIL
ISSUED: LB DATE: ~27105 PUBLIC WORKS ENGINEERING DRAWING NO.CRZ '/28/05
REVISED: DATE: Ashland - Medford - Rogue Valley Sewer Services CD981
(4) - B" Dia. Lift Inserts
233-ASHLAND
*
3'-8"*6:1" 7" 6:1"Tt= "-D' - "-D'
~ j;; "'. 0; \
I tL- It! ~T- I '- (2) - 1" Dia. Ground Rod Knockouts
I 3'-0" ------0-1
PLAN VIEW
Top Not Shown, See Top Plan
o
o o
No. 2436NS
Galvanized NonSlip
Door w/Locking Latch
TOP PLAN
2'-0" Long Galvanized "C" Channel
(1 Each Side)
12" x 12" Knockout
(2 Each Side)
.... 211.10
..0.'f-;T'-------f+-----f~
.: b
. . . I
:". ~
. .
'10 :.f
0·;_L....:....:....~~~.......... ~IU
Galvanized Pull/Lift Iron
(1 Each Corner)
SECTION AA
Scale: 1/2" = 1'-0"
18" x 18" Knockout
(1 Each End)
"C" Channel
-l
I
L ;,.
f- I~ ';-
I
1"'\
I I b:~ I
I I ';-
loJ
I I
L111':;l:=T'JllIJ .<Xl
-J t1'-4"
END VIEW
Im~r.~L!g'~~ 233-ASHLAND 233-ASHLANDFile Name: 233-ASHLAND 2x3
Issue Date: Mar 2006 CITY OF ASHLANDPO Box 323. Wilsonville, Oregon 9707~323
www.uvwilsonville.comTel: (503) 682-2844 Fax: (503) 682-2657
Front Page
233-ASHLAND
3'-0"
l'-6" Long Galvanized "C" Channel
(1 Each End)
Galvanized NonSlip Door
w/Locking Latch
18" x 18~ Knockout
(1 Eoch End) _ : .
-s< 6~u~Op 3'-8"
Golvanized pull/un Iron ---./ 2'-8" ........ ........ ~/ \ \
(1 Each Comer) ~'-./ l
\
12" x 12" Knockout
(2 Each Side)
(2) - 1!" Dia. un Holes
1" Dia. Ground Rod Knockout
(2 Places in Floor)
2'_0" Long Galvanized "C" Channel
(1 Each Side)
TOP
No. 23-2436NS --~
450 Ibs.
2,100 Ibs.
BASE
No. 233-8 ---
Scale· 1/2" - l' 0"-
1~~r.~~L!g'~~ 233-ASHLAND 233-ASHLANDFile Name: 233-ASHLAND 2x3
PO Box 323, Wilsonville, Oregon 97070-0323 Issue Date: Mar 2006
CITY OF ASHLAND
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Back Page
575-METER-ASHLAND
7'-0"
6'-6"
(4) - 2-Ton Lift Anchors (Typical)
I" (Typ.)
---- 3'-10" ---;----1
~,:r,~-~~=-;::;;--~--T------_,:;""""
No. 25NS Galvanized NonSlip Doors
w/Locking Bolts (Typical)
22" x 46" Blockout
(4) - i" Dia. Grounding Inserts
(2 Inside Walls, 2 Outside Walls) (Typical)
PLAN VIEW
~~
ci. ri.
ee
N Co
I I
':q- ':q-
•
No. 84/112-T-25NS-2246
2'-a" Long Galvanized "C" Channel
(1 Each Side, 1 Each End)
6'-0" Long Galvanized "C· Channel
(1 Each Side)
Butyl Resin Sealant
r ~:". I=====}=~~===*===I==I
1'-0" [-
SECTIONAA
Scale: 3/8" = 1'-0"
3.51" Ternn-A-Duct
(1 End Wall)
5.57" Ternn-A-Duct
(4 Each End)
(4) - t Dia. Grounding Inserts
(2 Inside Walls, 2 Outside Walls)
2.38" Term-A-Duct
(1 Each End)
ITT
I\ Galvanized Pull/Lift Iron
1'-0" i-= (1 Each Comer)
SECTION BB
I~~r.~~w~~ 575-METER-ASHLAND 575-METER-ASHLANDFile Name: 575-METERING-ASHLAND 4x6
Issue Date: Mar 2006 CITY OF ASHLANDPO Box 323, Wilsonville, Oregon 97070-0323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Front Page
575-METER-ASHLAND
/
2-Ton Uft Anchor
(4 Places in Top)
~~ ~~ :.
~~~; .,.. ~(4) - 2" Dia. Grounding Inserts
4.5" Dia. Tenrn-A-3.~c~ ..•.,.... 0 (2 Inside Walls, 2 Outside Walls)
(7 Each Side) ........
7'-0· ........ Sump .. ~ 2.38" Tenrn-A-Duet
~~./ 4'-8" ~ (1 Each End)'" ....." __ 5.57" Tenrn-A-Duct(4 Each End, 2 Each Side)
3.51 Tenrn-A-Duct
(1 End Wall)
Galvanized PulI/Uft Iron
(1 Each Comer)
4,800 Ibs.
TOP
No. 84/112-T-25NS-2246 ------
2'-0" long Galvanized "CO Channel
(1 Each Side, 1 Each End)
22" x 46" Blackout
6'-0" long Galvanized "C" Channel
(1 Each Side)
wflocking Bolts
... ......... ~2-3/8" Dia. Inserts
9'-4" 7'-0·
Full 18Ci Open
~:~5~5.B.PCORP __~-.... (Typical)
3,550 Ibs.
Scale: 1/4" = 1'-0"
I~~r.~'g'~~ 575-METER-ASHLAND 575-METER-ASHLANDFile Name: 575-METER-ASHLAND 4x6
Issue Date: Mar 2006 CITY OF ASHLANDPO Box 323. Wilsonville. Oregon 97070-0323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Back Page
575-SECT-ASHLAND
(4) - 2-Tan Uft Anchors
62" Blockout
1--------- 7'~6" ----------l
1_----7'-0"----·11-0 --- 6'-6" 'j
l'-2" ---1----J.----- 5'-2" --------I------!-- 1'-2"
2'-5"1 2'-5"
B
No. 25NS
Galvanized NonSlip Door
w/Locking Bolts
(2) - i" Dia. Inserts
w/Stainless Steel Bolts and Bellville Washers
(4) - r Oia. Grounding Inserts
(2 Inside Walls, 2 Outside Walls)
PLAN VIEW
II: : I:
N <Xl <0
I I I
':.t':.tio
No. 6690-T-25NS-1S62-PCORP (15 kV, 3-PHASE SECTIONAUZING CABINET PAOVAULT)
6'-0" Long Galvanized "C" Channel
(1 Each Side)
3.51" Term-A-Ouct
(1 End Wall)
5.57" Term-A-Ouct
(4 Each End)
(4) - t Dia. Grounding Inserts
(2 Inside Walls, 2 Outside Walls)
2.38" Term-A-Ouct
(1 Each End)
Galvanized Pull/Uft Iron
(1 Each Corner)
2'-0" Long Galvanized "C" Channel
(1 Each Side, 1 Each End)
5.57" Term-A-Ouct
(2 Each Side)
Butyl Resin Sealant
12" Oia.
Sump8" 8"
I'-0" -+----l --t---t--
SECTIONAA SECTION BB
Scale: 3/S" = 1'-0"
Im~r.~~fbY~~· 575-SECT-ASHLAND 575-SECT-ASHLANDFile Name: 575-SECT-ASHLAND2 4x6
Issue Date: Feb 2006 CITY OF ASHLAND
PO Box 323, Wilsonville, Oregon 97070-0323
Tel: (503) 682-2844 Fax: (503)682-2657 www.uvwilsonville.com
Front Page
BASE
No. 575-B"PCORP
4,800 Ibs. 3.51 Term-A-Duct
(1 End Wall)
Galvanized Pull/Lift Iron
(1 Each Comer)
575-SECT-ASHLAND
15 kV, 3-Phase Transformer Sectionalizing Cabinet Padvault
4'-0"
". '--(4) - t Dia, Grounding Inserts
>. ,:,,!:: " y (2 Inside Walls, 2 Outside Walls)
~.-
, " 12" Dia. Sump '6•• '... ............"
7 -0 " ' " ~~ 2.38 Term-A-Duct~ '"" • " (1 Each End)/' 4-8" ,,/' 5.57" Term-A-Duct" --.// (4 Each End, 2 Each Side)
Note:
- 4.5" to 3.5" reducer bushings are available,
- 5.57" to 4.5" reducer bushings are available.
Scale: 3/8" = 1'-0"
Im~r.~L!g'~~!: 575-SECT-ASHLAND 575-SECT-ASHLANDFile Name: 575-8ECT-ASHLAND 4x6
Issue Date: Feb 2006 CITY OF ASHLANDPO Box 323, Wilsonville, Oregon 97070-0323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Back Page
DETAIL 1
TRANSFORMER HOLD-DOWN CLEAT
Ii" x 2f Stainless Steel Hold-Down Cleat - 2 Required
a" x 1~" Stainless Steel Bolt - 2 Required
a" Stainless Steel Bellville Washer - 2 Required
(4) - 2-Ton Lift Anchors (Typical)
7'-0"
6'-6"
5'-0" ~"
~---------==~-:.----- -
~)
1" (Typ.)
(2) - s" Dia. Inserts Hold-Down Cleats
(Typical) (See Detail 1)
No. 25NS Galvanized NonSlip Doors
w/Locking Bolts (Typical)
(4) - r Dia. Grounding Inserts
(2 Inside Walls, 2 Outside Walls) (Typical)
575-TRANS-ASHLAND
I~ •
~
I
.
IX)
PLAN VIEW
8" 8"
l'-0" -+--~ --1----1--
3.51" Term-A-Duct
(1 End Wall)
5.57" Term-A-Duct
(4 Each End)
(4) - r Dia. Grounding Inserts
(2 Inside Walls, 2 Outside Walls)
2.38" Term-A-Duct
(1 Each End)
1'-4" 4"4"
Butyl Resin Sealcint
No. 84/112-T-25NS-1660-PCORP
(2.4-25 kV, 3-PHASE TRANSFORMER PADVAULT WITH ACCESS)
2'-0" Long Galvanized "C" Channel
(1 Each Side, 1 Each End)
6'-0" Long Galvanized "C" Channel
(1 Each Side)
SECTION AA SECTION BB
Scale: 3/8" = 1'-0"
I~~r.~!!~~~~ 575·TRANS·ASHLAND 575·TRANS·ASHLANDFile Name: 575-TRANS-ASHLAND2 4x6
Issue Date: Feb 2006 CITY OF ASHLANDPO Box 323, Wilsonville, Oregon 97070-0323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Front Page
TOP
No. 84/112-T-25NS·1660·PCORP
2,670 Ibs.
BASE
No. 575·B-PCORP
4,800 Ibs.
4.5· Dia. Term-A-Duct..J
(7 Each Side)
575-TRANS-ASHLAND
2.4 ·25 kV, 3-Phase Transformer Padvault With Access
2'-0" Long Galvanized "C· Channel
(1 Each Side, 1 Each End)
/;
2-Ton Uft Anchor
(4 Places in Top)
r
6'-0" Long Galvanized ·C" Channel
(1 Each Side)
/
16" x 60" Blockaut
~ I :~~anized NonSlip Doory N ~OCking Bolts
4'-6"
4'-0·
. '--(4) - t Dia. Grounding Inserts
~:_.....:: : 7'> (2 Inside Walls, 2 Outside Walls)
7'_O~''<:~' Som, >4'-8'/~~t,~:~'7.~tO"t
"</ ~ 5.57" Term-A-Duct
" -./ ./ (4 Each End, 2 Each Side)
Note:
- 4.5· to 3.5" reducer bushings are available.
Scale: 3/8" = 1'-0" - 5.57" to 4.5· reducer bushings are available.
Im~r.~L!g'~~!: 575-TRANS-ASHLAND 575-TRANS-ASHLANDFile Name: 575-TRANS-ASHLAND 4x6
Issue Date: Feb 2006 CITY OF ASHLANDPO Box 323, Wilsonville, Oregon 9707G-0323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Back Page
644-SECT-ASHLAND
PLAN VIEW
No. 644-2436NS-1832-PCORP (SINGLE PHASE SECTIONALIZING CABINET)
4.5" Dia. Terrn-A-Duct
(6 Each Side, 6 Each End)
3.51" Dia. Terrn-A-Duet
(2 Each Side, 4 Each End)
. .
CD a
I 1
'" ':q-
(2) - 2-Tan
Lift Anchors
Galvanized Pull/Lift Iron
(1 Each Comer)
6'-0" I
1--. ---5'-6" ----I,,'
,'-11" r-"-8"~
6" f----- 3'-6" --------J "-6" Ii"
6" t
(2) - it Dia. Inserts
18" x 32" Blackaut
(4) - i" Dia. Inserts
w/Stainless Steel Bolts
2436NS Galvanized NonSlip Door and Bellville Washers
w/Locking Latch
SECTIONAA END VIEW
Scale: 1/2" = 1'-0"
Im~r.~L!g'~~!: 644-SECT-ASHLAND 644-SECT-ASHLANDFile Name: 644-SECT-ASHLAND2 3x5
Issue Date: Feb 2006 CITY OF ASHLANDPO Box 323, Wilsonville, Oregon 9707~323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Front Page
644-SECT-ASHLAND
Single Phase Sectionalizing Cabinet Padvault
r Dia. Inserts w/Stainless
Steel Bolts and Bellville Washers
(4 Places in Top)
4'-0"
3'-6"
Galvanized NonSlip Door
wIlocking Latch
(2) - 2-Ton Uft Anchors
:" B" Dio. -", : 0>
Sump <:"
6'-0"~""""'''''''''' /" \..." .
......... /" 4'-0" \ 3.51 Dlo. Term-A-Duct
......... /" \ \.- (4 Each End)
,"wo,.... "'''(Uft 'roo j ~ \\~5. mo. T.~-A-D"cl
(1 Each Comer) \6 Each End)
2.3B" Dia. Term-A-Duct
(2 Each End)
3.51" Dia. Term-A-Duct
(2 Eoch Side)
4.5" Dia. Term-A-Duct
(6 Each Side)
BASE
No. 644-B-eEC
3,520 Ibs.
Note:
- 4.5" to 3.51" reducer bushings are available.
Scale: 3/B" = l'~O"
Im~r.~~tg'~~ 644-SECT-ASHLAND 644-SECT-ASHLANDFile Name: 644-SECT-ASHLAND 3x5
Issue Date: Feb 2006 CITY OF ASHLANDPO Box 323, Wilsonville, Oregon 97070-0323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Back Page
644-TRANS-ASHLAND
1---------- 6'-8" ----------1
No. 644-2436NS-2626-PCORP (SINGLE PHASE TRANSFORMER)
4.5" Dia. Term-A-Duct
(6 Each Side, 6 Each End)
3.51" Dia. Term-A-Duct
(2 Each Side. 4 Each End)
26" x 26"
Blockout
1.
• 0
C'llI •
i<')-t
(2) - R" Dia. Inserts
(2) - i" Dia. Inserts
for Hold-Down Cleats (See Detail)
".:():."";,<fJ·':r>'f?<"'.~ ,"'"~ :4:-".:--~-:<-:~,>~'"":("~
-----r---'-
8" Dia, Sump
Galvanized Pull/Lift Iron
(1 Each Corner)
I
6'-0"
'1-·------- 5'-6" ---------i
1----- 3'-7" -----t----
1---- 2'-10" ----1-1
PLAN VIEW
10"
(2) - 2-Ton
Lift AnchorS
2436NS Galvanized NonSlip Door
wflocking latch
SECTION AA
Scale: 1/2" = 1'-0"
END VIEW
Im~ra~L!g'~~!: 644-TRANS-ASHLAND 644-TRANS-ASHLANDFile Name: 644-TRANS-ASHLAND2 3x5
Issue Date: Feb 2006 CITY OF ASHLANDPO Box 323, Wilsonville, Oregon 9707~323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Front Page
644-TRANS-ASHLAND
Single Phase Transformer Padvault
4'-0"
3'-6"
(2) - !". Dia. Inserts
w/Hold-Down Cleats (See Detail 1)
26" x 26" Blockout
(2) - 2-Ton Lift Anchors
Galvanized NonSlip Door
w/Locking Latch
<~- ,",;, . ,,: "\'>~ S,mp '. ~,6'-Oj"~"""""""""""" // 4'-0" \'-3.51" Dia. Term-A-Duct
........ ~ / \(4 Each End)
Galvanized Pull/Lift Iran ..........~ 4.5" Dia. Term-A-Duct
(1 Each Comer) (6 Each End)
2.38" Dia. Term-A-Duct
(2 Each End)TRANSFORMER HOLD-DOWN CLEAT
3.51" Dia. Term-A-Duct
(2 Each Side)
4.5" Dia. Term-A-Duct
(6 Each Side)
BASE
No. 644-B-eEC
3,520 Ibs.
DETAIL 1
li" x 2t Stainless Steel Hold-Down Cleat - 2 Required
il" x li" Stainless Steel Bolt - 2 Required
il" Stainless Steel Bellville Washer - 2 Required
Note:
- 4.5" to 3.5" reducer bushings are available.
Scale: 3/8" = 1'-0"
Im~r.'!!~~~~ 644-TRANS-ASHLAND 644-TRANS-ASHLANDFile Name: 644-TRANS-ASHLAND 3x5
Issue Date: Feb 2006 CITY OF ASHLAND
PO Box 323, Wilsonville, Oregon 97070-0323
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Back Page
810-ASHLAND
No. 25NS
Galvanized NonSlip 0001">;
w/locking Baits
Lift Anchors
~ 12" x 59"
Blockout
-m-----------
1--------- 10'-8" --------1
1-------- 10'-0" -------"1
1'-3" --+_-1- - 4'-11'
PLAN VIEW
4-Ton Pull/lift Anchor
(1 Each Comer)
o
I
i--
Galvanized Pull/Lift Iron
(2 Each End)
8' -0' long Galvanized "C" Channel
(2 Each Side)
5'-0' long Galvanized ·C" Channel
(1 Each Side)
Ip"¥-"'iF"""jI I~t~~ , ';..,~~8 N II
~t*~ in io~i..dl=....Ik....
T
I" Dia. Ground Rod Knockout
(1 Place in Floor)
18' x 18" Knockout
(4 Each End, 4 Each Side)
-- I ------ ,- I
L--~------~-~~--n
1\
~. Dia. Insert
(4 Each End)
SECTIONAA END VIEW
Scale: 1/4' = 1'-0"
Im~r.~~L!g'~~!: 810-ASHLAND 810-ASHLANDFile Name: 810-ASHLAND2 8 X 10
Issue Date: Feb 2006 CITY OF ASHLAND
PO Box 323, Wilsonville, Oregon 97070-0323
www,uvwilsonville.comTel: (503) 682-2844 Fax: (503) 682-2657
Front Page
810-ASHLAND
4-Ton Lift Anchor
(4 Places in Top)
4-Ton Pull/Uft Anchor
(1 Each Corner)
MIDDLE
No. 810-ML
7,940 Ibs.
BASE
No. 810-8
9,260 Ibs.
1'-6· x 4'-11· Blockout
1'-0· x 4'-11· Blockout
Galvanized NonSlip Doors
w/Locking Bolts
8'-0· Long Galvanized
·C· Channel
(2 Each Side)
5'-0· Long Galvanized
·C· Channel
(1 Each Side)
}-,"~ 5"-2"
plJ
Scale' 1/4· - l' O·
- -
1~~r.~L!~~~W 810-ASHLAND 810-ASHLANDFile Name: 810-ASHLAND 8 X 10
PO Box 323, Wilsonville, Oregon 97070-0323 Issue Date: Feb 2006
CITY OF ASHLAND
Tel: (503) 682-2844 Fax: (503) 682-2657 www.uvwilsonville.com
Back Page