HomeMy WebLinkAboutApplication APPLICANT 1/17/2007
City of Springfield
Development Services Department
225 Fifth Street "
Springfield, OR 97477
Site Plan Application, Type II
Application Type I (Applicant: check on~)
Site Plan Review: [gJ
Major Site Plan Major Modification D
Phone: 541.343.9259
Fax: 1541.485.1957
Applicant Name: Oreqon Urology Institute
"" Company: .IOreqon Uroloqy Institute.
Address: 12400 Hartman Lane, Springfield OR 97477
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Applicant's Rep.: ITerry Fitzpatrick
Company: IG Street Urology Center LLC
Address: " 11457 G Street, Springfield OR 97477
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Property Owner: IG Street ~roloqy Center CL:c
Company: .IG St~eet Urology Center LLC
Address: 11457 G Street, Springfield OR 97477
ASSESSOR'S MAP NO: 17-03-36-22
Property Address: 1457 G Street
Size of Property: 0.96
Pr~posed Name of ~roject:
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TAX LOT NO(s): 6800 & 7000
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IFax: Y9+l)l<4r 4:':7&'1 I
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Oregon Urology Institute Radiation Center
< .,
Description of
Proposal:
Construction ofa new Radiation Center building, associated site
improvements (parking areas, bio-swales, landscape plantings and
lighting), and infrastructure.
# of Lots/Parcels: 2 " Avg. Lot/Parcel Size: 20,910 sf Density: NA dujacre
New Impervious Surface Coverage: 19,753 sf Bldg. Gross Floor Area: 8,222 sf
. -.
Overlay District:
Plan Designation:
Urban Growth Bounda"ry 0
Zoning:
Applicable Refinement Plan:
Location: " City Limits 0
Associated Applications: NA
, ~ - ,'~ - ~ .
Pre-Submittal. " 1 . I I
Case No.: . P fe )[f)7~tJfl';/fJate: t il Or
" Case No..: Date:
Application Fee: $ Technical Fee: $
TD,TAL FEE'S $
Reviewed by: ~ .-U1//V
Reviewed by:
Postage Fee: $
r~s 200l ~(jJX/~
Steps in the Process:
1. The Applicant Submits a Pre~Submittal Meeting Application
The Pre-Submittal Application is mandatory. Please refer to the Springfield Fee Schedule
for the Pre-Submittal Application fee. The submittal package must conform to the
application completeness checklist attached to this form. You are required to submit Nine
(9) copies of the submittal requirements packet for pre-submittal review. Pre-submittal
meetings will be conducted every Tuesday and Friday between 10:00 am and noon. We
will strive to conduct the Pre-Submittal meeting within five to seven working days of
receiving the application.
2. Applicant and the City conduct the Pre-Submittal Meeting
We strongly encourage you, the owner and design team to attend the Pre-Submittal
meeting. The meeting will be held with representatives from Public Works Engineering
and Transportation, Community Services (Building), Fire Marshall's office, and the
Planning Division. The meeting will be scheduled for 30 to 60 minutes. The Planner will
provide you with a Pre-Submittal Checklist at the end of the meeting specifying the items
required to make the application complete-if it isn't already complete. You will then have
180 days to make the 'application complete for submittal and acceptance by the City.
3. Applicant Submits a Complete Application
When you have addressed all of the items on the Pre-Submittal Checklist, please submit
18 copies of the complete application to the City. A fee will be collected at that time and
the 120 day calendar review period will begin. When the Planner has prepared a draft
land use decision, the draft will be mailed/faxed to the applicant/owner/design team for
their review. At the applicant's request, the planner will schedule a meeting to review the
draft with appropriate staff if certain issues need resolution before the' final land use
decision is issued.
Owner's Signature
This application will b!,! used for both the required Pre-Submittal Meeting and subsequent
complete application submittal. Owner's signatures are required at both stages in the
application process. An application without the Owner's signature will not be
accepted.
The undersigned acknowledges that the information in this application is correct and accurate
for scheduling of the Pre-Submittal Meeting.
, Owner:
,~
Signatunr
Date:
'\'''5)01
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Print \
I represent this application to be complete for submittal to the City: Consistentwith the
completeness check performed on this application at the Pre-Submittal Meeting, I affirm the
information identified' by the City as necessary for processing the application is provided
herein or the information will not be provided if not otherwise contained within the submittal,
and the City may begin processing the application with the information as submitted. This
statement serves as written notice pursuant to the requirements of ORS 227.178 pertaining
to a complete application .
Owner:
. Date:
Signature
Print
Site Plan Submittal Requ.. ~ments Checklist
*If you feel an item does not apply, please state the reason why and attach the explanation
to }hiS form. .
l Application fee-refer to the Development Code Fee Schedule for the appropriate fee
calculation formula. A copy of the fee schedule is available at the Development Services
Department. The application fee and current postage fee is collected at the time of
complete application submittal.
2/ Copy of the deed and a preliminary title report-one co~y issued within the past 30
days documenting ownership and' listing all encumbrances. If the applicant is hot the
property owner, written permission from the property owner is required.
/' One additional copy of the Site Plan reduced to 8'h"x 11", which will be mailed as
part of the required neighboring property notification packet.
. .
4. Right-of-Way Approach Permit application must be provided where the property
has frontage on an Oregon Department of Transportation (ODOT) facility.
./Stormwater Management System Study-four copies of a study with the completed
Storm water scoping Sheet attached. The plan, supporting calculations and
documentation must be consistent with the Engineering Design Standards and
Procedures Manual.
6. Traffic Impact Study-four copies of a study prepared by a Traffic Engineer in
accordance with SDC Section 32.020(1)(c). Traffic Impact Studies (TIA) allow the City to
analyze and evaluate the traffic impacts and mitigation of a development on the City's
transportation system. In general, a TIA must explain how the traffic from a given
development affects the transportation system in terms of safety, tra.ffic operations,
access and mobility, and immediate and adjoining street systems. A TIA must also
address, if needed, City, metro plan and state land use and transportation policies and
obje'ctives.
7. Nine (9) copies of the following plan sets for the Pre-Submittal Meeting
OR
Eighteen c~pies of the following plan sets for Complete Application Submittal
All of the following plans must include the scale (appropriate to the area involved and
sufficient to show detail of the plan and related data, such as 1" = 30'; 1" = 50' or 1" =.
100'), north arrow, and date of preparation. All plan sets must be folded to 8'12" by 11"
and bound by rubber bands for submittal.
a. Site Assessment of Existing Conditions
rgJ Prepared by an Oregon licensed Landscape Architect or Engineer
Vicinity Map
rgJ The name,.location and dimensions of all existing site features including
buildings, curb cuts, trees and impervious surface areas, clearly indicating what
is remaining and what is being removed
rgJ Required setbacks to the proposed new property lines for existing structures to
remain on site
rgJ The name, location, dimensions, direction of flow and top of bank of all
watercourses and required riparian setback that are shown on the Water Quality
Limited Watercourse Map on file in the Development Services Department
rgJ Location and s'l2Fe of existing and proposed utilities'l18'h and adjacent to the site
including sanitary sewer mains, storm water management systems, water mains,
power, gas, telephone, and cable TV. Indicate the proposed connection points
d. Grading and Paving Plan
rgJ Prepared by an Oregon Licensed Civil Engineer
rgJ Planting plan prepared by an Oregon Licensed Landscape Architect where plants
are proposed as part of the storm water management system
rgJ Roof drainage patterns and discharge locations
rgJ Pervious and impervious area drainage patterns
rgJ The size and location of stormwater management systems components,
including but not limited to: drain lines, catch basins, dry wells and/or detention
ponds; stormwater quality measures; and natural drainageways to be retained
rgJ Existing and proposed spot elevations and contours lines drawn at 1 foot
intervals (for land with a slope over 10 percent, the contour lines may be at 5
foot intervals)
rgJ Amount of proposed cut and fill
,
e. Landscape Plan
rgJ "Locatio no and odimensions of landscaping and open spa'ce areas to include
calculation of landscape coverage
rgJ Vegetative screening in accordance with SDC Section 31.160
rgJ Written descripotion, including specifications of the permanent irrigation system
rgJ Location and type of street trees
rgJ List in chart form the proposed types of landscape materials (trees, shrubs,
ground cover). Include in the chart genus, species, common name, quantity,
size, spacing and method of planting
f. Architectural Plans:
rgJ Exterior elevations of all buildings and structures proposed for the development
site
rgJ Conceptual floor plans
rgJ Type, height and area of exterior lighting
G. On-Site Lighting Plan:
rgJ Location, orientation and maximum height of exterior light fixtures
rgJ Type aOnd extent of shielding, including cut-off angles and type of illumination,
wattage and luminous area
rgJ Photometric test report for each light source
8. Additional materials that may be required
IT IS THE APPLICANT'S RESPONSIBILITY TO DETERMINE IF ADDITIONAL
STANDARDS/APPLICATIONS APPLY TO THE PROPOSED DEVELOPMENT. THE
APPLICANT SHOULD CONSIDER UTILIZING EITHER THE DEVELOPMENT ISSUES
OR THE PRE-APPLICATION REPORT AS DISCUSSED IN SDC 31.030:
D Where a multi-family development is proposed, any additional materials required
to demonstrate compliance with SDC Section 16.110
rgJ The 100-year 1,~0dplain and flood way boundaries '-_, the site, as specified in the
latest adopted FEMA Flood Insurance Rate Maps or FEMA approved Letter of Map
Amendment or Letter of Map Revision
rgJ The Time of Travel Zones, as specified in Article 17 of the Springfield
Development Code and delineated on the Wellhead Protection Areas Map on file 0
in the Development Services Department
rgJ Physical features including, but not limited tootrees 5" in diameter or greater
when measured 4 V2 feet above the ground, significant clusters of trees and
shrubs, riparian areas, wetlands and rock outcroppings
rgJ Soil types and water table information as mapped and specified in the Soils
Survey of Lane County. A Geotechnical Report prepared by an Engineer must be
submitted concurrently if the Soils Survey indicates the proposed development
area has unstable soils and/or a high water table 0
b. Site Plan
rgJ Prepared by an Oregon Licensed Architect, Landscape Architect or Engineer
rgJ Proposed buildings: location, dimensions, size (gross floor area applicable to the
o parking requirement for the proposed use(s)), setbacks from property lines,
distance between buildings
rgJ Location and height of existing or proposed fences, outdoor equipment, storage,
trash receptacles, and signs
rgJ Location, dimensions and number of typical, compact and disabled parking
spaces; including aisles, wheel bumpers, directional signs and striping
rgJ Lot coverage calculations of all parking and vehicular areas
rgJ On-site loading areas and vehicular and pedestrian circulation
D Access to streets, alleys and properties to be served, including the location and
dimensions of existing and proposed curb cuts and curb cuts proposed to be
closed
rgJ Location of cln-site exterior lighting
rgJ Location, type and number of bicycle parking spaces
rgJ Location of existing and proposed transit facilities
Phased Development Where applicable, the Site Plan application shall include a
phasing plan that indicates any proposed phases for development, including the
boundaries and sequencing of each phase as may be permitted in Section 3.040 of
this Article. Phasing shall progress in a sequence that promotes street connectivity
between the various phases of the development and accommodates other required
public improvements, including but not limited to, sanitary sewer, stormwater
management, water and electricity.
c. Improvement and Public Utilities Plan
rgJ Prepared by an Oregon Licensed Civil Engineer
rgJ Location of all existing and proposed easements
rgJ Location, widths and names of all existing and proposed streets, alleys,
dedications or otherright-of-ways within or adjacent to the proposed
development.
rgJ Location oand type of existing and proposed street lighting
rgJ Location of existing and required traffic control devices, fire hydrants, power
poles, transformers, neighborhood mailbox units and similar public facilities
rgJ Location and width of a II existing and proposed sidewalks, sidewalk ramps,
pedestrian access ways and trails
o Riparian Area "'~tection Report For properties loc'~~d within 150 feet of the top
of bank of any Water Quality Limited Watercourses (WQLW) or within 100 feet of
the top of bank of any direct tributaries of WQLW
rgJ A Geotechnical Report prepared by an engineer must be submitted concurrently
if there are unstable soils and/or a high water table present
D Where the development area is within an overlay district applicable, address the
additional standards of the overlay district
o If five or more trees are proposed to be removed, a Tree Felling Permit as
specified in SDC Article 38
D A wetland delineation approved by the Oregon Division of State Lands must be
submitted concurrently where there is a wetland on the property
o Any required federal or state permit must be submitted concurrently or evidence
the permit application has been submitted for review
o Where any grading, filling or excavating is proposed with the development, a
Land and Drainage Alteration permit must be submitted with the land use
application ,
o Where applicable, any Discretionary Use, Variance or Modification of Provisions
as specified in SDC Article 10 or 11 .
225 Fifth Street
Springfield, Oregon 97477
541-726-3759 Phone
Job/Journal Number
PRE2007-00002
Payments:
Type of Payment
Check
cReceintl
RECEIPT #:
City of Springfield Official Receipt
leloplIlent SerViCes Department
Public Works Department
2200700000000000071
Description
CTY Site Plan Rvw Tentative
Paid By
GSTREET UROLOGY
CENTER
Date: 01/17/2007
2:29:22PM
Amount Due
325.00
$325.00
Item Total:
Check Number Authorization
Received By Batch Number Number How Received
emm
1005
Page I of I
Amount Paid
In Person
$325.00
Payment Total:
$325.00
III 7/2007
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BALZHISER& HUBBARD
ENGINEERS
LETTER OF TRANSMITTAL
100 West 13th Avenue, Eugene,. Oregon 97401
(541) 686-8478 (phone)! (541) 345-5303 (fax)
www.bhengineers.com
Mechanical- Eledrical . Civil. Surveying
To:
Company:
Address:
Project:
From:
City of Springfield Development Services
225 Fifth Street
Springfield, OR 97477
Oregon Urology Institute Radiation Center
Mikael Shields
January 1.7, 2007
WE ARE SENDING YOU THE FOLLOWING:
ITEM COPIES DATE DESCRIPTION
1. 1 1/16/07 Site Review Application and N,mative
2. 1. 1/11/07 Application Fee Check (No. 1005) $325.00
3. 1 12/19/06 Deed and Preliminary Title Report
4. 1 1/16/07 Reduced Site Plan - Sheet A 1.1
5. 3 1/15/07 Geotechnical Report
6. 4 1/16/07 Drainage Study
7. 9 1/16/07 . Site Review Drawings -Sheets Gl-El.l
REMARKS:
/
J
COPIES TO: Terry Fitzpatrick, Oregon Urology Institute
P:\2100-071-06ICIVILltrn rnds 070117 CDS SPR.doc
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PRE-SUBMITTAL REC'O
JAN 17 2007
~roject Information
BUILDING UNDER ROOF
TRASH'ENCLOSURE
TOTAL AREA
lot 6800 Area
lol 7000 Area
TotaiLotarea
10,199S.F.
100S.F
10,299S.F.
"33.559.96s.I
,,'"7,552.15s,l.
=41,112.11s,l.
Max Building Area (35%) = 14;38g:24s.1.
Max Parking (45%) = 18.500.45 s.1.
Min Landscape (20%) = 8.222:42s,1.
Parki"g
8uildingArea
Parking Area
Landscaping
8uilding set back
Parking sel back
Sidewalk Area
Provided
38
10.299s.l.
18,007,s./.
11.646s.1.
10'
S'min
1,746sl.
Required
27(1~S,f.)
14.389s.f,max
18.500 max, (45%)
8.222 sJ. min.
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SITE PLAN REVIEW APPLICATION
Oregon Urology Institute Radiation Center
Oregon Urology Institute
2400 Hartman Lane
Springfield, OR 97477
Assessor's Map #17-02-36-22
Tax lot #6800 & #7000
January 16, 2007
January 16, 2007
SITE PLAN REVIEW APPLICATION.
Oregon Urology Institute Radiation Center
Written Explanation of the Proposal
Applicant:
Oregon Urology Institute
2400 Hartman Lane
Springfield, OR 97477 .
.Property Owner:
G.5treet Urology Center LLC
14S7 G Street
Springfield, OR 97477
Applicant's
Representative:
Terry Fitzpatrick
G Street Urology Center LLC
14S7 G Street
Springfield, OR 97477
Project Name:
Oregon Urology Institute Radiation Center.
Project Location:
14S7 G Street
Springfield, OR 97477
Assessor's Map#:
17-03-36-22
Tax Lot #:
6800, 7000
Property Size:
0.96 acres
Plan Designation:
Low Density Residential
Zoning:
General Office (GO)
Overlay Districts:
. Drinking Water Protection (lDWP)
Refinement Plan and
Designation:
.NA
. January .16, 200( .'
Site Plan Review Application - Pre-Submittal Narrative
Springfield Urology Treatment Center
1.0 Description of Proposal
As illustrated in the attached plans, Oregon Urology Institute ("the Applicant") requests approval to
construct a new Radiation Center building, and associated site improvements (parking areas, bio'swales,
landscape plantings and lighting) and infrastructure, on the site located at 14S7 G Street in Springfield.
The subject site comprised two parcels identified on County Assessor's Map 17,03-36-22 as Tax Lots 6800
and 7000, both owned by G Street Urology Center LLC.
The proposal complies with all applicable Code requirements in Articles 20, 31, and 32, as well as the
submittal requirements in Article 3 and the Type II Site Plan Review application forrl).
2.0 Background
Designed as a Intensity"Modulated Radiation Therapy (IMRT)"facility, the proposed Oregon Urology
Institute Radiation Center building will house doctor's offices'and associated clinic and treatment
facilities. IMRT is used as,a treatment for early-stage prostate cancer. . \
The subject site is comprised of two parcels (Map 17-03-36-22, Lots 6800 & 7000) iocated south.of
McKenzie-Willamette RegionafMedical Center (MWMC) in central Springfield between G and F,Sireets.
Tax Lot 6800 is 0.79 acres and has trontage on G Street, Tax Lot 7000 is 0.17 acres and has frontage on F
Street. The combined size ofthe parcels is 0.96 acres. Both parcels area designated Low Density
Residential on the Metro Pian Diagram and classified General Office (GO) on the Springfield Zoning Map.
Doctor's offices are permitted outright in the GO Zone, subject to Site Plan Review. The subject property
is surrounded by Low Density Residential (LDR) zoned property to the east, south, and west;-and
Community Commercial (CC) zoned property tothe north. .
Uses on Tax Lot 6800 consist of a 7)80 square foot medical clinic and associated parking, landscaping,
and infrastructure. Access is provided by two curb cuts at G Street. The parcel is fully served by water
and gas lines located in the G Street right-of-way, a sanitary sewer line located along the southern
property boundary, and an overhead electric line along the east property line. No storm sewer service is
currently provided to .the parcel and the nearest connection point is at the intersection of G Street and
14'h Avenue/Mohawk. .
Tax Lot 7000 is currently vacant but formerly contained a single family residence that has been
demolished., A storage shed is the only structure still remaining on the property. The remainder of the
property contains a gravel parking area and landscaping. Access to Tax Lot 7000 is provided by an
existing curb cutat F Street. Prior to the acquisition of the parcel by G Street Urology Center LLC in 2006,
parking areas on Tax Lot 7000 were rented by MWMC through a parking agreement established b~tween
MWMC and the former prope"rty owner Willamette Community Health Solutions. This agreement was .
terminated by MWMC on October 2, 2006. .
.T!]!, S.ite Plan proposes the following improvements:
>> Oregon Urology Institute Radiation Center building (8,222 square feet);
>> . .Paving for parking, driveways<and sidewalks (19)S3 squ~re feet);
>> Landscaping and screening surrounding the building and in required setback areas, including'
bio-swales for storm~ater management (11,646 square feet);
>> Associated utility infrastructure.
All improvements identified in the attached plans will be constructed ina single phase (Phase 1). The Site
Plan, Sheet A i..1, identifies a possible future second vault building expansion area (1,390 square feet) io
....,
January 16,2007.
2
Site Plan Review Application -Pre-Submittal Narrative
Springfield Urology Treatment Center
be constructed by the applicant, based on future need (Phase 2). The applicant seeks development
approval for both phases.
3.0 Review Process
The proposed Oregon Urology Institute Radiation Center Site Plan Review (SPR) application is submitted
with required plans and supporting materials. SOC 31 :020(2)(b) requires Site Plan Review for commercial
uses. Pursuant to SDC 18.020(3)(u), Doctors offices are a permitted use in the General Office (GO) Zoning
District, a Commercial Zoning District, subject to Site Plan Review. Site Plans are processed under the
Type II review procedure.
4.0 Site Plan Submittal Requirements
I. Application fee
The application fee is provided with the application.
2. Copy of deed and preliminary title report
Copies of the deed and title report are provided with the application.
3. Copy of reduced (B.5"xll ") Site Plan
A reduced sized copy of the Site Plan is attached.
4. Right-of-way Approach Permit application
Not applicable, since the subject site does not have frontage on any OOOT facility or require a right-of-
way approach permit.
5. Storm water Management System Study
The StormwaterManagement System Study and required stormwater scoping sheet are submitted with
the application. .
6. Traffic Impact Study'
Not applicable, since the applicant is not requesting a variance, the use is not expected to generate more
than 2S0vehicle trips per day, and no traffic signals are warranted.
7. Copies of the following plans:
Nine copies of the required plan set are submitted with the application.
a. Site Assessment of Existing Conditions
Sheet Ll.O is the Site Assessment. A vicinity map is included on G 1.1. Soil types and water table
information are included in the Geotechnical Report submitted with the application.
b. Site Plan
Sheet A 1.1 is the required Site Plan. Lot coverage calculations of all parking and vehicular areas are
shown on Sheet A 1.1. Exterior lighting is described on Sheet El.l.
c. Landscape Plan
Sheet L3.0'depicts the location and dimensions of proposed plantings as well as 'Irrigation Outline
Specifications.
January 16,2007
3
Site 'Plan Review Application - Pre-Submittal Narrative
Springfield Urology Treatment (enter
d. Improvement andPublic Utilities Plan
Utility locations are illustrated on Sheet C2.0.
e. . Grading and Paving Plan
. .
Grading and paving is illustrated on Sheets L2.0 and D.O. Stormwater drainage is identified on Sheet
C1.0. Plantings associated with the storm water drainage plans are included in the landscape plan on
Sheet L3.0. . .
f. Phased Development Plan
. Project phasing is indicated on the Site Plan, Sheet A 1.1.
g. . Architectural Plans
Exterior elevations for the Radiation Center building are included on Sheet AS.l. The conceptual floor
plan is shoyvn on Sheets A2.1: .
h. On-Site Lighting Plan
. Exterior building and site lighting is identified on Sheet El.l.
8. Additional materials that may be required:
a. Where a multi-family development is proposed, any additional materials required to
. demonstrate compliance with SDC Section 16.110
No residential development is proposed; therefore this provision is not relevant
b. Riparian Area Protection Report for properties located within 150 feet of the top of bank
of any Water Quality Limited Watercourses (WQL W) or within 100 feet of the top of bank.
of any direct tributaries of WQLW.
The site is not located within "50 of a WQLW or within 100 of any tributary of a WQLW; therefore this'
provision is not applicable.
c. A Geotechnic.al Report prepared by an engineer mus/be submitted concurrently if there
are unstable soils and/or a high water table pr!?sent
A.Geotechnical Report for the proposed Radiation Center is submitted with the application.
d. Where the development area is within an'overlay district applicable, address the.
additional,Stardards of.the overlay district
The subject property is located primarily within the 5-'0 year TOTZ, with the exception of the southwest
portion of Tax. Lot 6800, which is within the 10'20 year TOTZ. The Site Assessment, Sheet L 1.0, shows the
TOTl's extending through the subject site. No hazardous materials will be stored, used, or produced
. onsite, therefore a DWP Overlay Development Application is not required.
e. A wetland delineation approved by the Oregon Division of State Lands must be submitted
concurrently where there is a wetland on the property
There are no jurisdictional wetlands located within the proposed development area; therefore this
provision is not applicable
f. . Where any grading, filling or excavation [s proposed with the development, a Land and
Drainage Alteration Permit must be submitted with the land use application
A Land and Drainage Alteration Permit for the proposed development will be submitted with the
complete application.
Janupry 16,2007
4
Site Plan Revjew Application - Pre-Submittal Narrative
Springfield Urology Treatment Center
g. Where applicable, any Discretionary Use, Variance or Modification of Provisions as
specified in SDC Article 10 or 11
The jJroposal does not require a Variance, Modification of Provisions or Discretionary Use application.
5.0 Site Plan Review Information Requirements
SDC 31.050(1) General requirements. A Site Plan shall be drawn in ink an quality paper no
smaller than 8 Vz" x 14" and shall contain the following information:
(a) The scale, north arrow, and date of preparation.
The attached plans conform to these requirements.
(b) The street address and assessor's map and tax lot number.
The developmenrarea is located at 1457 G Street and identified on Assessor's'Map No. 17-03-36-22, as
Tax Lot No: 6800 and 7000. . . .
(c) The dimensions and size of the development area.
The proposed development area is approximately 39,952 square feet With longest dimension (north-
south) approximately S6S feet and the widest dimension (east-west).approximately 190 feet.
(d) Proposed and existing buildings.
Proposed and existing buildings are illustrated on the attached plans.
(e) Location and height of proposed and existing fences, walls, etc.
Consistent with (d) and (e) above, existing buildings and conditions are shown on the Site Assessment,
Sheet L 1.0; proposed buildings and walls on the Site Plan, Sheet A 1.1.
(f) Proposed number of employees and future expansion plans.
. Approximately 20 employees are proposed upon opening of the facility.
(g) Area and percentage of site proposed for impervious surfaces.
Approximately 28,306 square feet (71 %) of the development area will be devoted to impervious surfaces
such as driveways, sidewalks, paths, parking areas, etc. Approximately 10,199 square feet will be devoted
to building area footprints. . .
. (h) Observance of solar access requirements required by zoning district.
As demonstrated in the Site Plan, the distance between the nearest property lines, buildings, and
structures exceeds solar accessJequirements.
iii Exterior elevations of all buildings proposed.
Exterior elevations for the proposed Radiation Center are included on Sheet AS.l.
Ii) Area and dimensions of property reserved for common open spaces and public and
. semi-public uses.
Areas reserved, for open space are illustrated on the Landscape Plan, Sheet L3.0. Approximately 11,646
square feet (28%) of the total site area is reserved for landscape and open space.
January 16, 2007
5
Site Plan Review Application - Pre-Sub'mittal Narrative
Springfield Urology Treatment Center '
SDC 31.050(2) Site Assessment.
(a) Watercourses shown on the Water Quality Limited Watercourse.map.
The subject site does not include or abut a WQLW; therefore this provision is not applicable.
(b) 1 OO-year floodplain and floodway boundaries on-site.
The subject property is located entirely outside the FEMA 1 OO-year floodplain and floodway boundaries,
as illustrated on FEMA Flood Insurance Rate Map No. 41 039C1142F.
(c) Time of Travel Zones.
The subject property is located primarily within the 5-10 year TOTZ, with the exception of the southwest
portion ofTax Lot 6800, which is within the 10-20 year TOTZ. The Site Assessment, Sheet L 1.0, shows the
TOTZ's extending through the subject site.
(d) Physicalfeatures.
There are no physical features'in need of -protection or preservation on the subject property.
(e) Soittypes and water table information.
Soil types and water table information is included in the Geotechnical Report submitted with the
application.
SDC 31.050(3) Access Circulation and Parking.
(a) Location, dimension, etc. of parking spaces.
Location of standard and accessible.parking spaces and number of spaces in each lot is shown on the Site
Plan, Sheet A 1.1. Sheet A 1.1 also illustrates accessible routes throughout the site.
i
(b) On-site vehicular and pedestrian circufation.
Sheet A 1.1 illustrates directional arrows for vehicular circulation within parking areas. Accessible
pedestrian routes,and directional arrows'for truck routes are also identified on Sheet A 1.1.
(c) Access to streets;
Curb cut locations and dimensions are shown on Sheet A 1.1. Curb return designs for driveway entrances,
and driveway designs and locations are consistent with standard City designs and specifications in SDC.
32.080(3), Tables 32-2, 32-3 and 32-4.
(d) Exterior fighting.
Exterior building and site lighting is identified on Sheet E1.1.
(e) Lo.cation, type and number of bike parking spaces.
The Site Plan includes 18 proposed bicycle spaces consistent with dimensions in SDC 31.21 0(2)(b). This
number of spaces denotes 18 bike parking spaces that will be covered, consistent with requirements in
SDC 31.210(2)(b), (2)(c), and (3)(d). All bicycle-parking locations are indicated on Sheet A 1.1.
(f) Amount of gross floor area applicable to the parking requirement.
Th'e gross floor area totals 8,598 square feet, upon which the required number of parking spaces is based.
SDC 18.070(4) requires 1 off-street parking space per 300 square feet of gross service floor area for'
business and professional office uses. A total of 28 parking spaces are required by code. The Site Plan
provides for 38 off-street parking spaces.
January 16,2007
6
Site Plan Review Application - Pre-SubmiJtal Narrative
Springfield Urology Treatment Center
(g) Location of off-street loading areas.
No off-street loading facilities are proposed.
(h) Existing and proposed transit facilities.
No existing or proposed transit facilities are located within the development area.
(i) Copy of ODOT right-of-way approach permit.
Not applicable'because the site.has no frontage on an OOOT facility.
(j) Traffic impact study.
The proposed development is not expected to generate more than 250 vehicle trips per day; therefore
this provision is not.applicable. .
SDC31.050(4) Landscape Plan.
(a) Screening in accordance with'SDC 31.160.
.Landscape screening is illustrated on Sheet L3.0.
(b) Use ot plantings in erosion controland storlltwater management facilities.
Sheet L3.0 illustrates plantings for all parking areas, including parking area bio-swales plantedfor
stormwater managementpurpc;ses.
(c) Permanent irrigation system.
Irrigation Outline Specifications in accordance with SIX 31.140(4) are illustrated on Sheet L3.0.
(d) . Street trees in accordance with SDC 32.050.'
Proposed street trees are shown on the Landscape Plan, Sheet L3.0.
(e) Specifications list for all materials in Planting Plan.
'Sheets L3.0.lists the plants specified consistent with SOC 31.140 an'd their size at installation. Plants are
shown on the plans at mature size.
(f) Description of planting methods.
. .
Notes on Sheet L3.0 comply' with requirements in SOC 31.1 SO for planting installation.
SDC 31.050(5) Improvements Plan complying with SDC Ar.tide 32.
(a) Name and location of streets, rights-of-way, etc.
No public streets 'are proposed. Rights-of-way and paving dimensions are shown on the Paving Plan,
Sheet 0.0.
(b) Location of existing andrequired traffic control devices; fire hydrants, etc.
The locations of public facilities are provided on Sheet C2.0.
(c) Location, width and construction material of sidewalks, access ways and trails.
Sheets A;, 1 and 0.0 show the location and width of concr~te sidewalks. No access ways or trails are.
proposed.
January 16,2007
7
(
Site Plan Review Application ~ Pre~Submittal Narrative
Springfield Urology Treatm'ent Center '
(d) Location and size of utilities and easements for infrastructure.
Sheet C2.0 shows the location of water and wastewater utilities and connection points needed to serve
the proposed development. Stormwater management facilities are illustrated on Sheet Cl.0,
SDC 31.050(6) Grading, Paving and Stormwater Management Plan.
(a) Roof drainage patterns and discharge locations.
Stormwater colle~tion systems and connections are identified on Sheet Cl.0.
(b) Pervious and impervious area drainage patterns.
Drainage patterns are illustrated on the Sheet C1.0.
(c) Size and location of storm water management systems.
Stormwater management systems are shown on Sheet Cl.0.
(d) Existing and proposed elevations, site grades and contours.
Existing contours and elevations are shown on the Site Assessment, She.et L 1.0. Existing and proposed
.elevations are shown on the Vertical Control Plan, Sheet L2.0, and Site Grading Plan, Sheet Cl ,0.
(e) Stormwater management system plan with supporting calculations and
documentation.
A stormwater management system pian, with required documentation and calculations, is submitted
with this application. .
SDC 31.050(7) Phased Development Plan.
All improvements identified in this SPR application will be constructed in a single phase (Phase 1). The
Site Plan, Sheet A 1.1, identifies a Phase 2 area proposed for a possible future second vault expansion of
the Radiation Center.
SDC 31.050(8) On-site Lighting Plan.
On:site lighting is illustrated on Sheet E1.1. Tables indicating the type and extent of shielding, wattage,
luminous area, and photometric test reports are included on Sheet El.l. .
5DC 31.050(9) Additionalinformation. .
(a) Narrative explaining the purpose of the development and existing use.
This narrative satisfies this requirement,
(b) Written permission from the property owner.
The property owner's original signature is provided on the application forms.
(c) Vicinity Map.
The vicinity map and required information are shown on Sheet G 1.1.
(d) How the proposal addresses the standards of applicable overlay district.
The site is within the /DWP,Drinking Water Protection overlay district. No hazardous materials will be
stored, used, or produced onsite, therefore a DWP Overlay Development Application is not required.
January 16, 2007
8
Site Plan Review Application - Pre~Submittal Narrative
Springfield Urology Treatment Center'
(e) How the proposal addresses Discretionary Use criteria.
Not applicable. No uses are proposed that require Discretionary Use approval.
(f) Tree Felling permit.
Not applicable. Less than five trees are proposed for removal from the development site.
(g) Annexation application.
Not applicable. The subject property has been previously annexed and is within the Springfield City
Limits.
(h) Wetland delineation.
Not applicable. There are no wetlands on the subject property.
(i) Evidence that federal or state permits have been applied.
Not applicable. No federal or state permits are required for the proposed development.
(j) Geotechnical report.
A Geotechnical Report is submitted with the application.
January 16,2007
9
Site Plan Review Application - Pre-Submittal Narrative
Springfield Urology Treatment Center
6.0 Approval Criteria
SDC 31.060(1): The zoning is consistent with the Metro Plan diagram, and/or the
applicable Refinement Plan diagram, Plan District map, and Conceptual Development
Plan.
The subject property is classified General Office (GO) on the Springfield zoning map and designated Low
Density Residential on the Metro Plan Diagram. The subject property is not located within a Refinement
Plan boundary, Plan District boundary, or Conceptual Development area. This proposal is consistent with
the above criterion of approval and uses allowed in the zoning district.
General Office (GOI
SDC 18.020 Permitted Uses
The proposed Radiation Center building will be used for Doctor's offices and an associated clinic and
treatment facilities. Pursuant to SDC 18.020(3)(u), Doctor's offices are a permitted use in the General
Office (GO) Zoning District subject to Site Plan Review.
SDC 18.030 Lot Size Standards
Tax Lot 6800 is 0.79 acres (33,807 square feet). Tax Lot 7000 is 0.17 acres (7,202 square feet). The total lot
size is 0.97 acres (41,041 square feet). Tax Lot 6800 contains 210 feet of frontage along G Street. Tax Lot
7000 contains 60 feet of frontage along F Street. Both Tax Lots 6800 and 7000 meet the required
minimum lot size of 6,000 square feet with a minimum of SO feet of street frontage consistent with SDC
18.030.
SDC 18.040 Lot Coverage Standards
There is no maximum lot coverage standard for developments in the GO zoning district.
SDC 18.0S0 Setback Standards
All proposed setbacks for the Radiation Center building meet the required standards in SDC 18.050.
Table 1 displays the applicable setback requirements and proposed setbacks.
Table 1: Required and Proposed Setbacks
I Site Plan SOC Section 18.050 Requirements
I. Front Yard 10' ~ building
Setback. 5' - parking
West Interiar 10' - building
Side Yard 5' - parking, driveway and storage
Setback
Sauth Interior
Side Yard
Setback
Rear Yard
Setback (east
side)
10' - building
5' - parking, driveway and storage
10' - building
5' - parking, driveway and storage
Proposed
48' - building
T- parking
10-75' - building
7- 10' - parking
10' - building
5' - parking driveway
10 - building
6' - parking driveway
SDC 18.060 Height Standards
SDC 18.060(1) states that when the GO district abuts a residential district to the north, the maximum
building height shall be defined by the Maximum Shade Point Height requ'irement ofSDC 16.050(a)(2).
January 16,2007
10
Site Plan Review Application - Pre-Submittal Narrative
Springfield Urology Treatment Center
The subject property abuts a Mixed Use Commercial zoning district to the north; therefore this provision
is not applicable. SDC 18.060(2) states that when the GO district abuts a residential district to the east.
west, or south, the building height limitation shall be no greater then that permitted in the residential
districts for a distance of SO feet. The subject property abuts the LDR district on the east, west, and south
sides. Pursuant to SDC 16.060(1), the LDR district imposes a building height limitation of 30 feet. As
shown on Sheet AS.1, the proposed maximum building height is 25'-6\12", meetirigthe standards of SDC
18.060( 1).
SDC 18.070 Off-street Parking Standards
SDC 18.070(4) requires 1 off-street parking space per 300 square feet of gross service floor area for
business and professional office uses. The gross floor area totals 8,598 square feet, upon which
the required number of parking spaces is based. A total of 28 parking spaces are required by
code. The Site Plan provides for 38 off-street parking spaces, exceeding the standards of SDC
18.070(4).
SDC 18.100 Fence Standards
No fences are proposed within the front yard, rear yard, or sides yards on the subject property. A six foot
high sight obscuring wood fence is proposed surrounding the trash receptacle as illustrated on Sheet
A 1.1, consistent with the requirements of SDC 18.100(1 Hc).
SDC 31.060(2): Capacity requirements of public improvements, including but not
limited to, water and electricity; sanitary sewer and storm water management facilities;
and streets and traffic safety controls shall not be exceeded and the public
improvements shall be available to serve the site at the time of development, unless
otherwise provided for by this Code and other applicable regulations. The Public Works
Director or a utility provider shall determine capacity issues.
Necessary infrastructure capacity will be provided prior to, or as part of, the construction of the proposed
Radiation Center building. Public improvements necessary to serve the development remain essentially
the same as under the existing use. Utilities necessary to serve the facility will come off public right-of-
ways and/or public utility easements as illustrated in the attached plans. The subject property is currentiy
served by existing water and gas lines are located in the G Street right of way; a sanitary sewer line
located near the north property line ofTax Lot 7000; and overhead electric lines located along the east
property boundary. Storm sewer service is not currently provided to the property and the nearest
connection point is at the intersection of G Street and 14'h Avenue/Mohawk. At the Development Issues
Meeting (DIM) held on December 27, 2006, City of Springfield staff granted the applicant approval to
convey on-site storm water through constructed vegetated swale systems to catch basins that daylight
and discharge through curbs at G and F Streets.
As shown in the attached plans, development can be accommodated within the capacity requirements,
consistent with adopted public facilities plans and the above criterion. Utility routes and proposed
infrastructure improvements are shown on Sheet C2.0. The Stormwater Management System Study and
required scoping sheets are attached and proposed Stormwater Management facilities shown on Sheets
C2.0 demonstrate that the storm water system will not exceed capacity requirements. Improvements
shown in the attached plans are proposed to be constructed in a single phase and will be available to
serve the site at the time of development.
January 16,2007
/I
,.--
Site Plan Review Application - Pre-Submittal Narrative
Springfield Urology Treatment Center
SDC 31.060(3): The proposed development sholl comply with all applicable public and
private design and construction standards contained in this Code and other applicable
regulations. .
The development proposed complies with applicable design and construction standards outlined in the
Springfield Development Code, Springfield Engineering Design Manual, and applicable state building
codes.
Article 31 - Site Plan Review Standards
SDC 31.130 - Site Plan Review Landscaping Standards
sDC 31.130 requires on-site landscaping in accordance with the requirements of sDC Article 31 and street
trees and curbside planting strips in the public right of way in accordance with the requirements of sDC
Article 32. In accordance with provisions listed in the sDC Section 31.130 to ensure that new
development is adequately screened from.less'intensive developed, the proposal includes landscape
screening along the west, south, and east property lines where the subject property abuts residential
uses, as illustrated on Sheet L3.0. In accordance with the provision of sDC 32.050, street trees are
proposed in the public right of way along G Street and F Street.
SDC 31.140 - Site Plan Review Planting Standards
The Landscape Plan, Sheet L3.0, demonstrates compliance with type, quantity, and size requirements in
sDC 31.140(2). Planted parking and driveway setbacks and interior parking lot islands meeting the
requirements of sDC 31.140(3)(a & b) are also illustrated on Sheet L3.0.
SDC 31.1 SO - Site Plan Review Planting Installation Standards
Not applicable. Less than five trees proposed for removal from development site.
SDC 3'1.160 - Site Plan Review Screening and Lighting Standards
The Site Plan proposes screening along the west south, and east property lines to minimize visual
impacts of the Radiation Center building upon abutting residential uses. As illustrated on the Electrical
Plan, Sheet E1.1, lighting will be installed throughout the parking areas and pedestrian access points.
SDC 31.170 - Site Plan Revi~w Parking Standards
The gross floor area totals 8,s98square feet, upon which the required number of parking spaces
is based. sDC 18.070(4) specifies that business and professional office uses are required to have
one parking space for each 300 square feet of floor area. In accordance with the standards of sDC
18.070(4): the Radiation Center will require 28 parking spaces. The proposed on-site parking
shown in the Site Plan, Sheet A 1.1, provides 38 off-street parking spaces, sufficient to
accommodate the development proposed.
SDC 31.190 - Site Plan Review Parking Area Improvement Standards
Parking areas meeting the improvement standards of sD 31.1 g'O for surfacing, drainage and wheel-
bumper installation are shown on Sheet C3.0.
SDC 31.200 - Site Plan Review Off-Street Loading Standards
No off-street loading areas are proposed. The provisions of sDC 31.200 are not applicable.
January 16,2007
12
<i
Site Plan Review Application - Pre-Submittal Narrative
Springfield Urology Treatment Center
SOC 31.210 - Site Plan Review Bicycle Parking Standards
The Site Plan includes 18 bicycle parking spaces consistent with dimensions in SDC 31.21 0(2)(b). This
number of spaces denotes 18 bicycle parking spaces that will be covered, consistent with requirements
in SDC 31.210(2)(b), (2)(c), and (3)(d). All bicycle-parking locations are indicated on Sheet A 1.1.
SOC 31.220 - Site Plan Review Minimum Required Bicycle Parking Spaces
SDC 31.220 specifies the number of bicycle parking spaces required for each use. Table 2 indicates the
type and number of bicycle parking spaces required and proposed.
Table 2: Bicycle Parking Spaces
soe Section Proposed Floor
31.220 Reqs. Area
Hospitals, Clinics or 8,S98 square
other Medical feeet
Health Treatment
Facilities - 10,000
square feet or less.
25%5T; 75%LT
Req. L T Bike
Parking
2 LT spaces
'Prop.LT 'Req.STBike
Bike Parking Parking
9 L T spaces 1 ST spaces
, Prop. ST Bike
Parking
9 ST spaces
SOC 31.240 - Site Plan Review Water Quality Pratection
The subject property does not include or abut a WQLW and no development in riparian areas is
proposed; therefore the provisions of SDC 31.240 are not applicable.
Article 32 - Public and Private Imorovement.
SOC 32.020 - Streets - Public
Access to public streets meeting the requirements of SDC 32.020(1 )(c) is shown on the Site Plan, Sheet
A 1.1. The Site Plan proposed two driveway apron's accessing G Street and one driveway apron accessing
F Street. The location of proposed driveway aprons will occur at or near existing curb-cuts along G and F
Street's, with minimal widening and relocation.
The proposed use is not planned to general more than 2S0 vehicle trips per day, and no traffic signals are
warranted, therefore the provisions of SDC 32.020(1 )(e) are not applicable.
SOC 32.040 - Sidewalk and Planter Strip Standards
The subject property is served by existing sidewalks within the G Street and F Street right of ways. The
existing sidewalk along G Street abuts the curb. The existing sidewalk along F Street is separated from
the street by an eight foot planter strip. The Site Plan proposes no changes to the location of existing
sidewalks, with the exception of portions that will be reconstructed as part of the installation of new
driveway aprons.
Existing and proposed sidewalks meeting the requirements of SDC 32.040(1) are shown on SheetsA 1.1.
Proposed sidewalks conform to the City's Engineering Design Standards and Procedures Manual, the
Public Works Standard Construction Specification Manual and the Springfield Municipal Code 1997 thus
meeting the requirements of SDC 32.040(2). No new planter strips are proposed.
SOC 32.050 - Street Trees
The subject property does not contain any existing street trees. Street trees are proposed in the public
right of ways along G Street and F Street, as shown on the Landscape Plan, Sheet L3.0. Six street trees are
January /6,2007
13
Site Plan Review Application - P~e-Submjttal Narrative
Springfield Urology Treatment Center
proposed for the G Street right of way and one street tree is proposed for the F Street right of way.
Proposed street trees have been sized and selected perthe requirements of SDC 32.050(1).
SDC 32.060 - Street Lighting Standards
No new street lights are proposed. This criterion is not applicable.
SDC 32.070 - Vision Clearance Areas
Appropriate vision clearance triangles are proposed at all street intersections as required in SDC 32.070,
as shown on Sheet l3.0.
SDC 32.080 - Access and Driveway Standards
Access points and driveways conform to driveway specifications outlined in SDC 32.080, as illustrated on
Sheet ALL
SDC 32.085 -Intersections
No intersections are proposed. This criterion is not applicable.
SDC 32.090 - Bikeway and Pedestrian Trails
The subject property does not abut existing or proposed bikeways identified in TransPlan or the
Springfield Bicycle Plan. The subject property does not abut existing or proposed trails identified on the
Willamalane Park and Recreation district Comprehensive Plan. The subject property provides public
street access at G Street and F Street. No new bikeways, pedestrian trails, or accessways are proposed.
The provisions of SDC 32.090 are not applicable.
SDC 32.110 - Sanitary Sewers
Sanitary sewers necessary to serve the development consistent with requirements in SDC 32.100 are
shown on Sheet 0.0.
SDC 32.110 - Storm water Management
Storm water management for development proposed on-site in conformance with the standards in SDC
32.110 is shown on Sheet 0.0.
SDC 32.120 - Utilities
Utilities, infrastructure, and easements necessary to support the proposed development consistent with
the requirements in SDC 32.120 are shown on Sheet 0..0.
SDC 31.060(4): Parking areas and ingress-egress points have been designed to:
facilitate vehicular traffic, bicycle and pedestrian safety to avoid congestion; provide
connectivity within the development area and to adjacent residential areas, transit
stops, neighborhood activity centers, and commercial, industrial and public areas;
minilnize curb cuts on arterial and collector streets as specified in this Code or other
applicable regulations and comply with the ODOT access management standards for
state highways.
Facilitate Vehicular Traffic
As illustrated on the attached Site Plan, Sheet A 1.1, and Paving Plan, Sheet 0.0, parking areas and access
points facilitate traffic and pedestrian safety in conformance with vision clearance and driveway design
requirements in SDC 32.070 and SDC 32.080. Parking areas were designed consistent with improvement
standards in S'DC 31.180 and SDC 31.190: Consistency with the applicable provisions in SDC Article 32 is
outiined above.
January /6,2007
/4
Site Plan Review Application - Pre-Submittal Narrative
I Springfield Urology Treatment Center
The proposed development and its permanent uses will generate vehicle trips and non-motorized trips.
Both portions of G Street and F Street abutting the subject property are fully improved asphalt roadways
with curb/gutter, sidewalk, and street lighting. Primary ingress-egress points for the Oregon Urology
Institute Radiation Center will occur via driveways at G Street. The west driveway is proposed to be
ingress only and the east driveway egress only. A covered drop-off area is proposed at the building
entrance. Parking areas accessible by the G Street ingress-egress driveways will be primarily used by
patients and visitors. Secondary access for doctors and employees is proposed to occur via an ingress-
egress driveway at F Street. This two-way driveway is proposed to serve the employee parking area
located south of the Radiation Center. Traffic circulation patterns and parking areas are shown in detail
on the Site Plan, Sheet A 1.1
Bicycle and Pedestrian Safety
The Site Plan has been designed to accommodate safe bicycle and pedestrian traffic. New concrete
sidewalks are proposed on three sides of the Radiation Center; extending from the Radiation Ce'nter
entrance to the existing sidewalk at G Street, and extending to the south employee parking area.
Provide Connectivity
The Site Plan has been designed to facilitate pedestrian connectivity. Both G and F Streets contain public
sidewalks abutting the subject property. The majority of pedestrians accessing the property from off-site
are expected to enter the property from G Street, as the proposed Radiation Center fronts G Street. New
private concrete sidewalks are proposed extending from G Street to the building entrance and extending
from the south parking lot to the building entrance. The proposed private sidewalks shown on Sheet
A 1.1 provide connectivity within the development area while the existing public sidewalks provide
connectivity to adjacent residential areas and transit stops.
Bus Route Accessing Site
Bus service to the development site is provided by Lane Transit District's #18 Mohawk/Fairview and #19
Fairview/Mohawk Routes operating on Mohawk with a station located at the corner of the Mohawk and G
Street intersection.
Minimize Curb Cuts
SDC 32.080(1 )(a) states that each parcel is entitled to an approved access to a public street. Access to G
Street from Tax lot 6800 is currently provided by two existing curb cuts near the west and east property
corners. Access to G Street from Tax Lot 7000 is currently provided by a curb cut near the southeast
property corner. No new curb cuts are proposed by the Site Plan. Access points are designed per City
Standard Construction Specifications. Based on the anticipated uses and site configuration, the proposed
access locations provide safe and efficient vehicular access. .
ODor Access Standards
The development site is not located along an Oregon Department ofTransportation (ODOT) Right-of-'
Way. ODOT access standards are not applicable.
SDC 31.060(5): Physical features, including but not limited to, significant clusters of
trees and shrubs, watercourses shown on the Water Quality Limited Watercourse Map
and their associated riparian areas, wetlands, rock outcroppings and historic features
have been evaluated and protected as specified in this Code or other applicable
regulations.
Existing vegetation on Tax Lot 6800 consists of planted landscape trees, shrubs and flowers contained in
plant beds surrounding the existing building, lawn areas north of the existing building, and minimal
January 16, 2007
15
Site Plan Review Application - Pre-Submittal Narrative
Springfield Urology Treatment Center
shrub plantings. Existing vegetation on Tax Lot 7000 consists of unirrigated turf areaS and hedge
plantings that provide screening and buffering.
The development site does not include or abut a WQLW or an associated riparian area. There are no
jurisdictional wetlands located on the subject property. There are no rock outcroppings or historic
features located on the subject property. There are no physical features in need of preservation or
protection on the subject property.
January 16, 2007
16
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And 'said gl~~lltorhe"'eby, covenants: _'ioia'nd with s~idigrQl~tee and .grant~e"s .h~i;'s,:su~,cess'o~s'a-lia'd~siglls,;'tj,a't g/izjlto;' i~'
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THIS INSTRUMENT. WAS ACKNOWLEDGED ~EFORE ME ON
WILLAMETTE COMMUNITYlmALTH SOLUTIONS
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Page I of I
Legal Description
PARCEL I:
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Beginning at a point On the South line of LoU of the Subdivision of the Paul Brattain Donation
Land Claim No: 63, Notification No. 3222, Town'ship 17 South, RaJ{ge 3:West of the .
WillaJnette Meridian, as platted and recorded in Book 2, Page 20, .Lane County Oregon Plat'
Records, said beginning point being 268.6 feet SOlltp'and North 880'52' East 2229.02 feet from
the Northwest corner.oftheaforesaid'Donation Land Claim No. 63; rwming thence South .
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190.0feet; thence South 88" 52' West 84:86feet;'thence North 190.0 feet to the South line of
said Lot I; thence NOIth 880 52'. East along tlie South line of said Loll,:84.86feet to the Point
of Beginning, in Lane County, Oregon.
, .
EXCEPT the North 50.0 feet thereof.
PARCEL II:
Beginning at ~ point On the'South line of Lot I of the Subdivision of the Paul J?rattain Donation'
Land Claim No. (>3, Township 17 South, Range 3 West of the Willaniette Meridian, as platted
and recorded in Book 2, Page 20, Lane County Oregon Plat Records,'w)1ich said beginning.
point is also S011th 268.6 feet and NOIth 880 52' East 2354.808 feet from' the Northwest corner.
ofthe aforesaid Paul Brattain Donation Land Claim No. 63; running thence South 226.0 feet;
thence South 880 52' West 60.0 feet; thence North 7:0 feet; thence South 880 52' West 65.86
feet; thence NOIth 219.0 fe'et to the South line of the, aforesaid Lot 1; rwming thence North 880
52' East along the South lin~ of Lot I, 125.86 feet to the Point of Begilming, in Lane County, .
Oregon.
EXCEPT the North 50.0 feet thereof.
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TITlE iNSURANCE SERVICES. ESCROW CLOSINGS
1651 CENTENNIAL BLVD. . SPRINGFIELD, OR 97477
P.O. BOX 931 . SPRINGFIELD, OR 97477
PHONE: 541.741.1981
FAX: 541.741.0619
October 20, 2006
OREGON UROLOGY INSTITUTE
ATTN: FINAL DOCUMENTS
2400 HARTMAN
SPRINGFIELD, OR 97477
RE: OREGON UROLOGY INSTITUTE
Loan No.: .N/A
Escrow No.: SP06cI94I,2
ELTNo.: 51388
Enclosed please find the following qocuments:
. 0 Che~k No:
, in the amount of .
o Buyer/Seller final closing statemimtlHUD
o Escrow instructions 0 Closing'. . 0 Collection
[2;J Title Policy
o Alta Ext.,Mtg.
o Standard Mtg. .
[8J Owner's
o Purchaser's
Reception No. 2006-071391
ReceptionNo.
Reception No.
Reception No.
875 COUNTRY ClUB RD. . EUGENE, OR 97401
. P.O. BOX 10211 . EUGENE, OR 97440
PHONE: 541.687.9794
FAX:' 541.687:0924
PRE-SUBMITTAl REC'D
JAN 1.7 Z007
. The enclosed doc.uments are for your records. If you have any questions, please. contact our ,.nain office
noted above. Thank you for this.opportunity to service you. .
[2;J Warranty/Bargain and'Sale Deed
o Deed of Trust
o Other:
DOther:-
Very truly yours,
Evergre~n Land Title Company
Home Office
Title Department
Enclosure(s)
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"IN OUR BUSINESS, YOU MATTER MOsT"
\MVw.evergre.erilandtitle;com
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Oregon TIUe Insurance Rating Organization (OTIRO)
. OTIRO No. PO-02
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POLICY OF TITLE INSURANCE
ISSUED BY
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SUBJECT TO THE EXCLUSIONS FROM COVERAGE, THE EXCEPTIONS FROM COVERAGE CONTAINED IN SCHEDULE B AND THE
CONDITIONS AND STIPULATIONS, STEWART TrTLE INSURANCE COMPANY, OF OREGON, an Oregon corporation,'herein called the
Company, insures, as cif Date'of Policy shown.in Schedule i\, against loss or damage, not-exceeding the Amount of Insurance stated in
Schedule A, .sustained or incurred by the "insu'red :qy reason of: .
"
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Title to the estate or interest.de~cribed in Schedule A being vested,other Ulan as stateq the~ein;
2. Any defect in or lien or encumbrance on the title;
3. Unma~ketability of the ti!le;
4. Lack of a' right of access to and from the land.
I
The 'Company will also pay the costs, attorneys' fees and, expenses incurred in defense of the title, as insured, but only to the
extent provided in the ~onditions and Stipulations:'
In witness whereof, Stewart Titfe Insura~ce Company of Oregon has caused this policy to be signed and sealed by its duly
,authori;;?:ed officers as of Date of Policy shown in~c~edLle A.' ,
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EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage' of this policy and the 'Company will not pay loss, or dama'ge, costs, attorneys' fees
or. expenses which arise by reason of:
1. ,(a)' Any law, ordinance or governmental regulation (including but 'not limited to building and zoning laws, 'ordinances, or regulations)
restricting, regulating, prohibiting onelatlng !o (i) th~occupancy, use, or enjoyment arrhe land; (Ji)the' character, dimensions or location 'of any
improvement now or hereafter erec;:ted. on the laf)d; (iii) a separation in ownership or ~ cha~ge in the dimensions or area of the land or any parce'
of which the land is or was a' part; or (iv) environmental protection, 'or the effect or any violation of these laws; ordinances or governmentE-.
regula!ions, except to the ,extent that'a notice of the enforcement thereof or a notice of a defect, lien or encum,brance resulting from a violation
or alleged violation affecting the'land has been recorded, in the public records at Date of Policy,
(b,' Any governmental police power not excluded by (a) above, except to the .extent that a notice of the exercise thereof or a notice 01 a
defect, lien - or encumbrance resulting from a violation or. alleged violation affecting the land has been recorded in the public records at Date of
P.olicy. . l "
2, ~ights of eminent domain unless n.oticeof' the exe,rcise thereof has been,recorde'd in the public records' at Date of Policy, but not excluding
from coverage any:taking which has occurred prior to Date of ~olicy which would be binding on the rights af-a purchaser for value without
kno.wledge., . '.. -, " .', '.
il,policy "O'.180i
U.Number __ ~ ~ . ~I-
4'9203
SCHEDULE "A"
ALTA OWNER'S POLICY
ORDER NO: ELT-51388
. POLICY NO: O~780149203
DATE OF POLICY: September 29, 2006 AT 1 :38 PM
AMOUNT OF INSURANCE: $570,000.00
PREMIUM AMOUNT: $1,455.00
RE-ISSUE CREDIT: $0.00
EARL Y ISSUE: NO $0.00
I. NAME OF INSURED: -
OREGON UROLOGY INSTITUTE, P.c.
2. THE ESTATE OR INTERESTIN TH.E LAND WHICH IS TO BE COVERED BY THIS
POLICY IS:
IN FEE SIMPLE.
3. TITLE TO THE ESTATE OR INTEREST IN THE LAND IS VESTED IN:
. OREGON UROLOGY INSTITUTE, P.C.
4. THE LAND REFERRED TO IN THIS POLICY IS DESCRIBED AS FOLLOWS:
. SEE ATTACHED
COUNTERSIGNED:
# tl iJa~
11~'z~D SIGNATURE
'.'
SCHEDULE "A"
ALTA OWNER'S POLlCY .
ORDER NO: ELT-51388
POLICY NO: 0-7801 49203
LEGAL DESCRlPTION .'
PAGEl OF 1
"
PARCEL I:
Beginning at apaint an the Sauth line afLat 1 afthe Subdivisian afthe Paul Brattain Danatian .
. Land Claim No.. 63, Natificatian No.. 3222, Tawnship 17 Sauth, Range3 West afthe Willamette
. Meridian, as platted and recarded in Baak 2, Page 20, Lane Caunty Oregan Plat Recards, said
beginning paint being 268.6 feet Sauth and Narth 880 52' East 2229.02 feet from the Narthwest
corner of the aforesaid Do.natio.n Land Claim No.. 63; ninning thence So.uth 190.0 feet; thence
. Sauth 88052' West 84.86 feet; thence Narth 190.0 feet to. the Sauth line afsaid Latl; thence
Narth 880 52' East alang the SaiJthline af said Latl, 8;1.86 feet-ta the Paint afBeginning, in
Lane Caunty, Oregan. .
EXCEPT the Narth 50.0 feet thereaf.
PARCEL II:
Beginning at a paint an the Sauth line afLat iafthe Subdivisian afthe Paul Brattain Danatian
LandClaim.Na. 63, TaWnship 17 Sauth, Range 3 West afthe Willamette Meridian, as platted
and recoraed in.Baak 2, Page 20, Lane'Caunty Oregan Plat Records, which said'beginlling paint
is also. South 268.6 feet and Narth 880 52' East 2354.808 feet from the Narthwest carner .afthe
aforesaid Paul Brattain DanatianLand Claim No.. 63;iunning thence Sauth 226.0 feet; thence
Sauth 880 52' West 60.0 feet; thence North 7.0 feet; thence South 880 52' West 65.86 feet;
thence Narth 219;0 feet to. the South line afthe afaresaid Lat-!; running thence Narth 880 52'
. East alang the Sauth line afLat 1, 125.86 feet to. the Paint afBeginning, in Lane,Caunty,
Oregan. . .
EXCEPT the Narth 50:0feet thereaf."
SCHEDULE "B" .
ALTA OWNER'S POLICY
ORDER NO: ELT-51388
. .
POLICY NO: 0-780 I 49203
This policy does not insure against loss or damage (and the Company will not pay costs,
attorney's fees or expenses) which arise by reason of:
B: GENERAL EXCEPTIONS:
]. Taxes or assessments which are not shown as existing liens by the records of any taxing
authority that levies taxes or assessments on real property or by the public records. Proceedings
by a public agency which may result jn taxes or assessments, or notices. of such proceedings,
whether or not shown by the records of such agency or by the public records.
2. Any facts, 'rights, interests, easements or claims which are not shown by the public records
but which could be ascertained by an inspection of said land or by making inquiry of persons in
possession thereof. .
3. (a) Unpatented mining claims; (b) reservations orexceptions in patents or in Acts authorizing
the issuance thereof; ( c) water rights, claims or title to water, whether or not the matters excepted
under (a), (b), or (c) are shown by the public records.
4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts
which a survey would disclose, and which are not shown by the public records.
5. Statutory liens or other liens or encumbrances, or claims thereof, which are not shown by the
public records"
C: SPECIAL EXCEPTIONS:
6. 2006"2007 Taxes;a lien not yet due or payable.
7. Grant of Easement and Right-of-Way to lay, maintain, repair, remove and install sewer,
telephone, power and water lines, granted to the City of Springfield, a municipal corporation,
including the terms and provisions thereof, by instrument Recorded February 10, ] 948, Book
366, Page 303, Lane County Oregon Records.
8. Right-of-Way Easement for Public Utilities, granted to Pacific Power & Light Company,
. including the terms and provisions thereof, by instrument Recorded'July 23, 1955, Reception No.
61828, Lane County.Oregon Records. (Affects the South 8.0 feet)
9. Easementfor Underground Communication Lines, granted to Pacific Northwest Bell
Telephone Company, a Washington corporation, its successors.and assigns, including the terms
and provisions thereof, by instrument Recorded August 17, 1990, Reception No. 90-39590, Lane'
County Oregon Records. .
CONTINUED
SCHEDULE"B"
ALIA OWNER'S POLICY
ORDER NO: EL T-51388
POLICY NO: 0-780149203
I O/Leases as disclosed by Lane Co~nty Assessment tax rolls. .
II. Deed of Trust, including the terms and provisions thereof, executed by G Street Urology
Center, LLC, an Oregon Limited Liability Company, as Grantor(s), to Evergreen Land Title
Company, as Trustee, for the benefit of Summitt Bank, as Beneficiary, 8ated September 27,
2006, Recorded September 29, 2006, Reception No. 2006-071392, Official Records of Lane
County, Oregon, given to secure payment of a Note for $570,000.00.
NOTE: Taxes, Map No. 17-03-36-22-06800, Code 19-00, Account No. 5367196, 2005-2006,
$1,620.12, paid in full. (Personal Property - Assessed to Harper Gerald Alan DDS PC)
END OF EXCEPTIONS
.1~S~e!:!regon
0-7801-49203
ASSUMPTION CERTIFICAT~ No.
0-7801-49203
This Certificate is attached to and constitutes a part of Title Insurance 'Policy No.
(the "Policy") of STEWART TITLE INSURANCE COMPANY OF OREGON ("CEDER").
Name of Insured:
OREGON UROLOGY INSTITUTE, P.C. .
In consideration of the premium paid under the Policy, it is hereby understood and agreed that
STEWART TITLE GUARANTY COMPANY ("REINSURER;'), of Houston, Texas, reinsures all liability under
the Policy and that in the event STEWART TITLE INSURANCE COMPANY OF OREGON shall fail to pay
any valid claim under the Policy by reason of loss or damage insured against; then such loss covered by
the terms of the Policy shall be the responsibility of STEWART TITLE GUARANTY COMPANY.
.
15,
In witness whereof, STEWART TITLE GUARANTY COMPANY has caused this Assumption
Certificate to be signed and sealed by its duly authorized officers to be effective as of the Date of Policy
numbered above.
:~i)~tnChfu ~/ L~~...?!1~
C~te~ignOO J1'j'iu .
Authorized col/1te:1~~.#'
E>"'ErRJiEN LAND TITLE COMPANY
Coolpany 1651 Centennial Boulevard
Springfield, Oregon 97477
City, Stale
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/ Presidenl
PROVISIONS OF THIS CERTIFICATE on reverse side:
37498
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THIS MAP IS TO ASSIST
LOeA TfNGPR::>PERTY
INt COMPANY ASSU,tS NO
LIABILITY FO;( IN '-\CC.JRAClES.
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741.1981
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. 1651 CENTENNIAL BLVD. . SPRINGFIELD, OR 97477
P.O. BOX 931 . SPRINGFIELD, OR 97477
PHONE: 541.741.1981
FAX: 541.741.0619
875 COUNTRY CLUB RD. . EUGENE, OR 97401
P.O. BOX 10211. EUGENE, OR 97440
PHONE: 541.687.9794
FAX: 541.687.0924
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TITlE INSURANCE SERVICES . ESCROW CLOSINGS
December 19, 2006
G STREET UROLOGY CENTER, LLC
ATTN: FINAL DOCUMENTS
2400 HARTMAN
SPRINGFIELD, OR 97477
RE: G STREET UROLOGY CENTER;LLC
Loan No.: N/A
Escrow No.: SP06-l9545
ELTNo.: 51809
. Enclosed please find the following documents:
o Check No:
, in the amount.of
Escrow instructions
D. Closing
o Collection
Title Policy
o Alta Ext. Mtg.
o Standard Mtg.
~ Owner's
o Purchaser's
Reception No. 2006-086286
Reception No.
Reception No.
Reception No.
PRE.SUBMITTAL REC'D
JAN 1 7 2007
The enclosed documents ilre for your records. If you have any questions, please contact our main office
noted above. Thank you for this opportunity to service you.
o Buyer/Seller final closing statement/HUD
o
~
~ Warranty/Bargain and Sale Deed
o Deed of Trust
o Other:
o Other:
Very truly yours,
Evergreen Land Title Company
Home Office . .
Title Department
Enclosure( s)
"IN OUR BUSINESS, YOU MATTER MOST"
www.evergreenlandtitle.c.om
Oregon Title Insurance Rating Organization.(OTIRO)
. . OTIRO No. PO-02
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POLICY OF TITLE INSURANCE
ISSUED BY
,~2~ero~regon
SUBJECT TO THE EXCLUSIONS FROM COVERAGE. THE EXCEPTIONS FROM COVERAGE CONTAINED IN SCHEDULE B AND THE
CONDITIONS AND STIPULATIONS, STEWART TITLE INSURANCE COMPANY OF OREGON, an Oregon corporation, herein called the
, Company, insures, as of Date of Policy shown in Schedule A, against loss or damage, not exceeding the Amount of Insurance stated in
Schedule A, sustained or incurred by the insured by reason of: .
l. Title to the estate or interest described in Schedule A being vested other than as stated therein;
2. Any defect in or lien or encumbrance on the Iitle;
3.. . Unmarketability of the title;
4. Lack of a right of access to and fro~ the land.
the Company will also pay the costs, attorneys' fees and expens!'ls incurred in. defense ,of the title, as insured, but only to the
extent provided in the Conditions and Stipulations.
In witness whereof, Stewart Title Insurance Company of Oregon has caused this policy to be signed and sealed by its duly
authori~ed officers as of Date of Policy shown in Schedule A.
~rkl
./ Chairman 01 the Board !
co""'e"igt~ ; {JJ~
Authorizf.ofj,{,s;;Ja,ure , .
!iVERrk"FFN I ~NQ Till [ <:c
Compa~y' . 1651 CENTENNIAL SLvOv .
SPRINGFIELD, OR 97477
L~~~!!1,,",,"
.'d;UJ
C-a:...:
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President
City, State
EXCLUSIONS FROM COVERAGE
The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees
or expenses which arise by reason of:
1. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations)
restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjdyment of the land; (ii) the character, dimensions or location of any
improve'ment now or hereafter erected on the land; (Hi) a separation in ownership or ... change in the dimensions or area of the land or any parcel
of which the land is or was a part; or (iv) environmental protection, or the effect or any violation of these laws, ordinances or governmenta.
regulations. except. to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation
or alle.ged violation affecting the land has been recorded in the public records at Date of Policy.
(b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a
defect,lien or encumbrance resulting from a violation or. alleged violation affecting the land has been recorded in the publiC records at Date of
Policy. I .
2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding
from coverage any. taking which has occurred prior to C?ate of Policy which would be binding .on the rights of a purchaser for value without
knowledge. '
"
Policy '0 780"
.Number....... ~'I~ - ..;:1 "!"
4-926.1
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Division. of Chief Depuly Clerk
Lane Counly Deeds and Records
200D.O~D~~D
After recording, return to:
Evergreen Land Title Co.
P.O. Box 931
Springtleld, OR 97477
11111111111111111111111111111 111111111l1li11 $46.00
J086488520~60086~8;0050052
. '. 12/0112006.10:17:32 ~M
RPR-DEED Cnl=l Sln=6 CASHIER 07
$25.00 $11.00 $10.00.
Until a change is requested, all
tax statements shall be sent to
the following address:
2400 Hartman
Springtleld, OR 97477
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STATUTORY SPECIAL WARRANTY DEED
McKENZIE-WILLAMETTE REGIONAL MEDICAL CENTER ASSOCIATES, LLC, a
Delaware limited liability company ("Gralltor"), conveys and specially warrants to G STREET
UROLOGY CENTER, LLC, an Oregon limited liability company ("Gr/llltee"), the real property
described on Exhibit k attached hereto, free of encumbrances created or suffered by GianJor
. except as specitlcally set forth on Exhibit B, attached hereto.
The true consideration for this conveyance is Ninety Five Thousand and No/lOO Dollars
($95,000.00). .
THIS INSTRUMENT WILL NOT ALLOW USE OF. THE PROPERTY
DESCRIBED IN THIS INSTRUMENT IN VIOLATION OF APPLICABLE'
LAND USE LAWS AND REGULATIONS. BEFORE SIGNING OR
. ACCEPTING THIS INSTRUMENT, THE PERSON ACQUIRING FEE TITLE
TO THE PROPERTY SHOULD CHECK WITH THE APPROPRIATE CITY
OR COUNTY PLANNING DEPARTMENT TO VERIFY APPROVED USES
AND TO DETERMINE ANY LIMITS ON LAWSUITS AGAINST FARMING
OR FOREST PRACTICES 1\S DEFINED IN ORS 30.930.
FURTHERMORE, GRANTEE ACKNOWLEDGES AND AGREES THAT,
GRANTOR HAS NOT MADE ANY WARRANTY OR REPRESENTATION
AS TO THE NATURE AND CONDITION OF THE PROPERTY, INCLUDING,
WITHOUT LIMITATION, WITH RESPECT TO ANY ENVIRONMENTAL
. .
. .
MATTERS OR THE EXISTENCE OR ABSENCE OF ANY HAZARDOUS
SUBSTANCES OR. MATERIAL WHICH ARE RECOGNIZED AS-
HAZARDOUS OR TOXIC UNDER ANY LOCAL, STATE OR FEDERAL
LAW, STATUTE, ORDINANCE, RULE OR REGULATION PERTAINING TO
ENVIRONMENTAL OR SUBSTANCE REGULATION, CONTAMINATION,
CLEAN UP OR DISCLOSURE AND SHALL HAVE NO LIABILITY TO
GRANTEE THEREFORE' IN CONNECTION WITH THE PROPERTY.
GRANTEE AGREES TO ACCEPT THE PROPERTY AND
ACKNOWLEDGES' THAT THE SALE OF THE PROPERTY IS MADE BY
GRANTOR, ON A "AS IS, WHERE IS AND WITH ALL FAULTS" BASIS.
BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT, THE PERSON
TRANSFERRING FEE TITLE SHOULD INQUIRE .ABOUT THE PERSON'S
RIGHTS, IF ANY, UNDER CHAPTER I, OREGON LAWS 2005 (BALLOT
MEASURE 37(2004)). }HIS INSTRUMENT DOES NOT ALLOW USE OF
THE PROPERTY. DESCRIBED IN THIS INSTRUMENT IN VIOLATION OF
APPLICABLE LAND USE LAWS AND REGULATIONS. BEFORE SIGNING
OR ACCEPTING THIS INSTRUMENT, THE PERSON ACQUIRING FEE
TITLE TO THE PROPERTY SHOULD CHECK WITH THE 30.930.
APPROPRIATED CITY OR COUNTY PLANNING DEPARTMENT TO
VERIFY APPROVED USES, TO DETERMINE ANY LIMITS ON LAWSUITS
AGAINST FARMING OR FOREST PRACTICES AS DEFINED IN ORS
30.930 AND. INQUIRE ABOUT THE RIGHTS OF NEIGHBORING
PROPERTY OWNERS IF ANY UNDER CHAPTER I, OREGON LAWS 2005
(BALLOT MEASURE 37 (2004)). .
DATED this 15th day of November, 2006.
GRANTOR:
McKENZIE-WILLAMETIE REGIONAL
MEDICAL CENTER ASSOCIATES, LLC,
a Delaware limited liability company
By: Triad of Oregon, LLC,
a Delaware limited liability company,
its Manager .
By .~
Name:~ ...
Title:
-2-
STATE OF TEXAS )
) .SS
COUNTY OF COLLIN )
/. Jr - JC\,l\\U" W1a(ilhM~, a Notary Pu,q~c of said County and State, certi(v that
'1'fI1vV1Jtt.11&V . whose name as 0/, of Triad of Oregon, LLC, a
Delaware limited liability company, as Manager of McKenzie-Willamette Regional Medical
Center Associates, LLC, a Delaware limited liability company, is signed to the foregoing
instrument, and who is known to me, acknowledged before me on this day that, being infonned
of the contents of the instrument, he/she, as such officer and \\~th full authority, executed the
same voluntarily for and as the act of said limited liability company.
Given under ~y hand and official seal, thi . da~0~~oj'~\b~r~006
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. ~yt.v~'B_srtcJn;IJ\ ~0~ - .
If ~ n'~~ ~;~~4 (Pr~t~~V~~~I~rIU~nrl
. ~ ~. ~..~09-154007~
R:\Triad\M:cKenzie-Willilmette Med Ctr\Sale - 1470 F Slreel\deed.doc
-3-
EXHIBIT A
Legal Description
Beginning at a point 226 feet South of a point on South line of Lot 1 of Subdivision of the Paul
Brattain Donation Land Claim 63, Notification No. 3222, in Township 17 South, Range 3 West
of the Willamette Meridian, as .platted and recorded'in Volume 2, Page 20, Lane County Oregon
Pl~t Records, which point said South line of said Lot 1 is also South 268.62 feet and Nor1h 88"
52' East 2354.88 feet from Northwest comer of said Donation Land Claim No. 63; run thence
South 120 feet to the North line of"F" Street,if extended Easterly; thence South 88052' West 60
feet; thence Nor1h 120 feet; thence North 880 52' EaSt 60 feet to the Point of Beginning, in Lane
County,. Oregon. .
..
"
, ,
.
EXHIBIT B
Encumbrances on Title
1. Grant" of Easement and Right of Way, granted to the City of Springfield, Oregon, a .
mWlicipal corporation, including the terms and provisions thereof, by instrument
Recorded February 10,1948, Book 366, Pages 303 through 306, Reception No. 59236,
Lane COWlty Oregon Records.
'2. Right-of-Way Easement for Electric Transmission or Distribution Lines, granted to the
City of Springfield, a mWlicipal corporation, including the terms' and provisions thereof,
by instrument Recorded Februmy 23, 1951, Book 433, Page 209, Reception No. 39871,
Lane COWlty Oregon Records. .
3. Agreement Regarding Use Limitations, including the terms and provIsIOns thereof;
. between McKenzie~Willamette Regional. Medical Center. Associates, LLC, a Delaware
limited liability company (New Hospital LLC), and Springfield Professional Building
Associates, LLC, an Oregon limited liability company (SPBA), by instrument Recorded'
March 7, 2006, Reception No. 2006-015382, Lane County Oregon Records.
,.
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SCHEDULE "A"
ALTAOWNER'S POLICY
ORDERN(): ELT-51809
POLICY NO: 0-780149261' .
. DATE OF POLICY: December 1,2006 AT 10:i7 AM
AMOUNT OF INSURANCE: $95,000.00
PREMIUM AMOUNT: $435.00
RE-ISSUE CREDIT: $0.00
EARL Y ISSUE: NO $0.00 .
I. NAME OF INSURED:
G STREET UROLOGY CENTER, LLC
.. an Oregon limited liabilitycompnay
2. THE ESTATE OR INTEREST IN THE LAND WHICH IS TO BE COVERED BY THIS
POLICY IS :
IN FEE SIMPLE'
.
3. TITLE TO THE ESTATE O~ INTEREST IN THE LAND IS VESTED IN:
G STREET UROLOGY CENTER, LLC
an Or~gon limited liability compnay
, ,
4. THE LAND REFERRED TO IN THIS POLICY IS DESCRIBED AS FOLLOWS:
SEE ATTACHED
COUNTERSIGNED:
~. ~ t, ) /d
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. f yfYfHJRlZED SIGNATURE -
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ALIA OWNER'S POLICY
ORDER NO: EL1:51809
POLICY NO: 0-780149261
. LEGAL DESCRIPTION.
PAGE I OF I .
EXHIBIT A
. .
Beginning at a point 226 feet South of a point on South line of Lot I of Subdivision of the Paul
Brattain Donation Land Claim 63, Notification No. 3222, in Township 17 South, Range 3 West
of the Willamette Meridian, as platted and recorded in Volume 2, Page 20, Lane County Oregon.
Plat Records, which point said SouthJine of said Lot I is also South 268.62 feet and North 880
52' East 2354.88 feet frolll Northwest corner of said Donation Land Claim No. 63; run thence
South "120 feet to the North line of"F" Street! if extended Easterly; thence South 880 52' West
60 feet; thence North.l20. feet;.thence North 880 52'. East 60 feet to the Point ofBeginni.ng, in
I,ane County, Oregon. .' ,. . .,
,
.'
'.
.... --."
SCHEDULE "B"
ALTA OWNER'S POLICY
ORDER NO: ELT-51809
POLICYNO: 0-780149261
This policy does not insure against loss or damage (and the Company will not pay costs,
attorney's fees or~xpenses) which arise' by reason of:
B: GENERAL EXCEPTIONS:
1. Taxes or assessments which are not shown as existing liens by the records of any taxing
authority that levies taxes or assessments on real property or by the public records. Proceedings
by a public agency which may result in taxes or assessments, or notices of such proceedings,
whether or not shown by the records of such agency or by the public records.
2. Any. facts, rights, interests,' easements or claims which are not shown by the public .records .
but which could be ascertained by an inspection of said land or by making inquiry of persons in
possession thereof.
3. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing
the issuan~e ~hereof; ( c) water rights, claims or title to water, whether or not the matters excepted
under (a), (b), or (c) are shown by the public rec'ords.
4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts
which a survey would disclose, and which are not shown by the public records.
5. Statutory liens or other liens or encumbrances, or claims thereof, which are not shown by the
public records.
C:. SPECIAL EXCEPTION.S:
6. Grant of Easement and Right of Way, granted to the City of Springfield, Oregon, a municipal
corporation, including the terms and provisions thereof, by instrument Recorded February 10,
1948, Book 366, Pages 303 through 306, Reception No. 59236, Lane Courity Oregon Records.
7. Right-of-Way Easement for Electric Transmission or Distribution Lines, granted to the City:
of Springfield, a municipal corporation, including the terms and provisions thereof, by
instrument Recorded February 23, 1951, Book 433, Page 209, Reception No. 39871, Lane
County Oregon Records. '
8. Agreement Regarding Use Limitations, including the terms and provisions thereof, between
McKenzie- Willamette Regional Medical Center Associates, LLC, a Delaware limited liability
company (New Hospital LLC), and Springfield Professional Building Associates, LLC, an
Oregon limited liability company (SPBA), by instrument Recorded March 7, 2006, Reception
No. 2006-015382, Lane County Oregon Records.
CONTINUED
'.
ALTA OwNER'S POLICY
ORDER NO: ELT-51809
POLICY NO: 0-780149261' .
SCHEDULE "B"
. .
NOTE: Taxes, Map No. 17-03-36-22~07000, Code 19-00, Account No. 0328144, 2006-2007, .
$342.94, paid in full.
END OF EXCEPTIONS
. .
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Authonzed cou1frsl9hafIJre- / I-
EVERi;~EN LAND TITLE COMPANY
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istevvarf
. - title insurance company of oregon
ASSUMPTION CERTIFICATE No.
0-780IA9261
. .. . .'. . 0-7801-49261
ThiS Certificate is attached to and constitutes a part of Title Insurance POliCY No.
(the "Policy") of STEWART TITLE INSURANCE COMPANY OF OREGON ("CEDER").
Name of Insured:
G STREET UROLOGY CENTER, LLC
an Oregon Limited liability company
In consideration of the premium paid under the Policy, it is hereby understood and agreed that
STEWART TITLE GUARANTY COMPANY ("REINSURER"), of Houston, Texas, reinsures all liability under
the Policy and that in the event STEWART TITLE INSURANCE COMPANY OF OREGON shall fail to pay
any valid claim under the Policy.by reason of loss or damage insured against, then such loss covered by
the terms of the Policy shall be the responsibility of STEWART TITLE GUARANTY COMPANY.
In witness whereof, STEWART TITLE GUARANTY COMPANY has caused this Assumption
Certificate to be signed and sealed by'its duly authorized officers to be effective as of the Date of Policy
numbered above. -
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K & A Engineering, Inc.
3327 Roanoke Ave., Eugene, OR 97408
(541) 684.9399 Voice
(541) 684-9358 FAX
January 15, 2007 ,
Mr. Terry Fitzpatrick, Administrator
Urology Healthcare, P.C.
2400 Hartman Lane, Suite 200
Springfield, OR 97477
Project: 180.06
Subject: Geotechnical site investigation .
1457 G St., Tax map17033622,Tax lot 6800
Springfield, Oregon
PURPOSE AND SCOPE .
As requested, K & A Engineering, Inc. has completed a geotechnical site investigation of the subject project site.
The purpose of Ihis investigation was to characterize the nature and extend of subsurface soil conditions and
make recommendations for foundation design criteria.
Our understanding is that a new medical facility is proposed for construction at this site. The structures will
include a large concrete vault with foundation loads ranging from 6 to 1 O-kips per lineal foot and other
conventional structures with foundation loads ranging from 1 to 3-kips per foot.
The scope of our services included making geotechnical borings, engineering analysis, and this written report.
'SITE INVESTIGATION AND FINDINGS
General Site Characteristics
The project site is located in the south-central area of town, south of the existing McKenzie-Willamette Medical
Center and approximately 1.8-miles south of the McKenzie River. The site is currently the location of a wood-
framed single~story medical office building surrounded with a paved parking lot. The existing ground surface is
essentially flat with no remarkable topographical relief.
I
It is important to note that there appears to be a large underground fuel storage tank located along the south
side of the existing building foundation. Control valves and piping appear to be routed to what may have been a
generator located in the building. We also noted that sanitary sewer and eiectrical service are currently located
. underground running'from the south property boundary to the south foundation ot the existing building.
The geology of the project site consists of quaternary delta deposits that include silts, sands, and gravels having
_ a v'ariable depth over weak sedimentary sandstones and siitstones of the Eugene formation.' This is consistent
with the findings'in our geotechnical borings (see below). Groundwater can characteristically be moderately
high (within 10-feet of the ground surface).
1 Ian P. Madin and Robert B. Murray, Preliminary Geologic Map of the Eugene East and Eugene West Quadrangles, Lane
County, Oregon, Open-file Report OfR 0-03' 11, Oregon Department of Geology and Mineral Industries. 2004.
PRE-SUBMITTAL REC'O
JAN 1 7 Z007
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K & A Engineering, Inc.
Subsurface Soil Conditions
Two borings were made at the site. Our proposal was for four shallow borings with the assumption that we
would possibly encounter bedrock within 20-feet. Bedrock was 'notencountered and the decision was made to
attempt to extend two borings to depths greater than 20-feet. See the attached Geotechnical Site Plan for
locations of these borings. Graphic logs 'of the borings are attached to this report.
,
The soils and groundwater in each boring were remarkably consistent and included approximately 1-foot of
asphalt pavement and crushed rock bas8'over 8-feet of brown stilf moderately plastic silt over very dense
poorly graded sandy gravels and poorly graded gravelly sands. Groundwater was at approximately 12-feet
below the existing groundsurtace.
Boring DH1 was successfully extended to a depth of 31.5-feet. Boring DH2 was extended to a depth of 20-feet
before sands welling into the auger casing prevented further sampling and testing.
The borings were sealed with bentonite and capped with concrete aiter completion of the borings.
SUMMARY AND RECOMMENDATIONS.
General Suitability
The site is suitable, or can be made suitable, to support the proposed foundations. Heavy foundation loads
should be supported on the underlying
We recommend that the site is suilable,for the proposed construction.
It is our understanding that the proposed construction includes a vault for medical laboratory testing constructed
at very thick concrete that will have extremely high dead loads. The very dense gravelly sands and sandy
.gravels found at a depth at approximateiy 9-feet below the existing ground surtace will provide an extremely
high bearing capacity. For extremely high loads we would not recommend supporting foundations on or in the
upper layer of brown silt.
Recommended Foundation Type'
Depending on the grades and size 9f the structure, suitable foundation types could include spread footings
supported by a controlled granularfili that extends from footing grade to the dense gravelly sands or sandy.
gravels. Alternatively the structure could be supported by a grade beam system supported by piles, piers, or
rock columns that extend into the dense gravelly sands or sandy gravels. .
Geologic Hazards
Slope Stability
There are no significant slopes on, or near, the project site. There is no hazard associated with slope
movement.
Expansive Soils
The moderately plastic silts are moderately expansive. There is a moderate hazard associated with expansive
soils. Our recommendations for foundations and concrete slabs-on-grade will mitigate this hazard.
Project: 180.06
Client: Urology Healthcare, P.C.
1457 G. St., Springfield, OR
Page 2 of 11
August 9, 2006
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K & A Engineering, Inc.
Earthquake Ground Motion ~ Liquefaction
Thenj:is a low hazard associated with liquefaction from earthquake ground motion. The low-hazard
determination was made because of the highly over-consolidated (stiff) silts and the absence of loose, poorly
graded granular soil.
Earthquake Ground Motion - Design Criteria
There are no unusual hazards associated with earthquakes other than those hazards known for the greater area
of east Lane County. We recommend a site class of "C" for determination ordesign earthquake loading, as
defined in Table 1615.1.1 of the 2004 State of Oregon Structural.Specially Code.
Site Development
Clearing and Site Preparation
Clearing at this site will consist mainly of removing existing, to-be-abandoned footings, concrete or asphalt
pavements, and abandoned underground utilities. To our knowledge there are no significant areas at soil having
roots and other organic matter. However we should inspect the site during clearing operations to identify any
other unsuitable materials and make recommendations for removal or mitigation. Based on past experience
with sites similar to thiswe expect that there may be underground structures that are presently unknown, such
as. septic tanks, drain fields, and drywells. These may have to be removed.
All existing to-be-abandoned structural foundations and utilities should be removed from the site, including
loose or unconsolidated fills, non-native or disturbed soils, construction debris, and organics. We recommend
that any existing granular fills, drain rock, or other construction materials be excavated and removed from the
site. Re-use of existing non-native or disturbed soils as fill presents a significant practical problem from the
standpoint of quality control should be avoided. Excavation should extend to footing grade or native undisturbed
soil below footing grade if footing grade is in existing unsuitable soils or materials to-be-removed. K & A
Engineering, Inc, should be contacted to inspect the site during clearing operalions to verify suitabie subgrade
soils and minimum depth of clearing.
Fills necessary to bring the cleared area to the desired grades should consist of select granular fill conforming to
the materials and placement specifications below. .
Cut Embankments
Based on our understating ofthe proposed project there may be significantly high temporary cuts to
accommodate construction of underground features. Our understanding is that there will not be any permanent
cut slopes.
Temporary cuts up to 4-feet may be verticai for brief periods during clearing and utility construction. long"
term temporary cuts (for periods more than 2-weeks) should have a slope not exceeding 0.75 horizontal to 1
vertical.
Short-t?rm cuts should be protected from surface erosion.
Fill Embankments
We anticipate that low fills (not exceeding 4-feet in height) will be made for landscaping -of the site after
construction. Based on our understanding of the proposed construction and of the site there is not planned nor
Project: 180.06
Clieht: Urology Healthcare, P.C.
1457 G. St., Springfield, OR
Page 3 of 11
August g, 2006
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- is there a need for permanent load~bearing exposed fill slopes. Permanent exposed fill slopes should not exceed
3.horizontal to 1 vertical. Pennanent fills should be vegetated or armored for erosion protection.
.Pavements
Design Assumptions
We anticipate that traffic on the, paved parking .and loading areas that service the proposed building will consist
of moderate delivery truck and passenger vehicle traffic. The native stiff brown' silts have a low to moderate
subgrade modulus, estimated to be 5,000-psi based on soil classification and soil consistency as determined
by standard penetration testing.
We estimated traffic as shown on Table 1.
'Table 1 - Pavement Design - Traffic Estimate
Vehicle
I Light passenger vehicle
I H20-44 loaded
I H20-44 empty
I HS 20-44 loaded
I HS 20-44 empty
I.
Vehicle/day
400
5
5
2
2
Days/wk
5
2
2
1
1
Analysis .
Wk/yr Period, Yr.
52 20
52 20
52 20
20 20
20 20
Total Estimated 18.kEAl
18kEAl I
830 I
129,300 I .
140 I
19,870 I
10 I
150,180 I
Roadway Subgrade
After clearing, grubbing, and grading, the subgrade for the roadway should be compacted so that the top 12-
inches has a dry density equal to or exceeding 95% of maximum as determined by ASTM D698, Alternatively,
if wet weather precludes compaction, the graded undisturbed subgrade should be covered with pavement
geotextile prior to construction of the pavement structure.
. Pavement Construction
We recommend a pavement structure consisting of 12-inches of aggregate base covered with a minimum of
2.5-inches of dense-graded bituminous hot mix asphalt concrete pavement. 2 If construction is made during
wet weather causing overly soft saturated subgrade soil, pavement geotextile should be placed on the subgrade
prior to placement of the aggregate base.
Wet Weather Construction
Limited construction during wet weather is allowable provided that subgrade soils in the foundation pad areas
are not overly saturated or disturbed and weakened by heavy traffic loads. Care should be taken during clearing
and foundation pad preparation in wet weather to avoid depressions that could collect surlace runoff.
, .
2 Calculations based on AASHTO Guide for Design 01 Pavement Structures, 1993.
Project: 180.06
Client: Urology Healthcare, P.C.
1457 G. SI., Springfield, OR
Page 4 of 11
August 9, 2006
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Underground Utility Construction
There are no unusual hazards associated with weak or collapsing soils or high groundwater conditions. Hazards
associated with trench cave-ins for brief periods are low. Trench bracing should be made in accordance with
state and federal guidelines.
Foundation Support
Vault Foundation - Spread Footings
Our understanding is that a vault structure is to be constructed ot heavy concrete construction, which will
require support of large dead and associate'd transient loads.
. Conventional casl-in.place concrete spread footings are recommended for foundation support of concrete vault
structure. These spread footings should be supported on select granular fill that extends to dense sandy gravels
that are approximately 9-feet below the current ground surface elevation. We recommend an allowable bearing
. capacity otA-kips per square foot for these footings. This allowable bearing capacity can be increased by 33%
for transient load combination. ..
The foundation pad for the vault should be prepared by excavation and removal of silts to the native sandy
gravels. We recommend that the foundation pad for the vault extend at least 3-feet from the outside of the
perimeter footings. K & A Engineering, Inc. should inspect the foundation pad excavation and approve of the
sandy gravel subgrade prior to placement of select 'granular fill.
After removal of silt, the sandy gravels should be graded and compacted to a minimum dry density of 95% of
maximum as determined by ASTM 0698. Select granular fill should be layer placed and compacted according
to the placement specifications below to footing grade.
Footing grade should be a minimum ot 1-foot below final grade around the perimeter foundation.
,
Vault Foundation - Drilled Piers
A suitable alternate foundation system consists of drilled cast-in-place concrete piers. Piers would be
constructed in pre-drilled holes that extend a minimum of 1-foot into the sandy gravel soil at a depth below the
existing ground surface of approximately 9-feet. The recommended allowable end-bearing capacity for drilled
piers is 15-kips per square foot.
It is imperative that all loose soil at the base of the holes be compacted or removed prior to placement of
reinforcement and concrete. We should inspect and approve of all pre-drilled holes prior to placement of steel
or concrete. Steel reinforcement should be designed in accordance with section 1810 of the 2004 State of
Oregon Structural.Specialty Code.
Concrete should be placed using a tremmie or the hose from a concrete pump in such a manner so that the
concrete is placed from the bottom of the hole, advancing upward with the bottom of the tremmie pipe or pump
hose always slightly below th'e surface of the concrete. Concrete should never be dropped through the
reinforcing cage.
Uplift resistance of drilled cast-in-place piers will be a combination of concrete dead load of the piers and skin
resistance. We recommend a maximum skin resistance of 1.0 kips per square foot (this recommendation
Project: 180.06
Client: Urology Healthcare; P.C.
1457 G. St., Springfield, OR
Page 5 of 11
August 9, 2006
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includes a 33% increase for transient loads). For a 24-inch diameter pier, this caiculates to 6.3-kips per lineal
foot. We recommend that a cons~rvative maximum of 7-feet of pier be used to develop uplift skin resistance.
Vault Foundation .,- Stone Columns
Foundation sLipport can also be achieved by construction of stone columns or continuous stone walls
(supporting continuous strip footings) extending from the foundation, through the silt, to end-bearing on the
dense sandy gravel.
Typically stone columns are constructed. by ramming stone into pre-drilled holes so that the stone slightly
expands the hole diameter, engaging the stone into the silts at the sides of the column and achieving good
bearing contact on the bearing stratum (sandy gravels).
The recommended allowable end.bearing capacity for stone columns or stonewalls on the dense sandy gravel
is 1 O-kips per square foot.
We recommend the use of durable-6cinch open-graded shot quarry stone for stone columns or stone walls. The
columns should have a maximum length to diameter ratio (UD) equal to or less than 3.0. Stone walls
supporting continuous strip loads should extend a minimumof 12-inches on either side'of the footing. Care
should be taken to ensure thatthe stones are interlocked by the use of a ram. Stone columns and stone walls
should be placed in lifts not exceeding 12-inches and rammed prior to placing the next lift unless otherwise
approved by the engineer. Proprietary systems of stone columns may use different materials and construction
sequences and should.be approved by K & A Engineering, In'c. prior to construction.
It is anticipated that building loads will be transferred to the stone columns or walls by shallow spread footings.
We recommend that these footings bear on the top of the stone a minimum of 12-inches below final grade. The
allowable bearing capacity of shallow spread footings supported by the stone columns or stone walls is 4-kips
per square foot.
Anchors embedded at the base of the column or wall can provide uplift resistance in stone columns or walls.
Steel plates connected to steel cables are typical anchor assemblies. The recommended allowable uplift
resistance, if anchor systems are employed, is 1.0-kips per square foot of skin resistance at the interface of the
stone and native silts.
Framed Office Foundation
We recommend shallow strip and spread footing support for the lighter office structure (assumed to be a one-
story conventionally framed structure with roof loads). These footings shouid be supported on undisturbed
native silty subgrade at a minimum deptb of 2-feet below the final ground surface, or should be supported on
select granular fill that extends to undisturbed native silty subgrade at a minimum depth of 2-feet below the final
ground surface. \ .
The maximum allowable bearing pressure for strip and isolated footings is 1.3-kips per square foot. The
maximum footing width for strip footings is 2-feet and the maximum width for isolated footings is 4-feet. The
differential settlement for the composite foundation system is calculated to be 0.24-inches or less.
K & A Engineering, Inc. should be consulted to provide additional recommendations for loads that exceed the
maximum capacity constrained by the above recommendations.
Project: 180.06
. Client: Urology Healthcare, P.C.
1457 G. St., Springfield, OR
Page 6 of 11
AUQust 9, 2006
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Foundation Area Drainage
We recommend that perimeter footing drains be constructed. These drains should consist of perforated
drainpipe placed at or near footing grade with perforatins facing downward covered with 12-inches minimum of
drain rock that is completely enveloped with separation geotextile. Footing drains should be routed to a sump
that pumps collected water to the city storm drain system.
Final grading around the perimeter foundation should slope away from the foundation ai a minimum grade of 2%
for at least 10-feet. Backfill around the perimeter foundation should be graded and firmly compacted to
reasonably minimize infiltration of surface runoff into the subgrade supporting the footings.
Slabs-an.Grade
Interior slabs-an-grade in those pOrfionsof the foundation that are supported by shallow foundations on native
silt subgrade should be constructed on a minimum of 18-inches of select granular fill that extends to the
prepared native silt subgrade. We recommend a minimum slab thickness of 4-inches that is reinforced with #3
grade 40 rebarspaced at 24-inches O.C. each way. The rebar should be placed in the middle of the slab.
Concrete slabs-an-grade should have either tooled or sawcut construction joints spaced at 12'18et O.C. max.
each way.
Interior slabs-an-grade in the vault should be constructed on 4-inches minimum of select granular fill that
extends to the prepared subgrade in the sandy gravels.
These recommendations are made considering the moderate hazard of expansive soils and will reduce the
likelihood of heaving due to expansive soils.
Retaining Walls .
Restrained retaining walls should be designed for an equivalent fluid density of 66-psf/ft and an additional
uniform lateral pressure of 83-psf/ft (influence of traffic loading). Cantilevered walls should be designed for and
equivalent fluid density of 39-psf/ft plus an additional uniform lateral pressure of 83-psf/ft (influence of traffic
loading).' .
We recommend a coefficient at sliding of 0.45 for footings supported on prepared native silt subgrade soils and
a coefficient of sliding of 0.65 for footings supported on prepared sandy gravel subgrade soils. Note that these
coefficients are NOT modified by a safety factor.
Drywells or other Surface Drainage Features
Soils at this site are NOT suitable for disposal of surface runoff, either by use of a conventional drywell or
infiltration of surface water by swales or other.surface features. The silts have a low permeability making on-
site stormwater disposal impractical.
Additionally collecting water in surface features near the foundations couldsotten subgrade soils, reduce
bearing capacity, cause high differential settlement, and cause heaving due to expansive soils. Due to the
confined nature of the site we do not recommend swales or other "naturai" methods of local stormwater
disposal within 20-feet of the foundation
Project: 180.06
Client: Urology Healthcare, P.C.
1457 G. St., Springfield, OR
Page 7 of 11
August 9, 2006
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SPECIFICATIONS
Materials
Select Granular Fill .
Select granular fill may consist entirely of fine select granular fill or a minimu.m of 9-inches of coarse select
granular fill covered with a minimum of 3-inches of fine select granular fill.
)
Fme Semct GmnumrFm
Fine select granular fill should consist of clean, durable, well-graded material with'a maximum particle size of 3-
inches and a maximum of .I 0% passing the no. 200 sieve. Select granular fill shall be placed in layers not to
exceed .l2-inches (loose) and mechanically compacted to a dry density exceeding 95% of maximum as
determined by ASTM p698 (Std. Proctor).
Coarse Select Granular Fill
. Coarse select granular fill should consist of clean, open-graded quarry stone having a maximum particle size of
3-inches. Quarry stone should be durable ahd have .I 00% fractured faces. Coarse select granular fill should be
placed in 12-inch layers and seated with a backhoe bucket or by tamping with excavation equipment.
Alternatively coarse select granular fill may consist of well,graded "bar-run' gravels.lrom a local alluvial source.
"Bar-run" coarse select granular fill shall pass the 4-inch sieve and shall have no more than 10%, by weight.
passing the no. 200 sieve.
Aggregate Base
Aggregate base should consist of clean, durable, well-graded material with a maximum particle size of 1 1/2-
inches and a maximum of 10% passing the no. 200 sieve. Aggregate base shall be placed in layers notto
exceed 12-inches (loose)" and mechanically compacted to a dry density exceeding 95% of maximum as
determined by ASTM D1557 (modified proctor).
Drain Rock
Drain rock should consist of 1 V, to 3-inch clean, open-graded, and durable round river stone or angular quarry
stone.
Native Structural Fill
No soils at this site are recommen~ed for native structural till.
Sub grade
Subgrade refers to compacted, graded natjve soils underneath stripped and grubbed organic layers that will
receive constructed fills or embankments.
Separation Geotextlle
Separation geotextile should consist of a non-woven, needle:punched, polypropylene fabric meeting the
following specifications:
Project: 180.06
Client: Urology Healthcare, PC.
1457 G. St., Springfield,.OR
Page 8 of 11
August 9, 2006
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K & A Engineering, Inc.
Jable 2 - Separation Geotextile.Specifications
Property Test Specification I
Method
Grab Strength ASTM > l.4kN I
04632
Tear Strength ASTM > 05 kN I
04533
Puncture Strength ASTM > 0.5 kN I
04833
Burst Strength ASTM > 3,500 kPa I
03786
Permittivity ASTM >'.02 sec" I
04491
I App'arent Opening Size (ADS) ASTM < 0.6 mm I
.04571
I Ultraviolet'Stability ASTM > 50% ret. After 500 hours I
04355 exposure
A manufacturer's printed certification is acceptable as proof of compliance in lieu of laboratory testing. Fabrics
that meet this specification include Amoco Fabrics and F'ibersCo. ProPex 4545.
Separation geotextile should be placed free of wrinkles or other discontinuities. Torn, punctured, or damaged .
fabric should be replace. Separation geotextile should have a minimum lap at seams of 12-inches.
Pavement Geotextile
Pavement geotextile should consist of a woven polypropylene fabric meeting the following specifications:
TableA . Pavement Geotextile Specifications
I Property Test Specification I
Method
I Grab Strength ASTM' >l.4kN 1
04632
I Tear"Strength ASTM > 0.5 kN I
04533
I Puncture Strength ASTM > 0.5 kN I
04833
I Burst Strength ASTM > 3,500 kPa I
03786
I. Permittivity ASTM :> .05 sec" 1
04491
I Apparent Opening Size (ADS) ASTM < 0.43 mm 1
04571
I Ultraviolet Stability. ASTM > 50% ret. After 500 hours I,
04355 exposure
Project: 180 06
Client: Urology Healtncare, P.C.
1457 G. St., Springfield, OR
Page 9 of 11
August 9, 2006
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K & A Engineering, Inc.
A manufacturer's printed certification is acceptable as proof of compliance in lieu of laboratory testing. Fabrics
that meet this specific~tion include.Amoco Fabrics and Fibers CO..proPex 4006.
Pavement geotextile should be placed fre'e of wrinkles or other discontinuities. Torn, punctured, or damaged
fabric should be replace. Separation geotextile should have a minimum lap at seams of 12-inches.
Drain Pipe
Drainpipe for foundation drain systems shall consist of rigid ADS3000 Triplewall pipe or schedule 40 rvc. .
Perforations should be either prefabricated by the pipe supplier, or constructed by drilling 'h-inch diameter holes
spaced at 8!' into solid pipe. Perforations should be placed down. K & A Engineering, Inc. should be
contacted to review and approve perforat~d drainpipe prior to installation.
Placement Specification
Gener?1 recommendations for'placement'of earthwork' and specified materials are as follows:
. Strip and remove all construction debris and to-be abandoned structures, pavements, and'fi.lls.
Remove any organic soils and organic'matter that may be found in thesubgrade.
. Compact subgrade prior to placing constructed fills: embankments, pavements, or foundations. The
subgrade should, be compacted to a minimum of 95% of maximum as determined by ASTM 0698.
Compaction may not be possible during wet weather or for soils having moisture contents exceeding
optimum.
.' Fine select granular fill should be placed in 12-inch maximum lifts (loose) and compacted using a
smooth drum vibratory roller to an in-place dry density exceeding 95% of maximum as determined by
ASTM 0698.
. Coarse select granular fill'consisting of open-graded quarry stone should be placed in 12.inch
maximum lifts (loose) and seated using a backhoe bucket or tamping with excavation equipment.
Coarse select granular fill consisting. of "bar-run" sandy gravels should be placed in 12-inch maximum
lifts and compacted using a heavy vibratory drum roller having a minimum dynamic 'compaction of 35- .
kips until no visible deflection isobserved in the !ill: Adequate compaction should be determined in the
field by a qualified geotechnical engineer.
.. Quality control of constructed fills and embankments and compaction of subgrade should be provided
by a qualified geotechnical engineer or a mate"rials testing company approved by the geotechnical
engineer. Aquality control program should have a systematic plan for obtaining random. samples ot
sufficient quantity to assure reasonable compliance with'these specifications. .
. LIMITATIONS OF THIS REPORT
,. ., "
This report has been prepared for the exclusive use of Urology Healthcare,'P.C. and its design consultants for
the subject proposed structure. .
This geotechnical investigation, analysis, and recommendations meet the standards of care of competent
geotechnical engineers providing similar services al the time these services were provided. We do not warrant
or guarantee these recommendations, site surface, or subsurface conditions. Exploration test holes indicate
soil conditions only at specific locations (i.e. the test hole locations) to the depths' penetraled. They do not
,
Projed180.06
Client: Urology Healthcare, P.C.
1457 G. St, Springiield, OR
Page 10 of 11
'. August 9, 2006
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necessarily reflect soil/rock materials or groundwater conditions that exist between or beyond exploration
locations or limits.
The scope of our services does no!"include construction safety precautions, techniques, sequences, or
procedures, except as specifically recommended in this report. Our services should not be interpreted as an
environmental assessment of site conditions.
Thank you for the opportunity to be of service. Please call us if you have questions or need further assistance.
Sincerely,
Project: 18006 " 1457 G. St., Springfield, OR
Client: Urology Healthcare, P.C.
Page 11 of 11
August 9, 2006
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VICINITY MAP
1457 G STREET
SPRINGFIELD, OR
PROJECT: 180.06
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k-a
enqlneerln9
geotechnical/ "lvil .
engineering
Eugene, OR 97408
541 684 9399 541 684 9358 fax
t'roject: 1457 G. S\. SDrinofield. OR
Client: Urolooy Healthcare. P.C.
Job No: 180.06 Date: 8/16/2006
Sheet: 1 of 1
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3327 Roanoke AVe.
Eugene,OR,97408
Telephone (541) 684,9399
l"noinl"rrino Fax: (541) 684-9399
Project Urology Healthcare, P.C.
Job No.: 180.06
Location: 1457 G Street, Springfield, Oregon
Top of Casing Elev.:
H.S. Auger
Split Spoon
Drilling Method:
Sampling Method:
Coordinates:
LOG OF BORING DH1
Sheet 1 of
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Date Bo-ring'Completed: 8/16/06
Logged By: MDR ' Vane Shear' Grab
Orillino Contractor: PNW Drilfino [g Split Spoon Rock Core
The stratification.lines represenfapproximate boyndaries. The transition may be gradual.-'
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K & A, )neering, Inc.
3327 Roanoke Ave.
Eugene, OR 97408
Telephone: (54 i) 684-9399
e"oin"prin~ Fax: (541) 684-9399
~roject: Urology 'Healt~care, P.C.
Job No.: 18006
Location: 1457 G 8,treet, Springfield, Oregon
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Sheet 1 of
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The stratification lines'fe-present approximate boundaries The transition may be'graqua).
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OREGON UROLOGY
Drainage Study
Spri ngfield, Oregon
Engineer of Record:
Monica B. Anderson, P.E.
Project Manager:
Mikael D. Shields. P.E.
Designers:
Ryan Nossaman & Geoff Larsen
January 16, 2007
PRE-SIIR~~'TTA I DEC'D
JAN 1 7 Z007
SHE Project No. 2100-071-06
~
BALZHISER. & HVBBAR.D ENGINEER.S
Mechanical. Electrical. Civil. Surveying
100 West 13th Avenue, Eugene, Oregon 97401
Phone: 1541) 686-8478. Fax: 1541) 345-5303
www.bhengineers.com
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Oregon Urology
Storm Drain Study
January 16, 2007
INTRODUCTION
The purpose of this study is to meet the requirements Stormwater Management System Study for a
Site Plan Review submittal. The study is a Mid-Level Development Study and includes an analysis
of the post development flows for the WQ, 2-year, and .25-year design storms and discusses the
plan for discharging and treating storm drainage.
The proposed development is located on Tax Lots 6800 & 7000, Map 17-03-36-2-2 (Appendix F).
The property is approximately 0.94 acres in size. The existing use is a medical office building with
associated parking on Tax Lot 6800. Tax Lot 7000 is unimproved with a small storage building and
graveled access road connecting to F Street. The City of Springfield mapping shows that there are
no public stormwater facilities within the adjacent streets to the project site (Refer to Appendix C)
and the City of Springfield does not have any capacity or HGL information available for the public
stormwater system downstream of the site in G Street or F Street. There is one existing public catch
basin across G Street from the site. A field investigation by City maintenance staff found that this
basin has no outlet. The existing developed site sheet drains to the street curb and gutter and is
received by a catch basin on the southeast corner of the 14th Street/G Street intersection.
Flood Insurance Rate Map No. 41 039C 1142F indicated that the parcel is located in Zone X-areas
determined to be outside of the 500-year flood plain (Appendix G). The National Wetlands Inventory
mapping does not show any wetlands on the project site (Appendix I). City of Springfield Wellhead
Protection Areas-Contaminant Source Inventory mapping shows the site as being located within
the 5-10 year time of travel zone and therefore is located within the Drinking Water Protection
Overlay District (Appendix E). The Soil Survey for Lane County shows soil permeability for the site
as being "moderate", the runoff rates as being "slow", and a "slight" hazard for water erosion
(Appendix H). There are no streams or waterways running through the site. .
DOWNSTREAM CONDITIONS
. Relative to the adjacent street grading along G Street and F Street the site is located at the
upstream end of the local street drainage basin. Both streets drain west to 14th Street as verified
by the topographic survey.
. The City has approved site runoff to enter the curb. and gutter on G Street and F Street
respective to the location of the site. The City has requested that the post-development site
runoff condition not exceed the pre-development site runoff condition.
. The City requested we explore infiltration for roof runoff. Based on the geotechnical
investigation, the onsite soil conditions will not support infiltration therefore; roof drainage will be
routed through the WQ swales as discussed with City staff.
~~^LZ~IISfR & ~U~I:RD
!fI~
E,'iGINElIZS
PAGE 1
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Oregon Urology
Storm Drain Study
January 16, 2007
SITE STORM DRAIN CALCULATIONS SUMMARY
. The proposed site storm drain system is composed of drainage sub basins A, B, C, D & R. Each
sub basin will ultimately discharge through piped weep holes in the adjacent public street curb.
. The northwest portion of the site as well as the roof runoff (sub-basins A & B) will drain to a
swale located along the west property line (Refer to Appendix B).
. The.northern portion of the site will (sub-basins B & 0) drain to swales located along the north
property line adjacent to G Street (Refer to Appendix B).
. The southern portion of the site (sub-basin C) drain will drain to a double-chambered catch
basin equipped with an oil filtration insert (Refer to Appendix B).
. Based on the assumed downstream conditions the north and south sides of the site will not have
backwater conditions for the 2-year storm event, with the following exception: Sub basins D and
R will drain to the upstream end of on site swales through a permanently surcharged pipe
system. The pipe systems for sub-basins D and R are sized to accommodate at least one foot of
free board between the 2 year HGL and the finished floor elevation or structure rim respectively.
Bubbler catch basins will be constructed with 2-foot sumps to accommodate maintenance and
minimize long-term sediment back up.
. The starting HGL for the site is governed by depth of flow in the existing curb and gutters. The
existing gutter flow is expected to be relatively small because the site is located at the upstream
end of the local street drainage basin. As a result, the HGL within the gutter is not considered
for the 2-year storm and all outlet pipes are assumed to reach normal flow depth at the
downstream end.
. Approximately 0.5 ft of freeboard will be maintained between the 2 year HGL and the adjacent
top of pavement grades. Because of limiting site conditions, one foot of freeboard cannot be
maintained between the 2-year HGL and the rim of all structures.
o Our calculations show that the required water quality design standards were met for the
proposed project (Refer to the Water Quality Summary below for more details).
o The post-development site runoff condition does not exceed the pre-development site runoff
condition.
o Analysis shows the pre-development 2-year storm event results in a net peak flow of 0.61 cfs
from the site and the post-development 2-year storm event will result in a net peak flow of 0.61
cfs from the site.
o The pre-development site generated flow distribution from the north and south portions of the
site will remain the same for the post-development condition.
OVERFLOW IMPACTS IN THE 25-YEAR DESIGN STORM
. During the 25-year storm site drainage will exceed the capacity of the on-site discharge piping,
and will overflow to the public right of way. Overflow will consist of surface flow across site
entrances, across public sidewalks, and into public curb and gutter. Ponding in pavement areas
is not expected to occur during the 25-year storm.
o Gutter flows resulting from the 25-year storm are not expected to adversely impact the public
roadways. According to EDSP Section 4.05(E), streets that are classified as collector or above,
must have no more than 4 inches of flow depth along the face of curb, and no more than 2 feet of
flow spread into the travel lane. Based on hydraulic analysis of gutter flow, the worst-case
scenario would produce gutter flow depth of 2.4 inches at the face of curb, and spread reaching
approximately 1.8 feet into the travel lane of G Street. (Refer to Appendix C). This analysis
assumes that each travel lane is 12 feet wide, measured from the centerline of the roadway.
Gutter flow from areas upstream from the site are not considered in this analysis.
. Analysis shows the post-development 25-year storm event will result in a net peak flow of 0.96
.ds from the site.
~A--B^LZIIIS~~-ZH UIH\~RD ENCINEERS
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PAGE 2
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Oregon Urology
Storm Drain Study
January 16, 2007
WATER QUALITY SUMMARY
. City of Springfield Water Quality Design Standards require that 50% of non-building rooftop
(NBR) impervious area be treated using vegetative methods. The remaining 50% of NBR
impervious area must undergo pre-treatment through double-chambered catch basins with oil
filtration media. For the proposed development, vegetative treatment is achieved for
approximately 62% of the NBR impervious area. This area will pass through vegetated swales
with single-chamber catch basins at the overflow. The remaining 38% of NBR impervious area
will undergo pre-treatment through a double-chamber catch basin with oil filtration media. (Refer
to Appendix D).
. A water quality storm of 0.83 inches in 24-hour period was used for the water quality
calculations. (Refer to Appendix D).
. Vegetative swales have been sized in accordance with generally accepted City of Springfield
design criteria. The Water Quality Swale was designed to have minimum residence time of 9
minutes, a minimum slope of one half of a percent and 12" of permeable growing medium to
allow some infiltration to the underlying soils. (Refer to Appendix D).
APPENDICES
Appendix A: Stormwater Scoping Sheet
Appendix B: Pre and Post-Development Drainage Basin Maps and Area Calculations
Appendix C: Public System Record Data and Peak Flow Calculations
Appendix D: Details and Flow Calculations
Appendix E: Wellhead Protection Areas-Contaminant Source Inventory Map
Appendix F: Tax Map
Appendix G: Flood Plain Data
Appendix H: Soil Properties Data
Appendix I: National Wetlands Inventory Map
P:\21QO-071-06\CiviI\SD Sludylrep RNN 122806 SD Study.doc
F~LZH'SE~ & HL~IIl~\Iu) ENGINEERS
~~
PAGE 3
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BAlZH ISER
& HUBBARD
ENGINEERS
ApPENDIX A: STORM WATER SCOPING SHEET
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pueuc WORKS DEPARTMENT I Engineen'ng Division
Phone: (541) 726-3753 Fax: (541) 736-1021
STORMW A TER MANAGEMENT SYSTEM SCOPE OF WORK
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-- (Area below th1..f lim: Ft.l./.et!vul by AppliclV1l)
(plea.rt return roMan StcllIder@CityofSpringfie/dPubli< Works Engirnering; Fax # 736-1021. Phane # 736-1035),
~mail:m:slaud(!r(ciJci.~rin~field..or.us
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Project Name: o€u,.otV uea...oc:..v
Assessol'S Parcel n -0-:3 - 3 c.,- 2- L Go"OOI'lOOD
Land Use(s): ~o,.,,yral</t<-
Project Size (Acres): I '7 <r ,ltC
Approx. Impervious Area: '2'''. '-Od S'r
Applicant:
Date:
Phone #:
I Fax#:
Email:
~~S 1 fL '- .,;~~ 6>l4 u1,\ 1.teS
0'(<:. "" ZJ>.c,.
1'S'f 1- (,el.. - Bent I .
S""tl- $'K""- '5"J n L-
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Project Description (Include a copy of Assessor's map):
i!\'2. $1.\ ""''''~(STf of l'. (~r>"'-r,(..) ",",0 ,) ,-us rc""",^, I Ac:,e.1 ,--I Jr~t. IT d "'''''''''''''1.0
()N c... S1"Illj.1" WITI"";'\ ~~Cd~O.A1i!.Y .-"'t'CIfL~j t::€.,......... ~ S'Tfl.L.l,....-. 1""1'M.. "kl$-r/.....J4 &..,'L.OINC,c;
k.ll'-'L. 61 Pt:....,,lL-l!a~O. TH-1. ~1l,J~""C"(jo,.J fc...'f"a~ I ~ f-1lIZ I"t" .v'\.'-\J ~ll..OJ~" "'-r~ A"
",&00 $~ ;:~.Ttt'lZlrtr -,...../'4- ;"'t"S'$OC-/-"f'?"SO ~~Itt{,,J4. ,"'''a.",u~ .jJTL ,,,,,,,,I'eJ'('.,u.(~S".
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Drainage Proposal (public connection(s), discharge location(s), etc. Attach additional sheer(s) ifnecessary:
C...~...J,."l I- ..... ",,,,-tu.J,,,d ~ (.".-- 0(,......" 1,,"'<... I'~u.... /4~' s~J I"';'"
('" ,J.,,=+- ",I"",") u.... ('"('-' J..; 4. ....-4....,..
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'}'roposed StoTwater Best Mana!!ement Practices;
t.J ve..-' )&,. '''''''~ -I~... .....0...._ rJ).J.. 1"-'''''6#.
ii?) ".~"""- c:J.v.-.l,...rd. ''''+..It c.......... s .
"3.) or r<-c.. .............,."1 0; ~'"" .~:\_
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fA.rt".o /udow chili 1J.n.~ fi/kil (JIll. bv the CiN O/ttJ ReJurucd ta the ADDUcant)
(At a minimum. all boxes <h2ck<d by rhe City on rhefrolll and back Q[ thi4 ,/Mel,hD./l be submitted
(or an aPDlicarion 10 be comvlere for submittal. CJLthouf!h other reQuirements mav be necessan'.)
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Draina!!e Study Tvne ffiDSPM Section 4.03.2): (Note. UH may be substituted fOT Rational Method)
o Small Site Study - (use Rational Mothod for CIl!culation,)
ti Mid-Level Development Study - (use Unit Hydrogroph M~thod tor coleuJations)
o Full Drainage Development Study - (use Unit Hydrograph Method for CIl!culations)
Environmental ConSiderations:
~ Wellhead Zone: ~ -(0 o.{~.z.. -r ~ TtMJ!.
ffj WetlandlRiparian: rJ/I'< _
~ Soil Type: "'.lh- (lbhw-.. I.Ir/.4.", ~ W!.J
) (,~
~ Hillside Development:
.. FloodwaylFloodpJain:
W Other Jurisdictions
tJ/1'\
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Downstream AnalvsL<:
W N/A
I .0 Flow line for starting water surface elevation:
8 Design HGL to use for starting water surface elevation:.
Manhole/Junction to take analysis to:
I Rerum to Mart Stouder@ City of Springfield, emai/: mstouderriJJci.sorinafield.or.us, FAX: (541) 736-1021
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::~:-::::E!r-" -y...", ~.... VOl n>..o.. V..... I ~v ~v"'~
IYCO~LETE STUDY ITEMS
\,;~~~ V.I" ..u-n~!H~r~L.L.1J C"n I@UU3/U03
F... Official Use 0rIIy: IlJII5:
I * Based upon rhe information provided on rhe front of this sheet. the following represents a mintmli11l of what is needed for an
'~"1pplicarton to be complete for submittal with respeer to drainage; howeller, this list should not be uud in lieu of the Springfield
JeIIelopln'''' Code (SDC) or the City's Engineering Design ManuaL Compliance with rhe$e requirements does not constitute site
I approval; Additional site specific information may be required. Not.: Upon $coping sheer submittal, ensure ClJlnplered form has been
signed in the space provided below:
Interim Design Standanls/Water Qnality (EDSPM Chapter 3)
Req'd NIA.
I1iiI 0 All non-building rooftop (NBR) :""'c, . ;ous surfaces shall be p....tre3ted (e.g. multi-chambered catchbasin w/oil filtration
media) for stormwater quality. Additionally, a minimum of 50% of the NBR impervious surface shan be treated by
vegetated methods.
o Where required, vegetB!ive stv.~~~"" design shall be consistent with interim design standards (EDSPM Section 3.02), set
forth by Ibe Bureau ofEnvirolllDenll1l Services (BES) or Clean Water Services (CWS).
o For new NBR impervious area less than 15,000 square feet, a simplified design approach Illay be followed as specified by the
BES for vegetative tJ:eaIment.
o If a .tormwater tr.~---t .wale is proposed, submit caJculationslspecifications for'sizing, velocity, flow, side slopes, bonom
slope, and seed mix consistent with eithtt BES or CWS requirements.
o Water Quality calculations as required in Section 3.03.1 oftbe EDSPM
~ All building rooftop mounted equipment, or other fluid containing equipment located outside of the building, shall
be provided with secondary containment or weather resiStant enclosure.
I General Study Reqnirements (EDSPM Section 4.03)
~ 0 Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon.
I I~ 0 A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map-
o Calculations showing system capacity for 82,(e",: s.torm event and overflow effects of a 25-y.~ storm. event
o The time of concentratioU(Tc) sball be detenilined using a 10 minute stlIrt time for developed basins.
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leview of Downstream System (EDSPM Section 4.03.4.C)
LJ 1111\ downstream drainage analysis as described in EDSPM Section 4.03.4.C On-site drainage shall be governed by the
. Oregon Plumbing Specialty Code (OPSC).
~ 0 Elevations of the HGL and flow lines for both city and private systems where applicable.
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Design of Storm Systems (EDSPM Section 4.04)
~ 0 Flow lines, slopes, rim elevationS, pipe type and sizes clearly indicated on the plan set-
~ 0 Minin:nrw pipe cover shall be 18 inches for reinforced pipe and 36. inches for plain concrete and plastic pipe materials, or
proper engineering calculations shall be provided when Jess. The cover shall be sufficient to support an 80,000 lb load
without failure of the pipe structure. .
~ 0 Mamring's "0" values for pipes sbalJ be consistent with Table 4-1 oflbe EDSP. All storm pipes shall be designed to achieve
a minimum velocity of three (3) feet per second at 0.5 pipe full based on Table 4-1 as well
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. :@i 0 Existing and proposed conto=, located at one foot interval. Include spot elevations and site gxades showing bow site drains
Ell 0 Private st,,,~"=.... easoments shall be clearly depicted on plans when private stormwater flows from one property to another
I 0 Ii} Drywells shall not receive runoff from any surface wlo being treatcd by one or more BMPs, with the exception of residential
building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to the website:
www_deo_STate.or.usJwa/~undwa!uichome.hcm fOT more information.
o fljDetention ponds shall be designed to limit runorfto pre-development ra1eS for the 2 through 25-y= storm events
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~17Iisform shaJJ be incwded III an =hmDIt, insUk th~fNJnl cover. of the stQrmwaJer study
I -IMPORTANT: ENGINEER l'LEASEREAL) BELOW AND SIGN! j
As the engineer of record, I bereby certify the above required itetnS are ./1, . 'J2 /L j ------ I
complete and included with the submitted StolUlwmer study and plan set SigwmrrefAJJ-'--- ~. Date I \q/rrl
Fonn Versioo 2: March2004
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BALZH ISER
& HUBBARD
ENGINEERS
ApPENDIX B: PRE AND POST-DEVELOPMENT DRAINAGE BASIN
MAps AND AREA CALCULA TIONS
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EXISTING CONDITIONS/PRE-DEVELOPMENT
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OVERAlL SITE DRAINAGE HYDROLOGIC
CONDITIONS
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(NBR IA) SUMMARY .
'!liROSSNBR1A: o.47AalES
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SURVE'{ORS
PO BOX 10347
EUGENE, OR. 97440
P: 541-686-8478
F: 541.345-5303
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PROJECT NO:
2l00~071-06
FILEN /lME
SD1.O.DWG
DESIGNER
GTL/RNN
DA TE: 01109107
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PO BOX 10347
EUGENE. OR 97440
p; 54\-686-8478
F:541-345-S303
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PROJECT NO:
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FilENAME:
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DESIGNER:
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DA TE 01/09/07
SHEET ~IO
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I SYSTEM HYDRAUUC NOTES . I
LX. REPRE5ENlSUNEYIN IIKIlEL
LX/2 IlD'RESEHlS ONE fS 2. PARAll.a. UNES IIlOmRm AS "'I: IN
M: WOOEI.. EAOt,ClF THE 21JNES ISl,lCllElED Wllti 1/2 (J"
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX C: PUBLIC SYSTEM RECORD DATA
AND PEAK FLOW CALCULATIONS
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1520 04
7
L
-...-----
. Rydraflo-w:Plan View
_._------
- - - -.,.
. '~
-'.'
. .Outfalll
.1CB1&2
Outfall . ,
VWutfBllo.. _
.~
'II CB4&5
"';'~
6'
5
--
Outfall 4
,~ ~
7
B
i\lI
CB6
. J
"i
Outfall
"
. ,
,
,
,
I .,.
,
,.
.. ...._.-.'.--,_.._-_.~~ ~'----'-'----'---'----'-
. .
'1
I
'_'.__'_'_'_ _~__...._.._J
Project file: SPR UROLOGY 2-YR.stm
-.. . .._....._., '_"'U .._,..,._~.., ..__.u_..._'_..,_____..__._....__,_________"'__..,___~~~._
No. Lines: 9 , 01-10-2007
____________._._.~..~.._..,.. _. _.____..~..__._,_.,._._ ....._....,."..n' _'_
................__...u..!.
Hydraflow Storm Sewers 2003 -:
. ~
- - - - - - - - - - - - - - - - - - -
bhe Page 1
Line DnStm Line line Line Line Flow Capac Invert Invert Gnd/Rim Gnd/Rim HGL HGL DnS\m
No. Lo No ID Size Length Slope Rate Full Dn Up EIDn EI Up Dn Up Ln No
(in) (It) ('!o) (cis) (cfs) (It) (It) (It) (It) (It) (It)
Outfall Ll/4 3 21.00 1.00 0.08 0.09 458.91 459.12 459.43 459.74 459.10 459.31 Outfall
2 Outfall L2/2 3 15.00 1.00 0,09 0.09 459.26 459.41 459.70 459.91 459.47 459.62 Outfall
3 Outfall L3/2 3 28.70 1.99 0.07 0.12 459.27 459.84 459.77 460.34 459.43 460.00 Outfall
4 Outfall L4 6 57.00 0.81 0.16 0.50 458.36 458.82 460.29 461.10 460.29 460.34 Outfall
5 4 L5 4 48.00 1.00 0.08 0.19 458.90 459.38 461.10 461.95 460.35 460.43 4
6 5 L6 4 156.00 1.00 0.04 0.19 459.38 460.94 461.95 461.95 460.44 461.05 5
7 4 L7 4 43.00 1.00 0.08 0.19 458.90 459.33 461.10 461.95 460.35 460.42 4
8 7 L8 4 118.00 1.00 0.04 0.19 459.33 460.51 461.95 461.95 460.44 460.65 7
9 Outfall L9 4 85.00 1.00 0.04 0.19 459.90 460.75 460.29 461.75 460.20 460.86 Outfall
Project File: SPR UROLOGY 2-YR.stm
\ Number of lines: 9
I Date: 01-09-2007
NOTES: ** At critical depth
Hydraflow Storm Sewers 2003
---------
Hydraulic Grade Line Computations
line Size
(1)
2
3
4
5
6
7
8
9
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- -
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Page 1
Q
Downstream
Check
Len
Upstream
JL Minor
coeff loss
Invert
elev
(in) (cfs) (It)
HGL Depth Area Vel Vel EGL
elev head elev
(It) (It) (sqlt) (ltIs) (It) (It)
Sf
Invert
elev
(It)
(13)
HGL Depth Area Vel Vel
elev head
(It) (It) (sqlt) (ltIs) (It)
EGL Sf
elev
(It) ('!o)
Ave Enrgy
Sf loss
('!o) (It) (K)
('!o)
(It)
(It)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11) (12)
(14)
(20)
(21) (22) (23) (24)
(15) (16) (17) (18)
(19)
3 0.08 458.91 459.10 0.19 0.04 2.03 0.06 459.16 0.993 21.0 459.12 459.31 0.19 0.04 2.04 0.06 459.37 1.005 0.999 0.210 1.00 0.06
3
3
6
0.09 459.26 459.47 0.21' 0.04 2.05 0.07 459.53 0.999 15.0 459.41 459.62 0.21 0.04 2.05 0.07 459.68 1.000 1.000 0.150 1.00 0.07
0.07 459.27 459.43 0.16' 0.03 2.10 0.07 459.50 1.130 28.7 459.84 460.00 0.16" 0.03 2.10 0.07 460.07 1.130 1.130 nfa
1.00 0.07
0.16 458.36 460.29 0.50 0.20 0.82 0.01 460.30 0.081 57.0 458.82 460.34 0.50 0.20 0.81 0.01 460.35 0.081 0.081 0.046 1.00 0.01
0.08 458.90 460,35 0..33 0.09 0.92 .0.01 460.36 0.177 48.0 459.38 460.43 0.33 0.09 0.92 0.01 460.44 0.177 0.177 0.085 1.00 0.01
4
4
0.04 459.38 460.44 0.33 0.09 0.46 0.00 460.45 0.044 156 460.94 461.05 0.11" 0.03 1.54 0.04 461.09 0.725 0.385 nfa
1.00 0.04
4
0.08 458.90 460.35 0.33 0.09 0.92 0.01 460.36 0.177 43.0 459.33 460.42 0.33 0.09 0.92 0.01 460.44 0.177 0.177 0.076 1.00 0.01
0.04 459.33 460.44 0.33 0.09 0.46 0.00 460.44 0.044 118 460.51 460.65 0.14 0.03 1.17 0.02 460.67 0.345 0.195 0.230 1.00 0.02
4
4
0.04 459.90 460.20 0.30 0.08 0.48 0.00 460.20 0.039 85.0 460.75 460.86 0.11" 0.03 1.54 0.04 460.90 0.725 0.382 nfa
1.00 0.04
I Number of lines: 9
I Run Date: 01-10-2007
Project File: SPR UROLOGY 2-YR.stm
NOTES: . Normal depth assumed., H Critical depth assumed.
HydrafJow Storm Sewers 2003
----------
Hydraflow HGL Computation Procedure
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General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is assumed at the upstream end.
Col. The line.number being computed. CalculC!tions begin at Line 1 and proceed upstream.
Col. 2 The tine size. In the case of non-circular pipes, the line rise is printed above the span.
Cot. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
CoL 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL . Invert elevation) but not greater than the line size.
Col. 7 Cross-sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3/ Col. 7).
Col. 9 Velocity head (Velocity squared / 29).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size.
Col. 16 Cross-sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 31 Col. 16).
Col. 18 Velocity head (Velocity squared 12g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18).
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and. upstream friction slopes.
CoL 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (CaL 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
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Page 1
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SWALE A CONVEyANCE ANALYSIS 2-YR
Worksheet for Trapezoidal Channel
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE A 2 YR
Trapezoidal Cha
Manning's Forml
Channel Depth
Input Data
Mannings Coeffic 0.030
Slope 0.005000 ftI~
Left Side Slope 3.00 H: V
Right Side Slope 3.00 H: V
Bottom Width 3.00 ft
Discharge 0.31 cfs
Results
Depth 0.12 ft
Flow Area 0.4 ft2
Wetted Periml 3.75 ft
Top Width 3.71 ft
Critical Depth 0.07 ft
Critical Slope 0.033139 ftIft
Velocity 0.78 tUs
Velocity Head 0.01 ft
Specific Ener~ 0.13 ft
Froude Numb. 0.42
Flow Type 3ubcritical
C:\...\storm drain\spr urology-swale capacity.fm2
01/12107 01:48:29 PM @HaestadMethods, Inc
Project Engineer: John Hornberger
FlowMaster v6.Q {614b]
(203) 755-1666 Page 1 of 1
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
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SWALE A CONVEYANCE ANALYSIS 25-YR
"
Worksheet for Trapezoidal Channel
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE A 25 YF
Trapezoidal Cha
Manning's Form
Channel Depth
Input Data
Mannings Coeffie 0.030
Slope 0.005000 tuft
Left Side Slope 3.00 H; V
Right Side Slope 3.00 H; V
Bottom Width 3.00 ft
Discharge 0.46 efs
Results
Depth 0.15 ft
Flow Area 0.5 ft2
Wetted Periml 3.94 ft
Top Width 3.89 It
Critical Depth 0.09 ft
Critical Slope 0.030651 ftlft
Velocity 0,90 ftJs
Velocity Head 0.01 ft
Specific Ener~ 0.16 ft
Fraude Numb 0.44
Flow Type Subcritical
c:\...\stormdrain\spr urology-swale capacity.fm2
01/12/07 01 :48:35 PM @Haestad Methods, Inc
Project Engineer: John Hornberger
FlowMaster v6.0 [614bJ
(203) 755-1666 Page 1 of 1
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
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SWALE B-1 CONVEyANCE ANALYSIS 2-YR
.,.
Worksheet for Trapezoidal Channel
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE B-1 2 YI
Trapezoidal Cha
Manning's Forml
Channel Depth
Input Data
Mannings Coeffic 0.030
Slope 0.005000 ftIft
Left Side Slope 3.00 H: V
Right Side Slope 3.00 H: V
Bottom Width 3.00 ft
Discharge 0.06 efs
Results
Depth 0.04 ft
Flow Area 0.1 ft2
Wetted Perimt 3.28 ft
Top Width 3.27 ft
Critical Depth 0.02 ft
Critical Slope 0,046616 ftIft
Velocity 0.43 ftIs
Velocity Head 2.85e-3 ft
Specific Ener~ 0.05 ft
Froude Numb, 0.36
Flow Type Subcritical
C:\...\storm drain\spr urology-swale capacity.fm2
01/12/07 01:48:40 PM @HaestadMethods, Inc
Batzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06706' USA
Project Engineer: John Hornberger
FlowMaster v6.0 [614bJ
(203) 755-1666 Page 1 of 1
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Project Description
Worksheet
Flow Element
Method
Solve For
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Results
Depth
Flow Area
Wetted Perim
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Ener~
Froude Numb<
Flow Type
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SWALE B-1 CONVEYANCE ANALYSIS 25-YR
Worksheet for Trapezoidal Channel
SWALE Be 1 25 '
Trapezoidal Cha
Manning's Forml
Channel Depth
0.05 ft
0.2 W
3.34 ft
3.32 ft
0.03 ft
0.043651 fUft
0.46 fUs
3.54e-3 ft
0.06 ft
0.37
3ubcritical
C:\,..\slorm drain\spr urology-swale capacity.fm2
01/12/07 01:48:46 PM @HaestadMethods, Inc
Input Data
Mannings Coeffic 0.030
Slope 0.005000 fUft
Left Side Slope 3.00 H: V
Right Side Slope 3.00 H: V
Bottom Width 3.00 ft
Discharge 0.08 cfs
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMaster v6,Q [614b]
(203) 755-1666 Page 1 of 1
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SWALE B-2 CONVEYANCE ANALYSIS 2-YR
Worksheet for trapezoidal Channel
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE B-2 2 YI
. Trapezoidal Cha
Manning's Forml
Channel Depth
Input Data
Mannings Coeffic 0.030
Slope O. 005000 ftIft
Left Side Slope 3.00 H: V
Right Side Slope 3.00 H: V
Bottom Width 3.00 ft
Discharge 0.13 cfs
Results
Depth 0.07 ft
Flow Area 0.2 ft2
Wetted Periml 3.45 ft
Top Width 3.42 ft
Critical Depth 0.04 ft
Critical Slope 0.039587 ftIft
Velocity 0.57 ftls
Velocity Head 0.01 ft
S:pecific Enerf 0.08 ft
Froude Numb. 0.39
Flow Type 3ubcritical
C:\...\storm drain\spr urology-swale capacity.fm2
01/12/07 01:48:50 PM @HaestadMethods, Inc.
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMaster v6.0 (614b]
(203) 755-f666 Page 1 of 1
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SWALE B-2 CONVEyANCE ANALYSIS 25-YR
Worksheet for Trapezoidal Channel
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE B-2 25 '
Trapezoidal Cha
Manning's Form
Channel Depth
Input Data
Mannings Coeffic 0.030
Slope O. 005000 ftIft
Left Side Slope 3.00 H: V
RighI Side Slope 3.00 H: V
Bottom Width 3.00 ft
Discharge 0.20 cfs
Results
Depth O.Og ft
Flow Area 0.3 W
Wetted Periffil 3.58 ft
Top Width 3.55 ft
Critical Depth 0.05 ft
Critical Slope 0.036205 fUft
Velocity 0;67 ftls
Velocity Head 0.01 ft
Specific Enerf 0.10 ft
Froude Numb 0.41
Flow Type S:ubcritical
C:\...\storm drajn\spr urology~swale capacily.fm2
01/1210701:48:56PM @HaestadMethods,hie
Project Engineer: John Hornberger
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
8alzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
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Project Description
Worksheet
Type
Sorve For
G STREET GUTTER
Gutter Section
Spread
I
Input Data
Slope 002800 ftlft
Discharge 0.74 cfs
Gutter Width 1.33 ft
Gutter Cross Sial 062500 ftlft
Road Cross Slop 020000 fUfl
Mannings Coeffic 0.016
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. Results IAI
Spread 7.79 ft
Flow Area 0.6 ft'
Depth 0.21 ft
Gutter Depres~ 0.7 in
Velocity 1.15 ftls
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...s~1
I .>j
;;--=~
.",. :=.~m'
G St. Gutter - 25 Yr. Storm
Worksheet for Gutter Section
.,
..-
(~
,r
r-/f'
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~":
~
I
1. ^"-<:><..1A1IU!. S"~D
"- E....uw.........ll..r (=0'00"
-.-
...,-1
I
"';b'
"SA-llLE I
.,
IJrN& wrl>T'I-J' _!
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C:\...\dvil\storm drain\guuer analysis.fm2 ,
01110/07 09:19:13 AM @HaestadMethods, In"c.
I
i"z.o 7. V-';,.A.!SL-E OILLvf L-AcNo=
(f'IUftP'OA-lll,f.' Fan. c-o'-\..c.C.TOI~S)
.....-
4,(JS~'))~
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornbelge~
FlowMaster v6.0"[614b)
(203) 755.1666 Page rof 1
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G-STREET GUTTER CROSS SECTION
Cross Section for Gutter Section
Project Description
Worksheet
Type
Solve For
G STREET GUTTER
Gutter Section
Spread
Section Data
Slope ".002800 ftlft
Discharge 0.74 cfs
GufterWidth 1.33 ft
Gutter Cross S101 062500 ftIft
Road Cross Slop 020000 ftlft
Spread 7.79 ft
Mannings Coeffic 0.016
0.50
0.40
-1
j .---r----,-----
I ; I
-1_u..-..- .__+-________ .._0__-
i I
mJ_u ..----1----
I
_1- '-I--j
-~-'----f- ___-I
'I I I
_,______ ____._,___.~"._ ..____ -"----__ _ _. __.__L,.,,_.,___~_
0.30
--i--
I
--'
I
:.~~ ~i -=-i-- l
0.00 ~--------, _______J..____.. -'0
0+00
0+08
0+09
0+01
0+02
0+03
0+04
0+05
0+06
0+07
v:5.oL
H:1
NTS
Project Engineer: John Hornberger
c:\...\civil\slorm drain\gutter analysis.fm2 Balzhiser & Hubbard Engineers FlowMaster v6.0 [614bJ
01/10/07 09:21:53 AM @HaestadMethods, Inc. 37 Brookside Road Waterbury, Cr0670a USA (203) 755-1666 Page 1 of 1
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Project Description
Worksheet
Type
Solve For
F STREET GUTTER
Gutter Section
Spread
I
Input Data
Slope 0.002800 fIIft
Discharge 0.22 cfs
Gutter Width 1.33 ft
Gutter Cross SIOI 062500 ftIft
Road Cross Slop 020000 tuft
Mannings Coeffic 0.016
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Results
I
Spread 4.54 ft
Flow Area 0.2 ft"
Depth 0.15 ft
Gutter Depres~ 0.7 in
Velocity 0.90 ftIs
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C:\...\civil\storm drain\gutter analysis.fm2
01/10107 09:21:14 AM @HaestadMethods, Inc.
F St. Gutter - 25 Yr. Storm
Worksheet for Gutter Section
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMaster v6.0 1614b)
(203) 755-1666 Page 1 of 1
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F-STREET GUTTER CROSS SECTION
Cross Section for Gutter Section
Project Description
Worksheet
Type
Solve For
F STREET GUTTER
Gutter Section
Spread
Section Data
Slope Cl.002800 ft/ft
Discharge 0.22 cfs
Gutter Width 1.33 ft
Gutter Cross SIOI 062500 ftIft
Road Cross Slop 020000 ftlft
Spread 4.54 ft
Mannings Coeffic 0.016
050------:----r
0.45 -.--~------
0.40 -.--~-l--n-~-
0.35 ______L_____ I
~.~~ -- - .._.I_=====J
0.20 -----
0.15
0.10 -_.-
0.05
0.00
0+00.0
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-~
!
_L
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i
0+02.0
0+01.0
I ---- -... __I
-r--------!
-+----- :
1 .
--i-----.------I
, ,
, '
- _________.a . ..--T~------' - 'u__~
__.i....-.._____
,
i
..1__ .no._..____ --.
1
""--
i
!--
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1
.J
.. --i-
I-
0+05.0
0+06.0
0+03.0
0+04.0
V:5.0[
H:l
NTS
Project Engineer: John Hornberger
c:\...\civil\storm drain\gutter analysis.fm2 Balzhiser & Hubbard Engineers FlowMaster v6.0 [614b}
01110/07 09:21:36 AM @HaestadMethods, Inc: 37 Brookside Road Waterbury, CT 06708 USA (203) 755~1666 Page 1 of 1
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-
BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX D: DETAILS AND
FLOW CALCULATIONS
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SWAlE A - Water Quality Analysis
Input Abbreviation
Channel Bottom Width = 4 ft w
Side Slopes = 3 (!:!:V) ftlft SS
longitudinal Slope = 0.005 ftlft So
Channel Flow =1 0.05 leIs Q
Manning's Roughness = 0.35 n
Channel Length = 50 ft L
Iterative Input, or Goal-Seak
Normal Depth =1 0.14 1ft d
1.68 in
Constants
k= 1.49 ft
Output
Cross Sectional Flow Area = 0.62 ft2 A
Wetted Perimeter = 4.44 ft Pw
Hydraulic Radius = 0.14 ft RH
Velocity = 0,08 ftls v
Channel Flow =1 0.05 leIs Q
Residence Time = 10 min T
Hydraulic properties are calculated using Manning's Equation for open channel
flow. For swale sizing, sheet flow must occur, therefore, flow depth is limited, and
mannings roughness values for sheet flow are used.
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SWALE B-1 - Water Quality Analysis
Input Abbreviation
Channel Bottom Width = 3 ft w
Side Slopes = 3 ():!:V) ftlft SS
Longitudinal Slope = 0.005 ftlft So
Channel Flow =1 0.01 lets Q
Manning's Roughness = 0.35 n
Channel Length = 25 ft L
Iterative Input, or Goal-Seak
Normal Depth =1 0.06 1ft d
0.78 in
Constants
k= 1.49 ft
Output
Cross Sectional Flow Area = 0.21 ft2 A
Wetted Perimeter = 3.21 ft Pw
Hydraulic Radius = 0.06 ft RH
Velocity = 0.05 ftls v
Channel Flow =1 0.01 lets Q
Residence Time = 9 min T
Hydraulic properties are calculated using Manning's Equation for open channel
flow. For swale sizing, sheet flow must occur, therefore, flow depth is limited, and
mannings roughness values for sheet flow are used.
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SWALE B-2 - Water Quality Analysis
Input Abbreviation
Channel Bottom Width = 3 fl w
Side Slopes = 3 (!:!:V) ft/fl SS
Longitudinal Slope = 0.005 ft/fl So
Channel Flow =1 0.01 lets Q
Manning's Roughness = 0.35 n
Channel Length = 25 fl L
Iterative Input, or Goal-Seak
Normal Depth =1 0.06 Ifl d
0.78 in
Constants
k= 1.49 fl
Output
Cross Sectional Flow Area = 0.21 fl2 A
Wetted Perimeter = 3.21 fl Pw
Hydraulic Radius = 0.06 fl RH
Velocity = 0.05 ft/s v
Channel Flow =1 0.01 Ids Q
Residence Time = 9 min T
Hydraulic properties are calculated using Manning's Equation for open channel
flow. For swale sizing, sheet flow must occur, therefore, flow depth is limited, and
mannings roughness values for sheet flow are used.
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'"
cr
VARIES
SWALE BOTTOM WIDTH VARIES
(ZERO LATERAL SLOPE)
VARIES
EROSION CONTROL BLANKET
PLACED OVER SEED MIX.
~
c
CL
c
~
~v'
EXTEND CLAY LINING TO
TOP OF BANK
.. . . . . ". . . ". . . . ."
.. ... -, . ." . . . . .
il.~_
. /" /,(0<.0<.0<.0<.,<., :0'j/,(
.<-':;", .. UNDISTURBED
EARTH
6" THICK CLAY LINER.
OR NATIVE SOIL WITH
MIN 35% CLAY CONTENT
B
VEGETATED CLAY-LINED SWALE SECTION
NO SCALE
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OIL AND GREASE
FLEX- TRANSITION SOLID STEEL FIL TRA TION SYSTEM STRUCTURE GRA T~
MANUFACTURED I PLATE LID j WITH FILTER INSERT ~REFER TO NOTE S
FITTING
I FINISHED GRADE
t////// /;/'//////// 4~ f- HINGED- AC~~-S~- ~-.J'TDr -, IlCJL.J
~ 4 tCOVER
45' PVC BEND OUTLET PIPE
" _ _ R ~ REFER TO
f'E X PE EXTENSION " ':7:;'-- - - 1111 ..........~ NOTE No 4
LENGHT AS RWD Ilr '_ ~
, ~:>
III I
.L:
. ,
RIM SET TO
FINISHlU GRADE
I
45' PVC BEND
FLEX- TRANSITION
MANUFACTURED FITTING
"
>-
0~
V/
~
//.\
y;>>
0(/,,<
~~~
, 'A>-;
.- /~~
~ 0~,
/~,
'(/ '<;:::'-~~~~~~~
0::.0:~~~ )?/
(2) 24" SQUARE .., ,'A 4" MIN
CHAMBERS ~TH SUMP COMPACTED
1<"-0 CRUSHED
NOTES ROCK
1. TRACER ~RE SHALL ENTER STRUCTURE AT PIPE INLET OR OUTLET. PROVIDE ENOUGH FREE ~RE TO EXTEND 18" ABOVE
TOP OF GRATE TO FACILITATE TESTING. COIL WIRE AND SECURE WITH NON-CORROSIVE FASTENER 2"UNDER FRAME.
2. LOCATION SPECIFIED ON PLAN INDICATES CENTER OF GRATED SEcmN OF BASIN OR FACE OF CURB AT CENTER OF
GRA TED SECTION.
3. All STRUCTURES SHALL BE PROVIDED WITH HEAVY DUTY GRATE WITH BICYCLE BARS EXCEPT STRUCTURES INDICATED ON
PLANS REOUIRING ADA-APPROVED GRATE.
4. OUTLET LOCATION SHALL BE IN ACCORDANCE WITH CATCH BASIN ORIENTATION AS SHOWN ON PLANS.
PROJECTED
FLOWLINE AS
INDICA TED ON
PLAN
GREASE TRAP
;~.
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'~ :>
NO>
m
4"
MIN
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:,'~ I
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PVC PIPE
DUCTilE IRON. SCHEDULE
40, DR C90D PVC PIPE
AND FITTINGS
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B
FILTRATION SYSTEM &
DOUBLE CHAMBER CATCH BASIN
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NO SCALE
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX E: WELLHEAD PROTECTION AREAS-
CONTAMINANT SOURCE INVENTORY
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Drinking Water Protection Overlay
Oregon Urology
2100-071-06
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5 year TOTZ
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10 year TOTZ
Zone of
Concentration
20 year TOTZ
Not to Scale
Wellhead Protection Area Map Detail
G Street Time of Travel Zones
Source: City of Springfield
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIXF'TAXMAP
I ,......
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Z6 25
I +
35 36
. MODOC
.
''1.'" I'"
I'IIUII"";'
. _." H
..,.......-....:-- .." .... ......
LANE COUNTY
1"=100
See Map 17 03 25 3 3
S6'.S..'_
12' N 13' ",..,rI4.- 64""5
2000 1900 1800 ITOO
'l500 e-~~ 9''l~IO'2200 11'2100
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX G: FLOOD PLAIN DATA
-
-
"
35
c!q
STREET
r- < 1th""
STREET
STREET
STREET
~"
.,....."..
,',::::: > STREET
~:" :: :.;.. -.....,- ,
, .
...
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63
-
ZONE X
,-
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-
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-
-
-
,-
-
-,
-
-
-
-
-
'~,l:'''~ """. ,vv-,....., "Vl.......
OTHER AREAS
ZONE X Neu determined co be outside SClO-yto.ar
floodplain.
ZONE D
Areas in whkh flood hazards are
unde~rmined.
UNDEVELOPED COASTAL BARRIERS
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~ : ,',....1
~'
o--erwise
pAected NeU
.dj~,..n.t 10 Special
Identified
1983
Coastal barrier areas
flood Hazard Aroas.
".
Identified
1990
normally located wilhln or
FloodplaIn Bo~""'ry
floodway ,ound8l)'
lonp c.l Boundary
~~~:~Ll~~
.doundarv
Hazerd
Dividing
Coastal
Within
Zones.
Dividing Special Flood
Zon". end BOl.lntlary
Areas of DiNerent
Bes. Flood Ele'travons
Speciel Flood Hazard
!
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513-
Base Flood Elevallon
Elevation in Feel. See Map
fOf Elevation Datum.
era" Section Una
Base Flood Elevation in
Where Uniform Within
See Map Index for Elevation
Ele....atlon Reference Mart
Une;
Index
@
@
Faet
Zone.
Datum,
4
tEL 987)
RM7X
. M2
River Mile
Horizontal Coordinates Based on North
American Datum ot 1927 tNAD 271
Projection.
91007'30",32022'30"
.
NOTES
The map Is lor use in administering the National Flood Insulllnce Program;
it cbes not necessarily identity allateas subject to flooding. particularly from
loal drainage sources of small size. or all planimetric feature' outside
Spidel Flood Hazald Areas. The community map reposi~ory should be
co~sulted for more detailed data on BFE's. and for any Information on
floodwllY delinestions. prior 10 use of this map for property purchase or
cOlltruction purposes,
Areas of Speclel Flood Hazard !1DO-ysar tlood) Include Zones A. AE. Al-
A30. AH, AO. A99. V. VE and Vl-V30.
Certain areas not In Special Flood Hazard Areas may be protected by
flood control structures,
Boondarles of the floodways were computed at cross sections end
inttrpolited between cross sections, The floodways were based on
hydraulic considerations with regard to' requirements of the Federal
Emergency Management Agency,
Floodway widths in some areas may be too narrow to show to scale. Refer
to Floodway Data Table where floodway width is shown at no inch.
Coestal base flood elevations apply only landward 01 0.0 NGVD, .~-4 include
the effects of wave ectlon; these ele....ations may al!o difft 'icantly
).,0.0:: ... .
~., ~.,L.+~~ +.".~ .~"_,,-,,
.i:'.~t.h-~', "<~~-..r...;s u. . :>r.. r.".
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',~I~l!l.,l,i. L-=i:i!D-;'~:,-
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NATIONAL noOD INSURANCE PROGRAM
b 9Lj
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FIRM
, flOOD INSURANCE RATE MAP
r '
LANE COUNTY,
OREGON AND
I INCORPORATED
:1
PANEL 1142 Of 2975
lSEE MAP INDEX FOR PANELS NOT PRINTED)
AREAS
CONTAINS:
, COMMUNITY
NUMBER PANEL SUFFIX
; ~
EUGENE, atY OF
SPfIlNGFlt:lD. CITY OF
LANE COONTY,
UNINCORPORATED AREAS
415591 1142
410122 1142
415592 1142
F
F
F
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(I)
MAP NUMBER
41039C1142 F
EFFECTIVE DATE:
JUNE 2, 1.999
r Federal Emergency Man;gement Agency
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BALZH ISER
& HUBBARD
ENGINEERS
ApPENDIX H: SOil PROPERTIES DATA
SOIL SURVEY OF LANE COUNTY AREA. OREGON
Oregon Urology
~ '.~
.+.
Meters , Feet
0 30 60 120 0 50100 200 300 400
W""b Soil Surv..:\' I. ] J2i29i200()
National Cool ''': S\)il SUIY":Y P.. If]
- - - - - - - - -, - - - - -
USDA .\lIlund Rl'\UUCL"!'li
--"~I' ";Itilll\.'l"nlrt
--,---
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Soil Survey of Lane Comly Area; Oregon
Map Unit Legend Summary ,
Lane County Area, Oregon
Map Unit Symbol
':~32 .~.:,~~:;:
Acres in AOl
Map Unit Name
Percent of AOI
0,9
"" :'.:
USDA Nllfu...! It~
~('<IAJf'f,;afIon,~l'I'
Web Soil Surn..,' 1.1
N..tional ('uopt.-rali'l.'c Soil Sun:.:)'
Oregon Urology
12/29i2006
Page:- or~
50
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lower part to a depth of 60 inches or more is
multicolored sand.
Permeability of this Cloquato soil is moderate.
Available water capacity is 9 to 14 inches. Water
supplying capacity is 19 to 26 inches. Effective rooting
depth is 40 to 60 inches or more, It is limited by the
sandy substratum. Runoff is slow, and the hazard of
water erosion is moderate. This soil is subject to
occasional, very brief periods of flooding from November
to March.
The disturbed Cloquato soil has been covered by as
much as 40 inches of fill material or has had as much as
30 inches of the original profile removed by cutting or
grading. The fill material is commonly from adjacent
areas of Cloquato, Chehalis, Chapman, Newberg, or
McBee soils that have been cut or graded. The
characteristics of the disturbed areas are highly variable.
Urban land consists of areas where the soils are
largely covered by concrete, asphalt, buildings, or other
impervious surfaces that obscure or alter the soils so
that identification is not feasible.
This unit is used mainly for urban development. It is
also used for yards and as open areas around and
between buildings.
If this unit is used for urban development, the main
limitation is the hazard of flooding. Roads and streets
should be located above the expected flood level.
In summer, irrigation is required for lawn grasses,
shrubs, vines, shade trees, and ornamental trees. Plants
that tolerate flooding and droughtiness should be
selected if irrigation is not provided.
This map unit is not assigned a capability
classification.
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31-Coburg silty clay loam. This deep, moderately
well drained soil is on low stream terraces. It formed in
silty and clayey mixed alluvium. Slope is 0 to 3 percent.
Areas are irregular in shape and are 5 to 100 acres in
size. The vegetation in areas not cultivated is mainly
Oregon ash, Douglas-fir, Oregon white oak, and poison-
oak. Elevation is 300 to 800 feet. The average annual
precipitation is 40 to 60 inches, the average annual air
temperature is 52 to 54 degrees F, and the average
frost-free period is 165 to 210 days.
Typically, the surface layer is very dark grayish brown
silty clay loam about 18 inches thick. The subsoil is dark
brown, mottled silty clay loam and silty clay about 35
inches thick. The substratum to a depth of 65 inches is
dark brown, mottled fine sandy loam.
Included in this unit are small areas of Conser,
Malabon, Oxley, and Salem soils. Included areas make
up about 15 percent of the total acreage,
Permeability of this Coburg soil is moderately slow.
Available water capacity is about 10 to 12 inches. Water
supplying capacity is 20 to 26 inches. Effective rooting
depth is more than 60 inches, Runoff is slow, and the
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Soil SUN! 1
hazard of water erosion is slight. A high water table is a
a depth of 1.5 to 2.5 feet from November to May.
This unit is used for small grain, grass seed, pasture,
orchards, irrigated vegetable crops, recreation, and
urban development.
This unit is suited to many kinds of crops. In summer
irrigation is required for maximum production of most
crops. Sprinkler irrigation can be used, but water needs
to be applied slowly to minimize runoff.
Grain and grasses respond to nitrogen; legumes
respond to phosphorus, boron, sulfur, and lime; and
vegetables and berries respond to nitrogen, phosphoru
and potassium. Crop residue left on or near the surfaCl
helps to conserve moisture, maintain tilth, and control
erosion. Orchards and vegetable crops should have
cover crops to help protect the soil. Restricting use of
machinery when this unit is wet minimizes compaction,
This unit is suited to pasture. Proper stocking rates,
pasture rotation, and restricted grazing during wet
periods help to keep the pasture in good condition anc
to protect the soil from erosion and compaction,
If this unit is used for recreational development, the
main limitations are the high content of clay and
moderately slow permeability,
If this unit is used for urban development, the main
limitations are the seasonal high water table, moderat,
slow permeability, and low soil strength. If buildings ar,
constructed on this unit, properly designing foundation
and footings and diverting runoff away from buildings
help to prevent structural damage as a result of shrink
and swelling, Roads and streets can be built if they ar,
designed to compensate for the instability of the subs(
and if a maximum amount of base rock is used.
Landscaping plants that tolerate a seasonal high wate
table and droughtiness should be selected if drainage
and irrigation are not provided.
This unit is in capability subclass IIw.
This map unit is
on ow stream terraces. ope IS 0 to 3 percent. Area,
are irregular in shape and are 5 to 100 acres in size. -
native vegetation is mainly Douglas-fir, Oregon white
oak, and poison-oak. Elevation is 300 to 800 feet. Th.
average annual precipitation is 40 to 60 inches, the
average annual air temperature is 52 to 54 degrees F
and the average frost-free period is 165 to 210 days,
This unit is 45 percent relatively undisturbed Cobur(
silty clay loam, 10 percent disturbed Coburg silty clay
loam, and 30 percent Urban land. The components 01
this unit are so intricately intermingled that it was not
practical to map them separately at the scale used.
Included in this unit are small areas of Conser,
Malabon, Oxley, and Salem soils. Included areas ma~
up about 15 percent of the total acreage.
The relatively undisturbed Coburg soil is deep and
moderately well drained. It formed in silty and clayey
mixed alluvium. Typically, the surface layer is very da
'brown silty clay loam about 18 inches thick. The
Is dark brown, mottled silty clay loam and silty,
, ut 35 inches thick. The substratum to a depth of
es or more is dark brown, mottled fine sandy
a e IS at
. 0 2.5 feet rom vember to May.
: The disturbed Coburg soil has been covered by as
'uch as 40 inches of fill matenal or has had as much as
,mo Inches of the original profile removed by cutting or
rading. The fill material is commonly from adjacent
eas of Coburg, Malabon, Salem, Conser, and Oxley
;'soils that have been cut or graded. The characteristics of
i' he disturbed areas are highly variable.
Urban land consists of areas where the soils are
,argely covered by concrete, asphalt, buildings, or other
impervious surfaces that obscure or alter the sOils so
rat identification is not feasible.
This unit is used mainly for urban development. It is
also used for yards, parks, and open areas around and
between buildings.
Ilf this unit is used for urban development, the main
'mitations are the seasonal high water table, moderately
slow permeability, and low soil strength. If buildings are
lon5tructed on the unit, properly designing foundations
nd footings and diverting runoff away from buildings
elp to prevent structural damage as a result of shrinking
and swelling. Roads and streets can be built if they are
lesigned to compensate for the instability of the subsoil
nd if a maximum of base rock is used. Landscaping
plants that tolerate a seasonal high water table and
droughtiness should be selected if drainage and irrigation
,re not provided.
This map unit is not assigned a capability
classification.
I 33-Conser silty clay loam. This deep, poorly ,
rained soil is in depressional areas along drainageways.
It formed in silty and clayey mixed alluvium. Slopes are 0
10 2 percent. Areas are irregular in shape and are 5 to
100 acres in size. The vegetation in areas not cultivated
is mainly Oregon ash, Oregon white oak, hawthorn, rose,
sedges, rushes, and grasses. Elevation is 300 to 500
Ifeet. The average annual precipitation is 40 to 60 inches,
the average annual air temperature is 52 to 54 degrees
F, and the average frost-free period is 165 to 210 days.
I Typically, the surface layer is V,ery dark brown silty clay
loam about 9 inches thick. The upper 5 inches of the
subsoil is very dark grayish brown silty clay, and the
lower 27 inches is very dark gray and brown, mottled
IClay and silty clay. The substratum to a depth of 60
inches or more is dark grayish brown, mottled loam and
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sandy loam. In some areas coarse sand and gravel are
below a depth of 40 inches.
Included in this unit are small areas of Awbrig,
Bashaw, and Coburg soils. Included areas make up
about 15 percent of the total acreage.
Permeability of this Conser soil is slow. Available water
capacity is about 9 to 12 inches. Water supplying
capacity is 15 to 20 inches. Effective rooting depth is
limited by a high water table that is at a depth of 0 to 1.5
feet from November to May. Runoff is slow, and the
hazard of water erosion is slight. The soil is subject to
rare periods of flooding.
This unit is used mainly for hay, pasture, and grass
seed. Where drainage is provided, it is also used for corn
and other cultivated crops.
This unit is suited to water-tolerant or shallow-rooted
crops. Deep-rooted crops are suited to areas where an
adequate drainage system has been installed. In
summer, irrigation is required for maximum production of
most crops, Sprinkler irrigation can be used, but water
needs to be applied slowly to minimize runoff.
Returning all crop residue to the soil and using a
cropping system that includes grasses, legumes, or
grass-legume mixtures help to maintain fertility and tilth.
Crops respond to nitrogen and phosphorus,
Grazing when this unit is wet results in compaction of
the surface layer, poor tilth, and excessive runoff. A
tillage pan forms easily if the soil is tilled when wet.
Chiseling or subsoiling can be used to break up the
tillage pari.
If this unit is used for recreational development, the
main limitations are wetness, slow permeability, and the
content of clay in the surface layer and subsoil.
If this unit is used for homesite development, the main
limitations are slow permeability, wetness, the content of
clay in the surface layer and subsoil, high shrink-swell
potential, and low soil strength when wet. Perimeter
drains and properly designed footings and foundations
help to reduce wetness and prevent structural damage
from shrinking and swelling. Roads for year-round use
need heavy base rock. Landscaping plants that tolerate
a seasonal high water table and droughtiness should be
selected if drainage and irrigation are not provided.
This map unit is in capability subclass IIlw.
34-Courtney gravelly silty clay loam. This deep,
poorly drained soil is in drainageways and other
depressional areas of valley terraces. It formed in
gravelly and clayey mixed alluvium. Slopes are 0 to 3
percent. Areas are elongated or irregular in shape and
are 3 to 100 acres in size. The vegetation in areas not
cultivated is mainly grasses, sedges, rose, hawthorn, and
Oregon ash. Elevation is 300 to 800 feet. The average
annual precipitation is 40 to 60 inches, the average
annual air temperature is 52 to 54 degrees F, and the
average frost-free period is 165 to 210 days.
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Physical Soil Properties
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Erosion factors Wind Wind
Map symbol Moist bulk Saturated Available Linear Organic erodi- erodi-
and soil name Depth Sand Silt Clay density hydraulic water extensi- matter I bility bility
conductivity capacity bility Kw Kf T group index
In Pet Pet Pet glee micro mlsec InIIn Pet Pet
32:
Coburg 0.18 27.35 1.20-1,40 4,00-14,00 0,18.0,20 3,0-5,9 2,0-6,0 ,28 ,28 5 7 38
18.53 35-45 1.20-1,40 1.40-4,00 0,18-0,20 3,0-5.9 0,5-2,0 ,37 ,37
53-65 15-30 1.20-1,40 14,00.42,00 0,13-0,15 0,0-2,9 0,0-0,5 ,24 ,24
Urban land
USDA
=...%
Natural Resources
eOllservatioll Service
Tabular Data Version: 5
Tabular Data Version Dale: 12/22/2006
This report shows only the major soils in each map unit Others may exist
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Physical Soil Properties
This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based
on field observations andon test data for these and similar soils.
"Depth" to the upper and lower boundaries of each layer is indicated.
Particle size is the effective diameter of a soil par1icle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class
limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller.
"Sand" as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage,
by weight, of the soil material that ;s Jess than 2 mjJJJmeters in diameter,
"Silt" as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of
the soil material that is less than 2 millimeters in diameter. '
"Clay" as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this. table, the estimated clay content of each soil layer is given as a percentage, by
weight, of the soil material that is less than 2 millimeters in diameter.
The content of sand, silt, and clay affects the physical behavior ofa soil. Particle size is important for engineering and agronomic interpretations; for determination of soil hydrologic qualities, and
for soil classification.
The amount and kind of clay affect the fertility and physical condition ofthe soil and the ability ofthe soil to adsorb cations and to reta-in moisture. They influence shrink-swell potential, saturated
hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations.
"Moist bulk density" is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10-bar (33kPa or 10kPa)
moisture tension. Weight is determined after the soU is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon;s expressed in grams per cubic centimeter of soil
material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink-swell potential, available water capacity, total pore space, and other soil properties.
The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist
bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. .
"Saturated hydraulic.conductivity (Ksat)" refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms.of micrometers per second. They
are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivjty (Ksat) is considered in the design of soil drainage systems and
septic tank absorption fields.
"Available water capacity" refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil
layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil strUcture.
Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the
quantity of water actually available to plants at any given time.
"Linear extensibility" refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water
content of the clod at 1/3- or 1/10-bartension (33kPa or 10kPa tension) and oven dryness. The volume change is repor1ed in the table as percent change for the whole so;l. The amount and type of
clay minerals in the soil influence volume change.
Linear extensibility is used to determine the shrink-swell potential of soils. The shrink-swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high
if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots.
Special design commonly is needed.
"Organic matter" is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the
soil material that is less than 2 millimeters in diameter.
The conlent of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism
activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms.
USDA Natural Resources
=---- Conservation Service
This report showS only the major soils in each map unit Others may e(lst
Tabular Data Version: 5
Tabular Data Version Date: 12/2212006
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Physical Soil Properties
"Erosion factors" are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six
factors used in the Universal 50[[ loss Equation (USLE) and the Revised Universal Soilless Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre
per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being. equal, the higher
the value, the more susceptible the soil is to sheet and rill erosion by water. .
"Erosion factor Kw" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments.
"Erosion factor Kf' indicates the erodibiHty of the fine-earth fraction, or the material less than 2 millimeters in size.
"Erosion factor T' is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in
tons per acre per year.
"Wind erodibility, groups" are made,up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned'to group 1 are the most susceptible to
wind erosion, and those assigned to group 6 are the least susceptible. The groups are described in the "National Soil Survey Handbook."
'Wind erodibility index" is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close
correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil
layers also influence wind erosion.
Reference"
United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430.v1. (http://w.Nv.i.soils.usda.gov)
USDA Natural ResolHces
,= Conservation Service
This report shows only the major sOilS in each map unit Others may exist
Tabular Data Version: 5
Tabular Data Version Date: 12/22/2006
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Engineering Properties
Lane County Area, Oregon
Tabular Data Version: 5
Tabular Data Version Date: 12/22/2006
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Engineering Properties
This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area.
"Depth" to the upper and tower boundaries of each layer is indicated.
"Texture" is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand; sill, and clay in the fraction of the soil that is less
than 2 millimeters in diameter. "Loam," for example, is soil thai is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. tfthe content of particles coarser than sand is 15
percent or more, an appropriate modifier is added, for example, "gravelly."
"Classification" of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and
Transportation Officials (AASHTO, 2004).
The Unified system classifies soils according to properties that affect their use as construction materiaL Soils are classified according to particle-size distribution of the fraction less than 3
inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey
soils as Ml, Cl, Ol, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, Cl-ML.
The AASHTO system classifies soils according to.those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in
diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle-size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in
content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection.
lflaboratory data are available, the A-1, A-2, and A-7 groups are.further classified as A-1~a, A-1~, A-2-4, A-2-5, A-2-6, A-2-7,.A-7-5, or A-7cf3. As an additional refinement, the suitability of a
soil as subgrade material can be indicated by a group index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest.
"Rock fragments" larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry,..weight basis. The.percentages are estimates
determined mainly by converting volume percentage in the field to weight percentage.
"Percentage (of soil particles) passing designated sieves" is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4. 10, 40, and
200 (USA Standard Series), have openings of 4.76,2.00,0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby
areas and on estimates made in the field.
"Liquid limit" and "plasticity index" (Atlerberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field
examination.
References:
American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methodsof.sampling and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard 02487-00.
USDA Natural Resources
.,= Conservation Service
This report shows only the major soils in each map unit. Others may e~ist
Tabular Data Version: 5
Tabular Data Version Date: 12/22/2006
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Map symbol
and soil name
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Co burg
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group
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USDA Natural Resources
~ (~onservation Service
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Surface runoff
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Water Features
Lane County Area, Oregon
Water table
Upper limit
Lower limit
Ft
Ft
1,5-2,5
1,5-2,5
1,5-2,5
1,5.2,5
1,5-2,5
1,5-2,5
1,5-2,5
>6.0
>6.0
>6.0
>6.0
>6.0
>6.0
>6.0
Tabular Data Version: 5
Tabular Data Version Dale: 12/22/2006
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Frequency
Duration
Frequency
None None
None None
None None
None None
None None
None None
None None
None None
This report shows only the major soils in each map unit. others may eXist
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Water Features
This table gives estimates of various soil water features. The estimates are used in land use planning that involves engineering considerations.
"Hydrologic soil groups" are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are
thoroughly wet, and receive precipitation from long..<furation storms.
The four hydrologic soil groups are:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These sails have a
high rate of water transmission.
Group B. Soils having a moderate infiltration rate when, thoroughly wet. These consist chiefly of moderately deep or deep"moderately well drained orwell drained soils that have moderately fine
texture to moderately coarse texture. These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine
texture. These soils have a slow rate of water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table,
soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.
If ~ soil is assig[1ed to a dual hydrologic group (AID, BID" or C/O), !he first letter is for drained areas and the second is for undrained areas.
"Surface runoff' refers to the loss of water from an area by flow over the land surface. Surface runoff classes are based on slope, climate, and vegetative cover. The concept indicates relative runoff for
very specific conditions. It is assumed that the surface of the soil is bare and that the retention of surface water resulting from irregularities in the ground surface is minimal. The classes are negligible,
very low, low, medium, high, and very high.
The "months" in the table indicate the portion of the year in which a water table, ponding, andlor flooding is most likely to be a concern.
"Water table" refers to a saturated zone in the soil. The water features table indicates, by month, depth to the top ("upper limit") and, base'("lower limit") of the saturated zone in most years. Estimates
of the upper and lower limits are based mainly on observations. of the water table at selected sites and on evidence of a saturated zone, namely grayish colors or mottles (redoximorphic features) in the
soil. A saturated zone that lasts for less thana month is not considered a water table.
"Ponding" is standing water in a closed depression. Unless a drainage system is installed, the water is removed only by percolation, transpiration, or evaporation. The table indicates "surface water
depth" and the "duration" and "frequency" of ponding. Duration is expressed as ''very brief' if less than 2 days, "brief' if2 to 7 days, "long" if7 to 30 days, and "very long" if more than 30 days. Frequency
is expressed as none, rare, occasional, and frequent. "None" means that ponding is not probable; "rare" that it is unlikely but possible under unusual weather conditions (the chance of ponding is nearly 0
percent to 5 percent in any year); "occasional" that it occurs, on the average, once or less in 2 years (the chance of ponding is 5 to 50 percent in any year); and "frequent" that it occurs, on the average,
more than once in 2 years (the chance of ponding is more than 50 percent in any year).
"Flooding" is the temporary inundation of an area caused by overflowing streams, by runoff from adjacent slopes, or by tides. Water standing for short periods after rainfall or snowmelt is not
considered flooding, and water standing in swamps and marshes is considered ponding rather than flooding.
"Duration" and "frequency" are estimated. Duration is expressed as "extremely brief' if 0.1 hour to 4 hours, "very brief' if 4 hours to 2 days, "brief' if 2 to 7 days, "long" if 7 to 30 days, and ''very long" if
more than 30 days. Frequency is expressed as none, very rare, rare, occasional, frequent, and very frequent. "None" means that flooding is not probable; "very rare" that it is very unlikely but possible
under extremely unusual weather conditions (the chance of flooding is less than 1 percent in any year); "rare" that it is unlikely but possible under unusual weather conditions (the chance of flooding is 1
10 5 percent in any year); "occasional" that it occurs infrequently under normal weather conditions (the chance of flooding is 5 to 50 percent in any year); "frequent" that it is likely to occur often under
normal weather conditions (the chance of flooding is more than 50 percent in any year but is less than 50 percent in all months in any year); and "very frequent" that it is likely to occur very often under
normal weather conditions (the chance of flooding is more than 50 percent in all months of any year).
The information is based on evidence in the soil profile, namely thin strata of gravel, sand, silt, or clay deposited by floodwater; irregular decrease in organic matter content wilh increasing depth; and
little or no horizon development.
Also considered are local information about the extent and levels of flooding and the relation of each soil on the landscape to historic floods. Information on the extent of flooding based on soil data is
less specific than that provided by detailed enoineerina surveys that delineate f1ood~orone areas at soecific flood freQuencv levels.
USDA Natural Resources
:= {;onservation Service
This report shows only the major soils in each map unit Others may eXist
Tabular Data Version; 5
Tabular Data Version Date: 12/22/2006
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX I: NATIONAL WETLANDS INVENTORY MAp
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National Wetlands Inventory Map
Oregon Urology
2100-071-06
Oregon Urology
Development -
No identified Wetlands
National Wetlands inventory Map Detail
Source: City of Springfield