HomeMy WebLinkAboutApplication APPLICANT 3/14/2007
~
City of Springfield
Development Services Department
225 Fifth Street
Springfield, OR 97477
Final Site Plan Application, Type I
,
Application Type (Applicant: check one) . ,
Site Plan
Review:
~
Applicant Name:
Company:
Address:
Applicant's Rep.:
Company:
Address:
Property Owner:
Company:
Address:
Site Plan Major 0
Modification Type II:
Site Plan Minor
Modification Type I: 0
OreQon UroloQY Institute
IOreQon UroloQY'Institute
12400 Hartman lane, SprinQfieJd OR 9747.7
[Terrv Fitzpatrick
IGStreet UroloQY Center LLC
11457 G Street, SprinQfield OR 97477
!G Street UroloQY Center LLC
IG Street UroloQY Center LLC
11457 G Street. SprinQfield OR 97477
Iphone: [541.746.1618
I Fax: 1541.746.4569
[Phone: 1541. 746,1618
1 Fax: 1541.746.4569
ASSESSOR'S MAP NO: i7-03-36-22 TAX LOT NO(s): 6800& 7000
Property Address: 1457 G Street
Name of P. _;.;._.1:: OreQon UroloQY Institute Radiation Center
Description of
Proposal:
Construction of a new Radiation Center building, associated site
improvements (parking areas, bio-swales, landscape plantings and
lighting), and infrastructure.
Required Property Information (City l'1take Staff: comp~ete this s~et;tiqn)
Associated Applications: Dfl...c. 'LDD7.-Qrn/() . t'RE.2C07-0COO2.. Au 2001-00005 .
Case No.:DrLLl{j()7~rmOq' Date SUb~itted: ~ !IL( ! Dr'
APPlication' Fee: '# 3t(t;.OO-f 'l'1:l"o(f.'4) ")!1tl'i8. W Reviewed by: 1
I (Applicant: complete this section)
I ~resent th~ aJl*i>~n to be complete for submittal to the City.
owner/U~~ ) Date: ~117.j07'
. (, I (Signature) . t
---r;1?t7\~ ~ i "P~'L%'
, \ . (Print)
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225 Fifth Street
Springfield, Oregon 97477
541-726-3759 Phone
Job/Journal Number
DRC2007-00009
DRC2007-00009
DRC2007-00009
Payments:
Type of Payment
Check
cReceintl -
:~ "
RECEIPT #:
City of Springfield Official Receipt
Development Services Department
Pnblic Works Department
2200700000000000343
Date: 03/14/2007
1:57:15PM
Item Total:
Check Number Authorization
Received By Batch Number Number How Received
Amount Due
396,00
792,00
59.40
$1,247.4U
Description.
CTY 10% Final Site Dev Agrmnt
Expedited Proc Fee Add'l X 2
+ 5% Technology Fee
Paid By
OREGON UROLOGY
INSTITUTE
Amount Paid
emm
6100
$1,247.40
In Person
Payment Total:
$1,247,4U
Page 1 Of 1
3/14/2007
.
\. City of Springfield
r...<!?evelopment Services Department i
,,.. 225 Fifth Street
Springfield, OR 97477
Site Plan Application, Type II
Site Plan Review: t8J
Major Site Plan Major Modification 0
Applicant Name:' DreQon UroloQY Institute
Company: OreQon Urology Institute
Address: 2400 Hartman lane, Springfield OR 97477
~:<:,('1iO",,';'r.:0'f~Xj;;,:;.cj{::;[tr~~i:,::;~_:':';.::'~M~i~ij;;<;:0'L:':";;:;;,:oiii"':;;-;~_~,$]~C{;;i,l:_k,;:;;;':"'~';:;4J_~w' ;-'>';~jii,~;W:'(ij.(r:1;:.;,:q'}~ ?:.~K/'~:~;-~:~' - -~.'
· -It. ·
Phone: 541.343.9259
I Fax: 541.485.1957
Applicant's Rep.: Terry Fitzpatrick Phone:
Company: G Street UroloQV Center liC ' IFax: I
Address: 1457 G Streett Springfield OR 97477 I'
';;~;~;; ~~:'~er~"~I~;;:::~:;:~;~=~t:~~~~ie"i"'~ ",""S.",'" ~I
Company: IG Street Urology Center liC 1
Address: J 1457 G Street. Springfield OR 97477 I
,:~':'i.V'':' '~.-.2t~\/'~ir ,- ~<,~:"'>",,:(:Y;;:;W~'j};:':7t::f;;7:f/'!:;?J: \::!{_;''<jd't';:,-,~'(>~ :1t;;,; ~ .,,';. J-~ ' .:;'~'.t: ~r;;","~dj" ;':"",ll'J:i.,,". ",_,'1f~:::;;",~",,'-~:;c,;'th>';T';;_V,'i,X\:f ,-::;4,.- '.~}~-,,*,:::-:;';,3::;'_"':jr...:.,:-l';;:: <.~ .:': '''1'1
ASSESSOR'S MAP NO: 17-03-36-22 TAX LOT NO(s): 6800 & 7000
Property Address: 1457 G Street I
Size of Property: 0.96 Acres ~ Square Feet 0
P~p~~'!l.~ NiI~l!l)fProjl!~: Oregon Uroloqy Institute Radiation Center .
; J: 'J'"'M:c.'<;L't,':S~'i,'i'.0J~,.:_,;,,<~,7.;;w",%i';::;':':"~,/";"'" (.,t"",,,,. :>=. '~,;A.J'",,-x AkV,,'_,""'410. _.,"'" --"r'f',_.,',,' '~_"H .:.,';, /A,~",,',,~,~,,".""%"'J~; .M.';": ,~""""."",..,,:',',, ,.",""~''''_' . ~.:""'H~ -,.,," .... .'<. '"1M, ..".~.:"-:_ '."'.""".<.'M 'v_,.l
Construction 'of a new Radiation Center building, associated site
improvements (parking areas, bio-swales, landscape plantings and
lighting), and infrastructure.
Description of
Proposal:
# of Lots/Parcels: 2 Avg.' lot/Parcel Size:
~ew.IIII~~rvi~.u~ S~~_~. Co~er.agl!~_ 1 .'.
;;;<,,:\;-"';!~.~,:'" ,,;<' ;,",{~:\_ :'{"",,;;:- <:'\,'Cc'; ,;>< ~Jr;,;:,:;~'_",'L,,:4r252f:*J::-t4,q~"\ ::JD;:-,:,-,"'~,,_
NA du/acre
a,=, -B,2J2, ~/ ..
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Zoning:. Overlay District:
Applicable Refinement Plan: Plan Designation:
location: City Limits 0 Urban Growth Boundary 0
Associated Applications: NA '
"'J)i'4r;,'::;-'::~1Hit~;J:::t::~'~:ilf1\iJt::~?jr~<-~:).r::~,:1:0,\jt~b';:FWi;'.~~fTt;:\-:-~0'i..:,~s,~:,'~i:b' '.J:i :i~~;jft:.&ii:;4}-;;;'-0;:~~~\>_)j~-;~"$ti:; _~:~';"':0:Jt:i-/,;<~~j!~$,:j;jj0;;i;:';;;"(:i,.(~'-1~,;:;"t?-'. :,'"\.-.( ::''1:' ;:;..__ .ii;tth ;.\~; i'""".-:-' .
Pre-Submittal
Case No.: Date:
Case No.: bP-C:l.oOl-Ooro'-l Date: 2. /0,- / 0 '=r
t .
Application Fee: $'39kD-rf/zroTechnical Fee: $ ~4q.,
TOTAL FEE'S $ Ce"1:"?<<=.w~) /1//" 9,S:9l ,CSD
'.. \ ::.. I
) QJ. "\ NYl ~ J\NV\ .s I S:/ OV" c;,., ~ \-0' ~ sh ~eGQs
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Reviewed by:
Reviewed by:
Postage Fee:
LM I T2-T<--.
$ lru
Steps in the Process:
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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 require'!lents 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 be 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:
Date:
. Signature
Print
Case Number: DQC2eD'1-6Wli1
zjr JCJ+-
I
I represent this application to be complete for submittal to the City. Consistent with 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: //..._
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-----;6~ ~-r&>--~~c..
Print
Date:
t /3 I /0'7
Site Plan Submittal Requirements Checklist
*If you feel an item does not apply, please state the reason why and attach the explanation
to this form.
1. 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 copy issued within the past 30
days documenting ownership and listing all encumbrances. If the applicant is not the
property owner, written permission from the property owner is required.
. 3. One additional copy of the Site Plan reduced to 811z"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.
5. 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, traffic 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
objectives.
7. Nine (9) copies of the following plan sets for the Pre-Submittal Meeting
OR
Eighteen copies 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 I" = 30', I" = 50' or I" =
100'), north arrow, and date of preparation. All plan sets must be folded to 8Y2" by 11"
and bound by rubber bands for submittal.
a. Site Assessment of Existing Conditions
~ Prepared by an Oregon licensed Landscape Architect or Engineer
Vicinity Map
~ 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
~ Required setbacks to the proposed new property lines for existing structures to
remain on site
~ 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
1ZI The 100-year floodplain and f100dway boundaries on 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
1ZI 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
in the Development Services Department
1ZI Physical features including, but not' limited to trees 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
1ZI 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
b. Site Plan
1ZI Prepared by an Oregon Licensed Architect, Landscape Architect or Engineer
1ZI Proposed buildings: location, dimensions, size (gross floor area applicable to the
parking requirement for the proposed use(s)), setbacks from property lines,
distance between buildings
1ZI Location and height of existing or proposed fences, outdoor equipment, storage,
trash receptacles, and signs
1ZI Location, dimensions and number of typical, compact and disabled parking
spaces; including aisles, wheel bumpers, directional signs and striping
1ZI Lot coverage calculations of all parking and vehicular areas
1ZI On-site loading areas and vehicular and pedestrian circulation
o 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
1ZI Location of on-site exterior lighting
1ZI Location, type and number of bicycle parking spaces
1ZI 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
1ZI Prepared by an Oregon Licensed Civil Engineer
1ZI Location of all existing and proposed easements
1ZI Location, widths and names of all existing and proposed streets, alleys,
dedications or other right-of-ways within or adjacent to the proposed
development. ,
1ZI Location and type of existing and proposed street lighting
1ZI Location of existing and required traffic control devices, fire hydrants, power
poles, transformers, neighborhood mailbox units and similar public facilities
1ZI Location and width of all existing and proposed sidewalks, sidewalk ramps,
pedestrian access ways and trails
I:8J Location and size of existing and proposed utilities on and adjacent to the site
including sanitary sewer mains, stormwater management systems, water mains,
power, gas, telephone, and cable TV. Indicate the proposed connection points
d. Grading and Paving Plan
I:8J Prepared by an Oregon Licensed Civil Engineer
I:8J Planting plan prepared by an Oregon Licensed Landscape Architect where plants
are proposed as part of the stormwater management system
I:8J Roof drainage patterns and discharge locations
I:8J Pervious and impervious area drainage patterns
I:8J 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
I:8J 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)
I:8J Amount of proposed cut and fill
e. Landscape Plan
I:8J Location and dimensions of landscaping and open space areas to include
calculation of landscape coverage
I:8J Vegetative screening in accordance with SDC Section 31.160
I:8J Written description, including specifications of the permanent irrigation system
I:8J Location and type of street trees
I:8J 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:
I:8J Exterior elevations of all buildings and structures proposed for the development
site
I:8J Conceptual floor plans
I:8J Type, height and area of exterior lighting
G. On-Site lighting Plan:
I:8J Location, orientation and maximum height of exterior light fixtures
I:8J Type and extent of shielding, including cut-off angles and type of illumination,
wattage and luminous area
I:8J Photometric test report for each light source
8. Additional materials that may be required
IT IS THE APPUCANT'S RESPONSIBIUTY TO DETERMINE IF ADDITIONAL
STANDARDS/APPUCATIONS APPLY TO THE PROPOSED DEVELOPMENT. THE
APPUCANT SHOULD CONSIDER UTlUZING EITHER THE DEVELOPMENT ISSUES
OR THE PRE-APPUCATlON REPORT AS DISCUSSED IN SDC 31.030:
o Where a multi-family development is proposed, any additional materials required
to demonstrate compliance with SDC Section 16.110
o Riparian Area Protection Report For properties located 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
IZI A Geotechnical Report prepared by an engineer must be submitted concurrently
if there are unstable soils and/or a high water table present
o 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
o 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
DRC2007-00009
DRC2007-00009
DRC2007-00009
DRC2007-00009
DRC2007-00010
DRC2007-00010
Payments:
Type of Payment
Check
cReceintl
RECEIPT #:
r -', of Springfield Official Receipt
b"velopment Services Department
Public Works Department
2200700000000000174
Date: 02/07/2007
Description
Expedite Process Fee/Flat Rate
CTY Site Plan Review
+ 5% Technology Fee
Postage Fee Type 11- $150
CTY Drinking Water Protection
+ 5% Technology Fee
Paid By
OREGON UROLOGY
INSTITUTE PC
Item Total:
Check Number Authorization
Received By Batch Number Number How Received
tj
5749
In Person
Payment Total:
Page I of I
9:03:25AM
Amount Due
11,000,00
3,960,00
748,00
150,00
957,00
47,85
$16,H62.H5
Amount Paid
$16,862,85
$16,862.H5
2/7/2007
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_
BALZHISm & HUBBARD
ENGINEERS
LETTER OF TRANSMITTAL
100 West 13111 Avenue, Eugene, Oregon 97401
(541) 686-8478 (phone) / (541) 345-5303 Ifax)
www;bhengineers.com
Mechanical. Electrical.- 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 17, 2007
WE ARE SENDING YOU THE FOLLOWING:
ITEM COPIES DATE DESCRIPTION
1, 18 2/2i07 Site Review Application and Narrative
2. 1 1/31/07 Application Fee Check (No, 5681) $18,585,80
3. 18 1/16/07 Reduced Site Plan - Sheet A 1.1
4. 1 1/15/07 Geotechnical Report
5, 4 2/2/07 Drainage Study
6, 18 2/2/07 Site Review Drawings -Sheets G1-E1,1
7, 6 2/2/07 DWP Overlay Application
REMARKS:
COPIES TO: Terry Fitzpatrick, Oregon Urology Institute
P:\2100-071-06ICIVILltm mds 070117 COS Tent SPR.doc
Page 1 of 1
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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
February 2, 2007
February 2, 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 Street 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 (lOWP)
Refinement Plan and
Designation:
Associated
Applications:
PRE2007-00002
ZON2006-00063
January 76.2007
Site Plan Review Application Narrative
Oregon Urology Institute Radiation 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 is comprised of 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 applicant has previously participated in Development Issues (ZON2006-00063) and Pre-Submittal
(PRE2007-00002) meetings with City staff. 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 form.
2.0 Background
Designed as an Intensity Modulated Radiation Therapy (IMRn facility, the proposed Oregon Urology
Institute Radiation Center building will contain doctor's offices and associated clinic and treatment
facilities, IMRT is used as a treatment for eariy"stage prostate cancer.
The subject site is comprised of two parcels (Map 17-03-36-22, Lots 6800 & 7000) located south of
McKenzie-Willamette Regional Medical Center (MWMC) in central Springfield between G and F Streets.
Tax Lot 6800 is 0.79 acres and has frontage on G Street. Tax Lot 7000 is 0.17 acres and has frontage on F
Street. The combined size of the parcels is 0,96 acres. Both parcels area designated Low Density
Residential on the Metro Plan 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 to the north.
Uses on Tax Lot 6800 consist of a 7,780 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'" Avenue/Mohawk.
Tax Lot 7000 is currently vacant and formerly contained a single-family residence that was demolished. A
storage shed is the only existing structure 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 cut at F
Street. Prior to the acquisition ofthe parcel by G Street Urology Center LLC in 2006, parking areas on Tax
Lot 7000 were rented by McKenzie Willamette Medical Center (MWMC) through a parking agreement
between MWMC and the former property owner Willamette Community Health Solutions. This
agreement was terminated on October 2, 2006 by MWMC.
The Site Plan proposes the following improvements:
>> Oregon Urology Institute Radiation Center building (8,222 square feet);
>> Paving for parking, driveways, and sidewalks (19,7S3 square feet);
>> Landscaping and screening surrounding the building and in required setback areas, including
bio-swales for storm water management (11,646 square feet);
>> Associated utility infrastructure,
February 2,2007
2
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
All improvements identified in the attached plans will be constructed in a single phase (Phase 1). The Site
Plan, Sheet ALl, identifies a possible future second vault building expansion area (1 ,390 square feet) to
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 Pian Review (SPR) application is submitted
with required plans and supporting materials. SDC 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
1. Application fee
The application fee is provided with the application,
2. Copy of deed and p,eliminary title report
Copies of the deed and title report are provided with the application,
3. Copy of reduced (B.5"x11 ") 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 ODOT facility or require a right-of-
way approach permit.
5. Stormwate, Management System Study
The Stormwater Management System Study and required stormwater scoping sheet are submitted with
the application,
6. T,affic Impact Study
Not applicable, since the applicant is not requesting a variance, the use is not expected to generate more
than 250 vehicle trips per day, and no traffic signals are warranted.
7. Copies of the following plans:
18 copies of the required plan set are submitted with the application,
a. Site Assessment of Existing Conditions
Sheet L 1.0 is the Site Assessment. A vicinity map is included on G1.1. 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 ELl,
February 2. 2007
3
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
c. Landscape Plan
Sheet L3,O depicts the location and dimensions of proposed plantings as well as Irrigation Outline
Specifications,
d. Improvement and Public Utilities Plan
Utility locations are illustrated on Sheet C2.0,
e. Grading and Paving Plan
Grading and paving is illustrated on Sheets L2,O and 0,0, Stormwater drainage is identified on Sheet
C1,O, Plantings associated with the stormwater drainage plans are included in the landscape plan on
Sheet L3,O,
f. Phased Development Plan
Project phasing is indicated on the Site Plan, Sheet ALL
g. A"hitectu,al Plans
Exterior elevations for the Radiation Center building are included on Sheet AS,1. The conceptual floor
plan is shown on Sheets A2.1.
h. On-Site Lighting Plan
Exterior building and site lighting is identified on Sheet E1,l.
8. Additional materials that may be required:
a. Where a multi-family development is proposed, any additional materials requi,ed to
demonst,ate compliance with SDC Section 16.110
No residential development is proposed; therefore this provision is not relevant.
b. Ripa,ian Area Protection Report fo, p,operties located within 150 feet of the top of bank
of any Wate, Quality Limited Watercou,ses (WQLW) or within 100 feet of the top of bank
of any direct t,ibutaries of WQLW.
The site is not located within 150 of a WQLW or within 100 of any tributary of a WQLW; therefore this
provision is not applicable.
c. A Geotechnical Report prepa,ed by an engineer must be submitted concu"ently if there
are unstable soils and/or a high water table present
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 standa,ds of the overlay dist,ict
The subject property is located primarily within the 5-10 year TOTl, with the exception of the southwest
portion ofTax Lot 6800, which is within the 10-20 year TOTl, 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
concurtently whe,e there is a we'tland on the property
There are no jurisdictional wetlands located within the proposed development area; therefore this
provision is not applicable
February 2, 2007
4
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
f. Whe,e any grading, filling or excavation is proposed with the development, a Land and
Drainage Alteration Pe,mit 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.
g. Where applicable, any Discretionary Use, Variance or Modification of Provisions as
specified in SDC Article 70 0' 7 7
The proposal does not require a Variance, Modification of Provisions or Discretionary Use application,
5.0 Site Plan Review Information Requirements
SDC 3 7.050(7) General requirements. A Site Plan shall be drawn. in ink on quality paper no
smaller than 8 \2" x 74" 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 assesso,'s map and tax lot number.
The development area 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 feetwith longest dimension (north-
south) approximately 565 feet and the widest dimension (east-west) approximately 190 feet.
(d) P,oposed 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 p,oposed 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 requi,ed by zoning district.
As demonstrated in the Site Plan, the distance between the nearest property lines, buildings, and
structures exceeds solar access requirements.
(i) Exterior elevations of all buildings proposed.
Exterior elevations for the proposed Radiation Center are included on Sheet AS,l,
February 2, 2007
5
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
UJ Area and dimensions of p,operty 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,
SDC 31.0S0(2) Site Assessment.
(a) Watercourses shown on the Water Quality Limited Watercou,se 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, 41039C1142F,
(c) Time of Travel Zones.
The subject property is located primarily within the 5-10 year TOll, 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) Physical features.
There are no physical features in need of protection or preservation on the subject property,
(e) Soil types 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.
(b) On-site vehicula, and pedest,ian circulation.
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) Exteriot/ighting.
Exterior building and site lighting is identified on Sheet E1,1,
(e) Location, type and numbe, of bike pa,king spaces.
The Site Plan includes 18 proposed bicycle spaces consistent with dimensions in SDC 31.210(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,
February 2.2007
6
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
(f) Amount of gross floor area applicable to the parking ,equirement.
The 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.
(g) Location of off.street loading a,eas.
No off-street loading facilities are proposed,
(h) Existing and p,oposed 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 ODOT 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.
SDC 31.0S0(4) Landscape Plan.
(a) Screening in accordance with SDC 31.160.
Landscape screening is illustrated on Sheet L3,O,
(b) Use of plantings in e,osion cont,ol and storm water management facilities.
Sheet L3.0 illustrates plantings for all parking areas, including parking area bio~swales planted for
storm water management purposes.
(c) Pe,monent iffigation system.
Irrigation Outline Specifications in accordance with SDC 31.140(4) are illustrated on Sheet L3.0,
(d) St,eet t,ees in acco,dance with SDC 32.050.
Proposed street trees are shown on the Landscape Plan, Sheet L3.0.
Ie) Specifications list forall materials in Planting Plan.
Sheets L3.0 lists the plants specified consistent with SDC 31.140 and 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 SDC 31.1 SO for planting installation.
SDC 31.050(5) Imp,ovements Plan complying with SDC Article 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 C3.0,
(b) Location of existing and required traffic control devices, fire hydrants, etc.
The locations of public facilities are provided on Sheet (2,0,
February 2, 2007
7
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
Ie) Location, width and canstruction material of sidewalks, access ways and trails.
Sheets A 1.1 and 0,0 show the location and width of concrete sidewalks, No access ways or trails are
proposed.
I d) Location and size of utilities and easements for inf,ast,ucture.
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, Poving and Stormwater Management Plan.
(0) Roof drainage pattems and discharge locations.
Stormwater collection systems and connections are identified on Sheet Cl,O,
Ib) Pervious and impervious area d,ainage pattems.
Drainage patterns are illustrated on the Sheet Cl,O.
Ie) Size and location of sto,mwate, management systems.
Stormwater management systems are shown on Sheet C1,O.
Id) Existing and p,oposed elevations, site grades and contours.
Existing contours and elevations are shown on the Site Assessment. Sheet L 1,0, Existing and proposed
elevations are shown on the Vertical Control Plan, Sheet L2,O, and Site Grading Plan, Sheet Cl,O.
Ie) Storm water management system plan with supporting calculations and
documentation.
A stormwater management system plan, 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 31.050IB) On-site Lighting Plan.
On-site lighting is illustrated on Sheet El,l. Tables indicating the type and extent of shielding, wattage,
luminous area, and photometric test reports are included on Sheet El,l,
SDC 31.050(9) Additional information.
la) Na"ative explaining the pu'pose of the development and existing use.
This narrative satisfies this requirement.
Ib) W,itten permission from the property owner.
The property owner's original signature is provided on the application forms,
Ie) Vicinity Map.
The vicinity map and required information are shown on Sheet G 1,1,
February 2.2007
8
Site Plan Review Appiication Narrative
Oregon Urology Institute Radiation Center
(d) How the proposol odd,esses the stondo,ds of applicable overlay dist,ict.
The site is within the IDWP, Drinking Water Protection overlay district. No hazardous materials will be
stored, used, or produced onsite, therefore a DWP Overlay Development Application is not required.
(e) How the p,oposal add,esses Oisc,etionary Use criteria.
Not applicable, No uses are proposed that require Discretionary Use approval.
(fJ T,ee 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 0' 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.
February 2.2007
9
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
6.0 Approval Criteria
SDC 3 7.060(7): The zoning is consistent with the Metro Plan diagram, and/or the
applicable Refinement Plan diagram, Plan Dist,ict 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 (GOl
SDC 78.020 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 78.030 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. 80th 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 78.040 Lot Coverage Standa,ds
There is no maximum lot coverage standard for developments in the GO zoning district,
SDC 78.050 Setback Standards
All proposed setbacks for the Radiation Center building meet the required standards in SDC 18.0S0.
Table 1 displays the applicable setback requirements and proposed setbacks,
Table 1: Required and Proposed Setbacks
I Site Plan SDC Section 18.050 Requirements
I Front Yard 10' - building
Setback 5' - parking
West Interior 10' - building
Side Yard 5' - parking, driveway and storage
Setback
Proposed
48' - building
7' - parking
10-75' - building
7-10' - parking
South Interior
Side Yard
Setback
Rear Yard
Setback (east
side)
10' - building
5' - parking, driveway and storage
10' - building
5' - parking driveway
, O' - building
5' - parking, driveway and storage
10- building
6' - parking driveway
SDC 78.060 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 requirement of SDC 16,050(a)(2).
February 2.2007
10
Site Plan Review ApplicationNarrative
Oregon Urology Institute Radiation 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 LOR district imposes a building height limitation of 30 feet. As
shown on Sheet A5.1, the proposed maximum building height is 25'-6Y2', meeting the standards of SDC
18,060(1).
SOC 18.070 Off-street Parking Standa,ds
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),
SOC 18.100 FenceStandards
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 )(c).
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
othe,wise p,ovided for by this Code and other applicable regulations. The Public Works
Di,ecto, 0' 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 tome off public right-of-
ways and/or public utility easements as illustrated in the attached plans. The subject property is currently
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 of Tax 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 14th Avenue/Mohawk, At the Development Issues
Meeting (ZON2006-00063) held on December 27, 2006, City of Springfield staff granted the applicant
approval to convey on-site stormwater 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 Storm water Management facilities shown on Sheets
C2,O demonstrate that the stormwater 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.
February 2. 2007
11
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
SDC 31.060(3): The proposed development sholl comply with all applicable public and
private design and construction standa,ds 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,
Artie/" 3 7 - Sit" Plan R"vi"w Standa,ds
SDC 31.130 - Sit" Plan R"vi"w Landscaping Standa,ds
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 and F Streets,
SDC 31. 140 - Site Plan R"view Planting Standards
The Landscape Plan, Sheet L3,O, 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 31.150 - Site Plan R"vi"w Planting Installation Standards
Not applicable, Less than five trees proposed for removal from development site,
SDC 31.160 - Site Plan R"view Scteening and Lighting Standa,ds
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 El.l, lighting will be installed throughout the parking areas and pedestrian access points.
SDC 31.170 - Site Plan Review Parking Standa,ds
The gross floor area totals 8,598 square 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 A,ea Imp,ovement Standa,ds
Parking areas meeting the improvement standards of SD 31,190 for surfacing, drainage and wheel-
bumper installation are shown on Sheet 0.0,
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,
February 2.2007
72
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
SDC 31.210 - Site Plan Review Bicycle Parking Standards
The Site Plan includes 18 bicycle parking spaces consistent with dimensions in SDC 31.210(2)(b), This
number of spaces denotes 18 bicycle parking spaces that will be covered, consistent with requirements
in SDC 31.21 0(2)(b), (2)(c), and (3)(d). All bicycle-parking locations are indicated on Sheet A 1.1.
SDC 31.220 - Site Plan Review Minimum Requi,ed 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
SOC Section Proposed Floor
31.220 Reqs. Area
Hospitals, Clinics or 8,598 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. L T
Bike Parking
9 LT spaces
Req. ST Bike
Parking
1 5T spaces
Prop. ST Bike
Parking
9 5T spaces
SDC 31.240 - Site Plan Review Water Quality Protection
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 Imorovements
SDC 32.020 - Streets - Public
Access to public streets meeting the requirements ofSDC32,020(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 250 vehicle trips per day, and no traffic signals are
warranted, therefore the provisions of SDC 32,020(1 )(e) are not applicable,
SDC 32.040 - Sidewalk and Planter St,ip Standa,ds
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,
SDC 32.050 - Street T,ees
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,O, Six street trees are
February 2, 2007
13
Site Plan Review Application Narrative
Oregon Urology Institute Radiation 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 per the requirements of SDC 32,050(1).
SDC 32.060 - St,eet Lighting Standards
No new street lights are proposed. This criterion is not applicable.
SDC 32.070 - Vision Clearance Ateos
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 Stondards
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 Pedesttian Troils
The portion of G Street abutting the subject property is identified as an "existing and programmed on-
street signed route" in the Springfield Bicycle Plan, G Street is also identified as an "on-street/without
road project/unprogrammed financially-constrained bikeway project" in TransPlan; and part of the
"existing and planned on-street bicycle system" in the Willamalane Park and Recreation Comprehensive
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, The proposal does not affect existing or planned bikeways identified in the
Springfield Bicycle Plan, TransPlan, or the Willamalane Comprehensive Plan. No new pedestrian trails, or
accessways are proposed, The provisions of SDC 32.090 are not applicable,
SDC 32.11 0 - Sanitary Sewers
Sanitary sewers necessary to serve the development consistent with requirements in SDC 32,100 are
shown on Sheet C3.0,
SDC 32.110 - Stormwate, Management
Stormwater management for development proposed on-site in conformance with the standards in SDC
32.110 is shown on Sheet C3.0.
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,
February 2,2007
14
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
SDC 31.060(4): Parking areas and ing,ess-egress points have been designed to:
facilitate vehicular traffic, bicycle and pedestrian safety to avoid congestion; provide
connectivity within the development a,ea and to adjacent residential areas, transit
stops, neighborhood activity centers, and comme,cial, industrial and public a,eas;
minimize curb cuts on affe,ial and collecto, streets as specified in this Code or other
applicable ,egulations and comply with the ODOT access management standa,ds fo,
state highways.
Facilitate Vehicula, 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 SDC 31,180 and sac 31,190. Consistency with the applicable provisions in SDC Article 32 is
outlined above.
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 Pedest,ian 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 Center
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 Lot7000 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
February 2.2007
75
{!,
Site Plan Review Application Narrative
Oregon Urology Institute Radiation Center
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 (ODOn Right-ot-
Way, ODOT access standards are not applicable.
SDC 31.060(S): Physical featu,es, including but not limited to, significant cluste,s of
trees and shrubs, watefCourses shown on the Water Quality Limited WatefCourse Map
and their associated ripa,ian a,eas, wetlands, rock outcroppings and historic featu,es
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
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,
February 2,2007
16
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PHONE: 541.741.1981
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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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December 19, 2006
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, G STREET UROLOGY CENTER, LLC ,
. 'ATTN: FINAL DOCUMENTS,
," 2400 HARTMAN
, SPRINGFIELD, OR 9.7477 ' ..
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PRE~SUBM\TIAL REC'o.
':"~JAN i'7 2007
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, RE:, G STREETUROL.OGY CENTER, LLC
"L6an No,: N/A
.. :, Escrow No,: SP06-19545 '" ,
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l{ecePiion No, 2006-086286
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The enclosed documents are for your records, If you have any questIOns, please contact our main office
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Other:
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The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees
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1. (a) Any law, orqinance or governmental regulation (including but ~ot)imited to building and zoning laws, ordinances"or regulations)
restricting, regulating, prohibiting or relating to (i) the occupancy,~use, or enjoyment of the land; (if) the character, dimensions or location of any
improvement now or hereafter erected on the'land; (iii) 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 'at a defect, lien or encumbrance resulting from 'a violation
or ,alle_g~d violation affec~jng the land has been recorded in the public records at Date of Policy, . ~ '
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(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
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2, Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records al Date of Policy, but not excluding
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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 calied'lhe
, Company, insures, as of Date of Policy ,shown in Schedule A, against toss or damage, not exceeding the Amount of Insurance stated in
Sc~edule, A, sustained or incu~red by the insured ~y re~_son of: I ~. ',' .." , .
,^ . '1. -Title, to the estate or. 'inter~st. described in Schedule A being vested other than, as stated therein;
2, . Any delactin or, lien or encumbrance on the title; .
3>' Unmarkelabllity'of the title; "
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STATUTORY SPECIAL WARRANTY DEED
McKENZIE-WILLAMETIE REGIONAL MEDICAL CENTER ASSOCIATES, LLC, a
Delaware limited liabi,lity company ("Grantor"), conveys and specially warranlsto G STREET
UROLOGY CENTER, LLC, an Oregon limited liability company ("Grantee"), the real property
described on Exhibit A, attached hereto, free of encumbrances' created or suffered by Grantor
. except as specifically s~t forth on Exhibit F\, attached hereto, '
, The true consideration for tl1is,conveyance is Ninety Five Thousand and Noll 00 Dollars.
,H ($95,00000)
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'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 APPROPPJATE CITY
. OR COUNTY pLANNING DEPARTMENT TO VERIFY APPROVED USES
, AND TO DETERMINE ANY LIMITS ON LAWSUITS AGAINST FARMING'
OR FOREST PRACTICES AS DEFINED IN ORS 30,930.
FURTHERMORE, GRANTEE ACKNOWLEDGES ,AND AGREES THAT,
,GRANTOR HAS NOT MADE ANY WARRANTY OR REPRESENTATION
AS.TOTHE NATURE AND CONDITION OF THE PROPERTY, INCLUDING,
WITHOUT LIMITATION, WITH RESPECT TO.ANY ENVIRONMENTAL
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,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"
, i , GRANTEE AGREES,' TO . ACCEPT' , THE', PROPERTY'" AND
, . : ..' , ,ACKj\[OWLEDGES THAT THE SALE OF THE PROPERTY IS MADE BY-:,
"" ,', GRANTOR; ON A "AS'IS, WHERE IS, AND WITH ALL FAI,JLTS" BASIS,." : ',,' .,
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. BEFORE' SIGNING OR ACCEPTING THiSINSTRUMENT,THE PERSON
. , ',' TRANSF,ERRING FEE TITLE SHOULD INQUIRE ABOUT .THE PERSON'S " " : ,.
'RIGHTS, IF ANY, 'UNDER CHAPTER I, OREGON LAWS 2005 (BALLOT '.
MEASURE 37(2004)). THIS 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 FA..~G 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)), ' '.
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DATED this 15th day'ofNovember,,2006, '
, ,
GRANTOR:
McKENZIE-WlLLAMETfE REGIONAL'
, MEDICAL CENTER ASSOCIATES, LLC,
a Delaware limited liability company, ' , '
By:, Triad of Oregon, LLC,
a Delaware lirnited liability ~ompany, .
~:MM:L$L
Name: I "'_fj~J"";<,
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./. V Jc\'~lio\'\~n;hvMrrh. a Notary Pllqyc';f said cOl.ln19 ,and Slate, 'certify that
/1f111.:VW~~ev ',whose name as '?-;NY " of Triad of Oregon, LLC, a
Delaware limited liability company, as Manager of.McKenzie-Willamette Regional Medical
. ,/: Center Associates, LLC; it Delaware limited liability company, is sig'ned to the foregoing
',instrument, and who is knoWl1 to me, acknowledged before me on this day,that, being informed
, ,', o.f the contents of the instrument, he/she,' as such officer and with full, authority, executed the
'. same voluntarily for and as the act of said limited liability company, '., '.,',
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~ . ,NOTARYp!'JBLIO :: , " (Printed Name),
<!l If} State 01 Tell88, "l'
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Beginning at a point 226 feet South of a point on South lineof Lot l' of S~bdivision of the p~ui
" ..,:,. 'Brattain Donation Land Claim 63, Notification No, 3222, in :roWIlship 17 South, Range 3 West
: of the Willamette Meridian, as platted and recorded in Volume 2, Page 20, Lane County Oregon'
'~"Plat Records, \vhich point said South line of said Lot 1 is also South 268,62 feeL and North 880"
52" East 2354,88 feet from Northwest comer of said Donation Land Claim No, 63; nul thence
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South 120 feet to the North'line'of"f" Street, if extended Easterly; thence South 880 52' West60,
, feet; thence North 120 feet; thence North 880,52' East 60 feet to the Point of Beginning, in Lane
, ,County, Oregon, ' , .
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EXHIBIT B
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Encumbrances 'on Title '
1.
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,
'.."LaneCOlmty Oregon Records,'
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,:, 2..:,', fught-of-WayEasement 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 Count~ Oregon Records,:, ' '. , ' , ' ,
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3,." " "Agreement "Regarding' 'Use 'Limitations, including'the terms and, provisions thereof;
:between McKeniie~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'
"', ;Marc~ 7, 2006"Reception'1':Io,.z006~015382, Lane County Oregon Records
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ORDER NO: ELT-51809 "
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POLICY NO: 0-780149261
. " ,DATE OF POLICY: December I, 2006AT 10:17 AM
.,AMOUNTOF INSURANCE: $95,000,00.
: -;' PREMIUM AMOUNT: $435.00 ::
, :- RE-ISSUECREDlT: $Cl.OO,.. ' .
, ,", EARLY ISSUE: NO $0,00 ' '. ,: - ,
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: an Oregon limited liability compnay ";0'
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'. ':2. > THE ESTATE.oR INTEREST IN THE LAND WHICH IS TO BE COVERED BY THIS
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IN FEE SIMPLE
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,>G STREET UROLOGYCENTER, LLC
an Oregon limited liability compnay
. 4, THE LAND REFERRED TO INT-HIS POLICY IS DESCRIBED AS FOLLOWS:
. "SEE ATTACHED
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f,~}7~R1ZEDSIGNATURE ,,'
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ALTAOWNER'S POLICY
'.', ORDER NO: EL T -51809 "
, ,:POLrCYNO: 0-780149261
. . . '.LEGAL DESCRIPTION
. PAGE 1 OF 1
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EXHIBIT A :
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~Begirining at a point 226'feet South ofa point on South line of Lot 1 ~fSubdivision of the Paul: _'
" ;, -Brattain Donation Land Claim63, Notification No, 3222, in Township 17, SO,uth, Range 3 West, "
',' '.'ofthe Willamet~e Meridian, as platted and recorded in Volume 2, Page 20, Lane Count~ Oregon'
, , Plat Records, which point said SouthJine of said Lot 1 is also South 268.62 feet and North 880
, :'52' East 2354,88 feet from Northwest corner of said Donation Land Claim No: 63; run thence , .
. ,Southl20 feet to the North line of"F"Street, if extended Easterly; t~ence South'880 52' West
,60 feet; thence North 120 feet;' thence North 880' 52; East'60 feet to the Point of Beginning, in
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'POLICY,N,O: 0-780149261 "
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:,: This POlicy does"not :insure against loss or damage
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(and the Company will not pay ,costs,
,'B: GENERAL EXCEPTIONS: .
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',:',r:".Taxesor assessments which are not shown as,~xisting liens by the ~ecord~"'bf 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,,; :'>' "
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'2: Any facts, rights;interests, easements or Claims which are not shown by the public,records ,
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'possession thereof., .:' ' .,' , ", ,.' '
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,3., (a) Unpatented mining:claims; (b) reservations or exceptio~s'in patents or ~ 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 publicrecords. ' ,
4, Discrepancies, conflicts in boundary lines, shortage in area, encroachments,orau'y otlier facts
, which a survey would disclose, and which are not 'shown by the public records.' :
5, ',Statutory liens or' oiher-iiens or encumbranc'es, or claipls thereof, which are not sho:""'n by the
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C: SPECIAL EXCEPTIONS:
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,6, ,Grant ofEase'meniandRight 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, ReceptionNo, 59236, Lane County Oregon Records,
. - .. ... .
7, Ri'ght-ot: Way Easement for Electric Transmission or Distribution Lines, granted to the' City'
,of Springfiel1, a municipai 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, Agreelnent Regarding Use Limitations, including the terms and provisions thereof, between
McKenzie- Willamette Regional Medical Center Associ!ltes, LLC, a Delaware limited liahlity
company (New HospitaI,LLC), and Springfield Professional Building Associates, LLC, an
Oregon limited liability company (SPBA),by instrul1ient Recorded March 7, 2006, Reception
No, 2006-015382, Lane County Oregon Records.. ,
CONTINUED
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ALTA OwNER'S POLICY
ORDER NO: ELTc51809 .
POLICY NO: ,0-780149261
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NOTE: Taxes, Map No,.17-03-36-22~07000, Code 19-00, Account No, 0328144, 2006-2007,
$342.94,paid infull.. . " .
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, ASSUMPTION CERTIFICATE No.
0-7801-4926 I
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" :,' :fhiS Certifi'cate ~s' attached to and co~stitut~s ~ pa;tof Title In~uran~e Policy r?C;780 1-4926 1
" (the "Policy") of STEWARTTITLE INSURANCE COMPANY OF OREGON ("CEDER"). ,
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anOregon Limited liability compmlY ,
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, In consideration of ttie premium' paid under, the Poi icy, it is hereby understood and agreed that'
STEWART TITLE GUARANTY COMPANY ("REINSURER"), of Houston, Texas, reinsun3s 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
, ,c the terms of the Policy shall be the responsibility of STEWART TITLE'GUARANTY COMPANY,
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In witness whereof, STEWART TITLE GUARANTY COMPAN'y' has caused this Assumption
Certificate to be signed and sealed by its duly authorized oflicers tobe eflective as of the Date of Policy
numbered above.' " ,
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PROVISIONS OF THIS CERTIFICATEon reverse side:,
C-7899
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OREGON UROLOGY
Drainage Study
Springfield, Oregon
Engineer of Record:
Monica 8. Anderson, P.E,
Project Manager:
Mikael D. Shields, P.E.
Designers:
Ryan Nossaman & Geoff Larsen
January 16, 2007
Revised: February 2, 2007
BHE Project No, 2100-071-06
-
BALZHISER& HUBBARD ENGINEERS
Mechanical. Electrical. Civil. Surveying
100 West 13th Avenue, Eugene, Oregon 97401
Phone, (541) 686-8478. Fa" (541) 345-5303
www.bhengineers.com
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Oregon Urology
Storm Drain Studv
January 16, 2007
Revised: February 2, 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, 41039C1142F 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,
~
BALZHISER & HUBBARD ENGINllRS
PAGE 1
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Oregon Urology
Storm Drain Studv
January 16, 2007
Revised: February 2, 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 & OJ 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,
. 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),
. The post-development site runoff condition does not exceed the pre-development site runoff
condition,
. 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,
. 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,
. 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 24 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
cfs from the site,
~A BALZHISER & HUBBA~D ~NGINEmS
5~..
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Oregon Urology
Storm Drain Study
January 16, 2007
Revised: February 2, 2007,
WA TER 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:12100-071-06\Civil\SD SludylJep RNN 122806 SD Study.doc
~ BALZHISER & HUBMRD ENGIN~ERS
~~
PAGE 3
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX A: STORM WA TER SCOPING SHEET
,-' ----
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PUBUC WORKS DEPARTMENT I Engineen'ng Division
Phone: (541) 726-3753 Fax: (541) 736-1021
STORMW ATER MANAGEMENT SYSTEM SCOPE OF WORK
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(Area below thi., line filled out b). Applicant)
(please return 10 Man SIouder@CityajSpringfieldPublic Warks Engi".ering: Fax # 736~J021. Phone # 736-/035),
~mail:m.Jtoudt:r~~.~rinEfie.ld.0r.1u
Project Name: Oe.u.ON uea..oc" V'
Assessors Parcel 1I-0'3-3<O-z-2..... c..6bO.'100D
Land Use(s): c.D_>yrlZ'c./r'<.-
Project Size (Acres): , . '7 "f ....c
Approx. Impervious Area: z." ,"oel ~r
Applicant:
Date:
Phone #:
I Fax#:
Email:
I1~S 1fL '- ....;.(4~ &J4....'{ %.I!:S
Of'c, "I ZJ>.1,
I~ 1- &eGo - Bent
S"'t 1- $'K" - '5"3 ~'3 (..
r v1~4lt...,~- GJ J:JHt:.~;~cd"~ c..~""-'-"
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Project Description (Include a copy of Assessor's map):
'T~ s.-r~ ""'....~IST$ aF Z. (/<.Orz"'""E..)' '-NO ,~ L.uj r'~ (AC....~ '4 jt~t. IT d e..uc....-z-!.O
DN '- s.,.~~i-, ,--"",,-1- ~ ~':<'NOA1I!.i ~<LSJ ~e........ F" S-ri<.L.l-"'-. -r/t1.. 1<1!rr,..J(" ......LOINC,..
",-"LoL 61. P''''''L'S+''i.O. T~ Cd,J~"'cr:,o,..) ,,,.ra<-'<1- I ~ f'Q/Z ,..,. "''I,..... ",,",'<.0',,)" ",.,.,.. A
"1,&00 Sf:' ~.7{f"JZJrIT -lor',. ft"S'$~C;OIt'..,.J,O' t"",L~/,.J4. ~b ,JI'TL I,...,Ni''(.,v.(,.r~.
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Drainage Proposal (public eOlUleetion(s), discharge location(s), ete, Attach additional sheel(s) ifnecessary:
C.........J...'1. -t- ...., ",,,,J.-,d,,,,d ~ (.0,,- oC-...." J.,^'<.. I'~~.... 1'1-~' sl--J- '-'I J...,
('" ,J.......-!- ... J",.."'.J 1-"-- (COr"'- J., .1'-,.. ...-4.."',F,
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I ~;O!;:~~ Sf~T~~~es~~an:;:~e~:~ta~~~e:~~
i?) ".~..\... ~t-rd- ",..fd" "'.....'~ s.
'3.) '1'/<-c. .0-'1""1 "hn-ol.,,:\_
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I.A.rt!D /udnw lhit lltr.<t:: filLtll (Jld bll (he CiN Oha Rl!1ul'7U!ll ta thl! Aoplicant)
(At a ",inimum. all bores checla:d by the City on Ihefront and back of thi> she., shall be submitted
(or an application 10 be! complete for submittal. (Jlrh(1JJ.f!h other reQw'remt!!nts mQ)I be n6ce.rsan'.J
I
Drainal!e Studv Tvne (EnSPM Section 4.03.2): lNote, UH mav be substituted for Rational Method),
o Small Site Study - (u.,e Rational Method for calculations)
{li Mid-Level Development Study - (""c Unit Hydrograph Method ror calculations)
o Full Drainage Development Study - (use Unit RydrographMethod for calcul.tionB)
I
Environmental Considerations:
iii Wellhead Zone: ~-,D -<~~ -r~ TLMtE.
iI WetlandJRiparian: rJ/A ,
~ S oil Type: ...",.... G:hW>c. /1('/.4. '" l..A"'!>
) {,-(b..c
,~ Hillside Development:
II FloodwaylFloodplain:
114 Other Jurisdictions
101/1"1
111M
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Downstream Analvsh:
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W N/A
,0 Flow line for starting water surface elevation:
o Design HGL to use for starting water surface elevation:,
o Manhole/Junetion to take analysis to:
I
Rerum 10 Mart Stouder@ City of Springfield, email: mstouder(fJJci,sDrinafield.or.us, FAX: (541) 736-1021
I
":"::""::~l;V'" ..""v .&.v. vu "".n...A. - ..,...1. '\1U ~U.J.
-.?CO~LETE STUDY ITEMS
\,;~.1~ U~ oJI..n....J.'\irrU:::.LV rn IgIUUJ/UUJ
For Ol!icial Use Only. /IJI15;
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I * Based upon the information pruvjded on rhe front of this sheet, the foll<YWing represents a minimum of what ir ="<ied for an
'-"'Pplication to be completefor submittal with res peer to drainage: however, thir lirr should not be used in lieu of the Springfield
, Jevdopmenr Code (SDC) or the City's Engineering Design ManuaL Compliance with these requir=ents does not constitute site
.. approval; Additio>wl site specific information may be required. Note: Upon scoping sheel submittal, ensure complered form has been
signed in the space prqvjded below:
Interim DesigD Staudards/Water Quality (EDSPM Chapter 3)
Req'd NIA.
iii 0 All non-building .~~:-t' (NBR) impelvious surfaces shall be pre-treated (e.g. multi-chambered catchbasin wloil filtration
media) fOr stormwater quality, Additionally, a miuimllm of 50% of the NBR imp<n'ious smface shall be treated by
vegetated methods.
l1EJ 0 Where required, vegetative stormwater design shall be consistent with interim design standards (EDSPM Section 3.02), set
forth by the Bureau ofEnvironwental Services (BES) or Clean Water Services (CWS),
~ D For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified by the
BES for vegetative treatment.
~. 0 If a stonnwaler treatroent swale is proposed, submit calculations/specifications for sizing. velocity, flow, side slopes, bottom
slope, and seed mix consistent with either BES or CWS requirements.
ir2l 0 Water Quality ca1cuIations as required in Section 3.03.1 oflbe EDSPM
o ~ 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.
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I General Study Requirements (EDSPM SeetioD 4,03)
Bi 0 Drninage study .... _...~..J by a Professional Civil Engineer licensed in the state of Oregon.
I _Ill 0 A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map-
o Calculations showing system capacity for a2.o'ye",:~torm event and overflow effects of a 25-Y.eat storm event
o The time of concentration(Tc) shall be detenDined using a ,1 0 minute start time for developed basins_
I
teview of Downstream System (EDSPM SectiOD 4,03.4,Q
U' Ill'"' downstream drainage analysis as descnDed in EDSPM Section 4.03.4,C, On-site drainage shall be governed by the
. Oregoo Plumbing Specialty Code (OPSe).
ti 0 Elevations ofthc HGL and flow lines for both city and privaie systems where applicable.
"_ . - I
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Design oC Storm Systems (EDSPM Section 4.04)
fij 0 Flow lines, slopes, rim elevationS, pipe type and sizes cle8I'ly iodicated on the plan set.
~ 0 MinimlIUl pipe cover shall be 18 inches for reinforced pipe and 36. inches for plain concrete and plastic pipe materials, or
proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 Ib load
. without failure of the pipe structure.
I?ii 0 Manning's"u" values for pipes shalJ be consistent with Table 4-1 of the 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 T..ble 4-1 as well
I
I
OtberlMisc
I f}j 0 E~ting and proposed contour.;, located at one fo~t interva1. Include sp~t elevations and site gxades showing how site drains
~ 0 Private st..._ ",..;." eas<:menlS shall be clearly depIcted on plans when pnvate stonnwater flows from one property to another
o ~ Drywells shall not receive runoff from any surface wlo being treated by one or more BMPs, with the exception of residential
I building roofs (EDSP Sc:ct:ion 3.03,4.A). Additional provisions apply to this as required by the DEQ. Refer to the website:
WWW_del1,!tta.te.ot'_1l.<;jwo/lZTmmdwaluichnme.hcm for more information.
o gDetention ponds shall be designed to limit nmoffto pre-development ~es for the 2 through 25-year storm events
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~Thlsform ahaO bl! incl1ule4/lJ an artlUhment, insUk thl!front CDVU, of the s/o""Wa1er study
/- IMPORTANT: ENGINEEB. PLEAsE READ BELOW A.NJ) SIGN! I
As the engineer of record. I bereby certify the above required items are
complete and included with the submined stormwater study and plao set
Signature/lL----- ~Oa1e I/I"ilrrl
FOrm Version 2: March 2004
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX B: PRE AND POST-DEVElOPMENT DRAINAGE BASIN
MAps AND AREA CALCULATIONS
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BALZHISER
& HUBBARD
ENGINEERS
EXISTING CONDITIONS/PRE-DEVELOPMENT
POST-DEVELOPMENT DRAINAGE BASINS
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PROJECT NOi
2100-071-06
FilENAME:
SD10,DWG
DESIGNER:
GTl/R~JN
DA TEi 01/09/07
SHEET NO
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OVERALL SITE DRAINAGE HYDROLOGIC
CONDITIONS
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(NBR IA)SUMMARY
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N8R IANOT 1REAim: 0.18 ACRES(J8S)
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MECHANICAL
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SURV~YORS
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BALZH ISER
& HUBBARD
ENGINEERS
ApPENDIX C: PUBLIC SYSTEM RECORD DATA
AND PEAK FLOW CALCULATIONS
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Hydrograph Return Period Recap
Peak. Outflow (cfs)
Hyd. Hydrograph Inflow
No, type Hyd(s)
(origin) i/...lQ., 2-Yr
3-Yr
S-Yr 10-Yr
0.07
0.07
0,61
0,61
2
SBUH Runo! '
SBUH RunDI '
Proj. file: SPR-UROLOGY-PRE-POST-GROSS,gpw
2S-Yr
50-Yr 100-Yr
0,94
0,94
Page 1
Hydrograph
description
PRE-DEVELOPMENT RUNOFF
POST-DEVELOPMENT
Run date: 01-10-2007
Hvdraflow Hvdroaraohs bv Intelisolve
I
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Hydrograph Return Period Recap
Hyd, Hydrograph
No. . type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
1.Yr
3-Y~
5-Vr 10-Vr
2.Yr
SBUH Runol ' 0,02 0,15
2 SBUH Runot " 0,02 0,14
---f ~ 3 SBUH Runo I 0,01 0,14
4 SBUH Runol ' 0,00 0,04
5 SBUH Runol ' 0.Q3 0,16
1~6 Combine 1.5 0,05 0,31
[l>7 Combine 2.4. 0.02 0.18
9 Combine 1.5. 0,05 0,31
10 SBUH Runol r 0.Q1 0,06
11 SBUH Runol r 0.Q1 0,13
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Page 1
Hydrograph
description
25-Vr
50-Vr
100.Vr
0.23 SUB-BASIN A
0,21 SUB-BASIN B
0,22 SUB-BASIN C ~
0.07 SUB-BASIN 0
0,24 SUB-BASIN R
0.46 SUB-BASINS A&R ~
0.28 SUB-BASINS B&D ~'
0,46 wa SWALE A
0,08 wa SWALE Bl
0.20 wa SWALE B2
0.14 t;;A, p"'i>e
(<-1'-'))
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~F-S)
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Proj, file: SPR-UROLOGY.gpw
- -.----- --- --- -r -
, Run date: 01-11-2007
. - .-- ---.------..----.------.----.-- --.-"---
Hvdraflow HvdroQraphs by Inlelisolve
_ _ _,_ _ 115' _ _ _ _ _- (_, _ '_',. _ _ _ _
Hydraflow Plan View
Outfan
11CB1 &2
OultanfT
IllIB3
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-----"'--. CB4&S
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Project file: SPR UROLOGY 2-YR,stm
I No, Lines: 9
, 02-02-2007
Hydrallow Storm Sewers 2003
- - -, - - - - - - - - - - - - - ~ '- -
bhe Page
line DnStm Line Line Line line Flow Capac Invert' Invert God/Rim God/Rim HGL HGL DnStm
No, Lo No 10 Size Length Slope Rate Full On Up EIOn EIUp On Up LoNo
(in) (It) ('!o) (cfs) (cfs) (It) (It) (It) (It) (It) (It)
Outfall L1/4 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 6 40.40 0,79 0.16 0,50 458,82 459,14 461.10 461.95 460,34 460.37 4
6 5 L6 6 26,30 0.80 0,16 0,50 459,14 459,35 461,95 461,95 460,38 460.40 5
7 6 L7 6 76.40 0,80 0,08 0,50 459,35 459,96 461,95 0,00 460,41 460.43 6
8 7 L8 6 41,50 0,80 0,08 0,50 459,96 460,29 0,00 0,00 460.43 460,47 7
9 Outfall L9 4 50,00 1.70 0.04 0,25 459.90 460,75 460.29 461.75 460.20 460,86 Outfall
Projecl File: SPR UROLOGY 2-YR.stm
1 Number of lines; 9
I Date: 02-02-2007
NOTES: .. At crilical depth
Hydranow Storm Sewers 2003
-
-
.'-
-
-
-
-
_ '-
-,,-
-
-
-
-
- -
-
Hydraulic Grade Line Computations
Line Size
(1)
2
3
4
5
6
7
8
9
Page 1
Q
Downstream
Len
Check
Upstream
JL Minor
coeff loss
Invert
elev
(in) (cfs) (It)
HGL Depth Area Vel Vel EGL Sf
elev head elev
(It) (It) (sqlt) (ltIs) (It) (It) (%)
Invert
elev
(It)
(13)
HGL Depth Area Vel Vel
elev head
(It) (It) (sqlt) (ltIs) (It)
EGL Sf
elev
(It) (%)
(19) (20)
Ave Enrgy
Sf loss
(%) (It) (K)
(It)
(It)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11) (12)
(15) (16) (17) (18)
(14)
(21) (22) (23) (24)
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
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
3
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
6
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 0.15 0.00
0,16 458.82 460,34 0,50 0.20 0,82 0,01 460,35 0,081 40.4 459.14 460.37 0,50 0,20 0,81 0,01 460,38 0,081 0.081 0,033 1.00 0.01
0,16 459,14 460.38 0,50 0,20 0,82 0,01 460,39 0,081 26,3 459,35 460,40 0,50 .0,20 0,81 0,01 460.41 0,081 0,081 0.021 1.00. 0.01
0,08 459.35 460.41 0,50 0.20 0.41 0,00 460.42 0,020 76.4 459,96 460.43 0.47 0.19 0.42 0,00 460.43 0.018 0.019 0.014 0.45 0.00
0.08 459.96 460.43 0,47 0,19 0.42 0,00 460.43 0.018 41.5 460.29 460.47 0.18 0,06 1.28 0,03 460.49 0.279 0,149 0.062 1,00 0.03
6
.6
6
6
4
0,04 459,90 460,20 0.30 0,08 0,48 0,00 460,20 0,039 50,0 460,75 460,86 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: 02~02~2007
Project File: SPR UROLOGY 2- YR.stm
NOTES:. Normal depth assumed., H Critical depth assumed.
Hydraflow Storm Sewers 2003
-
-
-
-
-
-
-
-,
-
-
-
-
-
-
Hydraflow HGL Computation Procedure
~
-
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. Calculations begin at Line 1 and proceed upstream.
Co1. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Cot. 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 / 2g).
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. 3 f Col. 16).
Col. 18 Velocity head (Velocity squared /2g).
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).
Cal. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Une Length (Col. 21/100 x Col. 12). Equals (EGL upstream ~ EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).
_..-
-
Page 1
I
SWALE A CONVEYANCE ANALYSIS 2-YR
Worksheet for Trapezoidal Channel
I
I
Project Description-
Worksheet
Flow Element
Method
Solve For
SWALE A 2 YR
Trapezoidal Cha
Manning's Form
Channel Depth
I
Input Data
Mannings Coeffic 0.030
Slope 0.005000 tuft
Left Side Slope 3.00 H: V
Righi Side Slope 3,00 H: V
Bottom Width 3.00 fl
Discharge 0.31 cfs
I
I
I
Results
I
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 tuft
Velocity 0.78 tus
Velocity Head 0.01 ft
Specific Enerf 0.13 ft
Froude Numb, 0.42
Flow Type 3ubcritical
I
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C:\...\slorm drain\spr urology-swale capacity.fm2
01/12/07 01:48:29 PM @HaestadMethods, Inc.
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMasler v6.0 [614bJ
(203) 75S~1666 Page 1 of 1
I
SWALE A CONVEYANCE ANALYSIS 25-YR
Worksheet for Trapezoidal Channel
I
I
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE A 25 YF
Trapezoidal Cha
Manning's Forml
Channel Depth
I
Input Data
Mannings Coeffic 0.030
Slope 0,005000 ftlft
Left Side Slope 3.00 H: V
Right Side Slope 3,00 H: V
Bottom Width 3.00 ft
Discharge 0.46 cfs
I
I
I
Results
Depth O,15.ft
Flow Area 0.5 ft2
Wetted Perim 3.94 ft
Top Width 3,89 ft
Critical Depth 0.09 ft
Critical Slope 0.030651 ftlft
Velocity 0.90 tus
Velocity Head 0.01 ft
Specific Ener{ 0.16 ft
Froude Numb, 0.44
Flow Type 3ubcritical
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C:\...\storm drain\spr urology-swale capacityfm2
01/12/07 01:48:35 PM @Haestad Methods, tnc.
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
I
SWALE B-1 CONVEYANCE ANALYSIS 2-YR
Worksheet fol' Trapezoidal Channel
I
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE B-1 2 YI
Trapezoidal Cha
Manning's Forml
Channel Depth
I
I
Input Data
Mannings Coeffic 0.030
Slope 0,005000 ft/ft
Left Side Slope 3.00 H: V
Right Side Slope 3.00 H: V
Bottom Width 3.00 ft
Discharge 0.06 cfs
I
I
I
Results
I
Depth 0,04 ft
Flow Area 0.1 W
Wetted Perim 3.28 ft
Top Width 3.27 ft
Critical Depth 0.02 ft
Critical Slope 0.046616 ftlft
Velocity 0.43 ftIs
Velocity Head 2.85e~3 ft
Specific Enel"f 0.05 ft
Froude Numb. 0.36
Flow Type Subcritical
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C:\...\storm drain\spr urologycswale capacity.fm2
01/12/07 01 :48:40 PM @Haestad Methods, Ine
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
I
SWALE B-1 CONVEYANCE ANALYSIS 25-YR
Worksheet for Trapezoidal Channel
I
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE B-1 25 .
Trapezoidal Cha
Manning's Forml
Channel Depth
I
I
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 0.08 cfs
I
I
I
Results
I
Depth 0.05 ft
Flow Area 0,2 ftz
Wetted Periffil 3.34 ft
Top Width 3,32 ft
Critical Depth 0.03 ft
Critical Slope 0.043651 ftIft
Velocity 0.48 ftls
Velocity Head 3.54e.3 ft
Specific Ener~ 0.06 ft
Froude Numb 0.37
Flow Type 3ubcritical
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C:\...\storm drain\spr urology.swale capacity.fm2
01112/07 01 :48:46 PM @ Haestad Methods, Inc
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMaster v6.0 (614bJ
(203) 755-1666 Page 1 of 1
I
SWALE B-2 CONVEYANCE ANALYSIS 2-YR
Worksheet for Trapezoidal Channel
I
I
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE B-2 2 YI
. TrapezoidalCha
Manning's Form
Channel Depth
I
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 0.13 cfs
I
I
I
Results
I
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 ftIs
Velocity Head 0.01 ft
Specific Enerf 0.08 ft
Froude Numb 0.39
Flow Type Subcritical
I
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I
C:\,..\storm drain\spr urology-swale capacity.fm2
01/12107 01:48:50 PM @HaestadMethods, Inc.
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMaster v6.0 [614bJ
(203) 755~ 1666 Page 1 of 1
I
SWALE B-2 CONVEYANCE ANALYSIS 25-YR
Worksheet fOr Trapezoidal Channel
I
Project Description
Worksheet
Flow Element
Method
Solve For
SWALE B-2 25 '
Trapezoidal Cha
Manning's Forml
Channel Depth
I
I
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 0.20 cfs
I
I
I
Results
I
Depth 0,09 ft
Flow Area 0.3 ftz
Wetted Periml 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 Ener~ 0.10 ft
Froude Numb, 0.41
Flow Type 3ubcritical
I
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I
C:\...\storm drain\spr urology-swale capacity.fm2
01/12/07 01:48:56 PM @HaestadMethods, loc
Balzhiser & Hubbard Engineers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberger
FlowMaster v6.a [614b]
(203) 755-1666 Page 1 of 1
I
I
Project Description
Worksheet
Type
Solve For
G STREET GUTTER
Gutter Section
Spread
I
I
Input Dala
Slope 002800 fIIft
Discharge 0.74 cfs
Gutter Width 1.33 ft
Gutter Cross 5101062500 fIIft
Road Cross Slop 020000 fIIft
Mannings eoeffic 0.016
I
I
I
. Results
Spread 7,79 ft
Flow Area 0.6 ft2
Depth 0,21 ft
Gutter Oepres~ 0.7 in
Velocity 1.15 fils
d"
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G St. Gutter - 25 Yr. Storm
Worksheet for Gutter Section
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c:\...\civil\storm drain\gutter analysis.fm2 ,
01110/07 09:19:13 AM a:l Haestad Methods, Inc.
I
I~. ~'.' If-S-A.!>LE NHvf LA-NI=
(I'.~P-r"'I3t.f. FOTL c..o\..\..c.L-TO''a.'i>)
....
4.0S~)) ~
Balzhiser & Hubbard"Englneers
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: John Hornberge:
FlowMaster v6.0"(614b]
(203) 755-1666 Pagerof 1
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G-STREET GUJTERCROSS SECTION'
Cro~s S~cti~i'I'fOI' Glitter Section "
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Pr.oject.Oescription
Worksheet
'Type,
. Solve For
G STREET, GUTTER
Gutter Section.
. Spread
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Section oat,a'-.
Slope " . 002800, ftIft
Dischar~e; 0.('4 cis
Gutter Wialhc '133 ft
Gutter Crass Sial 062500 . ftIft,
Road ~~oss Slop O~OOO~. ftIft .
Spread ,,", 7.79 ft
Mannings Coeffic '0.016
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0,50' -, I ',,[ I
0.40 I
I I [
0,30
I. I I 1 ~I
0,20 -:
I, I I - i -I I -..,"
! l'
0,10 ~ I I I I I
I I ,
'0,00 ,
0+00 0,..01 0+02 0+03 '0+04 0+05 0+06' 0+07 0+08 0+09
v:5,oL
H:1
.., NTS
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c::\...\civjl\st~rm drain\g'utter analysis~fm2_
. -:;".01/.10107 09:21 :53AM @-Haestad Methods, Inc. .
',y..,- -.. . :"," " ,.
'saIZh'iser.;& t;tubbardEngirie~rs
37 Brookside:Hoad:' Waterbury, CT0670B USA
. .:~ . .
p,r~ject Engjn~e'r: John .Hornberger
FlowMaster VS.O'[61'4b}..
(203)755~1666 Page ~ of l'
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Project Description
Worksheet
Type
SONe For
F STREET GUTTER
Gutter Section
Spread
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Input Data
Slope O.D02800 ftlft
Discharge 0.22 efs
Gutter Width 1.33 ft
Gutter Cross SIOI 062500 ftlft
Road Cross Slop 020000 ftlft
Mannings Coeffic 0.016
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Results
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Spread 4.54 ft
Flow Area 0.2 ft2
Depth 0.15 ft
Gutter Depres~ Q.7 in
Velocity 0.90 ftls
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C:\...\civil\storm drain\gutter analysis;fm2
01/10/07 09:21:14 AM @Haestad Methods, 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 [614b]
(203) 755-1666 Page 1 of 1
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F-STREET GUTTER CROSS SECTION
Cross Section for Gutter Section
I
Project Description
Worksheet
Type
Solve For
F STREET GUTTER
Gutter Section
Spread
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Section Data
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Slope C),002800 ftlft
Discharge 0.22 cfs
Gutter Width 1.33 ft
Gutter Cross Sial 062500 ftlft
Road Cross Slop 020000 ftlft
Spread 4.54 ft
Mannings Coeffic 0.016
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O,50-=~--I-'-n--
~:~ _m__~____m__ I
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0,35 -------r------I
0.30 -- ---- ---
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0.25 _n___..____
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0.20 ~_____....u.____ -.--.-~-.-----
0.15 .,_..,_._____...._ . ___'0'
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0,10 -'n----r---
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0,05
0,00
0+00,0
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--j--
---!-----
-nul
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0+01.0
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1--.------. .,-,-
__..l_
0+02.0
0+03,0
0+04.0
. i
--~----
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---i-
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0+05.0
_.-_, . _u.__.._ ~
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-------1
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0+06,0
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v:5,01
H:1
NTS
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Project Engineer: John Hornberger
c:\._.\civil\stormdrain\gutter analysis.fm2 Balzhiser & Hubbard Engineers FlowMaster v6.0 [614b]
01/10/07 09:21:36 AM @Haestad Methods. Inc. 37 SrooksideRoad Waterbury, CT 06708 USA (203) 755-1666 Page' of 1
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX D: DETAILS AND
FLOW CALCULA nONS
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SWALE A - Water Quality Analysis
Input Abbreviation
Channel Bottom Width = 4 fl w
Side Slopes = 3 (!:!.:V) flIfl SS
Longitudinal Slope = 0.005 flIft So
Channel Flow =1 0,05 lets 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
Veiocity = 0,08 flIs v
Channel Flow =1 0,05 lets 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 ft/ft So
Channel Flow =1 0.01 leIs 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 Ie A
Wetted Perimeter = 3,21 ft Pw
Hydraulic Radius = 0,06 ft RH
Velocity = 0,05 ftls v
Channel Flow =1 0,01 leIs 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 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 Icfs 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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VARIES
SWALE BOTTOM WIOTH VARIES
(ZERO LATERAL SLOPE)
VARIES
EROSION CONTROL BLANKET
PLACED OVER SEED MIX.
~
c
"-
c
~
,\Ir/,~,
:~i'V'\W
....'-.-
EXTEND ,CLAY LINING TO
TOP OF BANK
-~.
' <,<<(,<<('<<:<<<,,<,, ~,/
" . UNDISTURBED
, EARTH
6" THICK CLAY LINER,
OR NATIVE SOIL WITH
MIN 35% CLAY CONTENT
-0
VEGETATED CLAY-LINED SWALE SECTION
NO SCALE
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FLEX- TRANSITION SOLID STEEL
MANUFACTURED L E LID I
I FINISHED GRADE FITTING _.. _' _ _ PAT __ .__. _____
-{'////////// //////~ / Ar
I . - '- - . - - HINGED ACCESS
~ 4 tCOVER
45' PVC BEND OUTLET PIPE
'" ----r--~~~
PE X PE EXTENSION ::-- - ~ - 'Iii NOTE No.4
v ~,
LENGHT AS REQ'D III '" ~
OIL AND GREASE
FIL TRA TIQN SYSTEM
WITH FILTER INSERT
STRUCTURE GRATE
~EFER TO NOTE3 RIM SET TO
/ r INI::iH1cU GKAUt
crT' ""~~l
GREASE TRAP
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PVC PIPE
DUCTILE IRON, SCHEDULE
40, OR C900 PVC PIPE
AND FITTINGS
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-0
'FILTRATION SYSTEM &
DOUBLE CHAMBER CATCH BASIN
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
Or gon
Urology
Development
5 year TOTZ
10 year TOTZ
Zone of
Concentration
20 year TOTZ
Wellhead Protection Area Map Detail
G Street Time of Travel Zones
Source: City of Springfield
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX F: TAX MAp
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, 6'7
I~ 7700
14800
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1\1'" "' 1\l"i/'"'T ...........;;...... . ..... .,h .....-
LANE COUNTY
l' D~~' ~ 2.
1"=100
See Map 17 03 2:5 33
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100"'1. -eoo-
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(VACATEDI U...' -- -
STREET;
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2200 2100 2000 1900
.....s"IS .. 16 - 17 .. 18 .. 19 "20 -'171"':
1800 1700 1600 1500 1400 1300 1200, ~::i
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BRATTAIN
.. . _ O.L.e. No.63 I
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX G: FLOOD PLAIN DATA
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-
ii
35
~
STREET
F ~1Ih<b1'
STREET
STREET
STREET
.~.-::...,,,.
','.'". ..
'..
STREET
,,::,:..
"''''
_, t_
..,~
63
ZONE X
-
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-
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,-
'.
-,..
-
",,'" IVV-)".., "V~"".
OTHER AREAS
ZONE )( Neas detemlined to be outside S()()..year
floodplain.
A
.~
lONE 0
^rea$ in which flood hazards are
undetermined.
UNDEVELOPED COASTAL BARRIERS
"'''''' "'" ~
['," ,-.)
~
....~"'t..
8d~,..ot to SPeCiel
Identified
1983
Coastal barner areas
Flood Hazard Areas.
."
~:,' ',,1
Identified
"90
normally located within or
FloodplaIn Bo~""'ry
floodwa't' .IOund81)'
Zone" Boundary
~1::7:~:.~J
.doundal)' DMding Special Flood
Hazard Zones. and Boundary
Divlding Areas of DiHerent
Coastal ges8 Flood ElevatiOns
Within Special Flood Hllzard
Zones.
Base Flood Elevation Una:
Elevation in FeeL Se8 Map Inde"..
lor Elevation Datum.
Cross Section Line
Base Flood Elevation in
Where Uniform Within
See Map Indell: for Elevetion
Elevation Reference Mark.
513
@
@
Feet
Zone.
Datl.lm.
.
IEL 987}
RM7X
. M2
River Mile
Horizontal Coordlnatas Based on North
Af11erican Datum 01 1927 (NAO 271
PrQjection.
91007'30".32022'30"
NOTES
This map 15 lor use in administering the National Flood InsunllnC8 Program;
it ooes not necessarily identify allar8&s subject to flooding, particularly from
'Iocil drainage 10urcBS of small size, or all planimetric features outside
Spteial Flood Hazard Areas. The community map repository should be
eo.sul1ed for more detailed data on BFE'a, and for any information on
1I0odway delineations. prior to use of this map for property purchase or
cOlstruction purposes.
Ar.s of Special Flood Hazard \lQO-year lloodl Include Zones A, AS, A1-
AJO. AH, AO, MS, V, VE and Vl-V3Q,
Celtain areas not In Special Flood Hazard Areas may be protected by
flood conuol structures.
Boundaries of tha floodways were computed at cross sections and
int.rpolated between cross sections. The ffoodw"ays went based on
hydraulic considerations with regerd to' requirements of the Federel
Emergency Management Agency.
Floodway wld1hs in some areas may be too narrow to show to scate. Aeler
to Floodway Dew Table where f1oodW8Y width is shown 8t Y.20 inch.
Coestal base flOOd elevations apply onlv landward of 0.0 NGVD. ..--f Include
the eff&C1S 01 wllva action: these elevBtions may also diff, ',cantly
I ~~~~::~~-~"~:'r~'~~~~~~~~~~~~. r:.v ~
~~_":-;""~~::'~S:T_~'_~_ ~~
1':~~!t~B~)~~0~~7~lvi1K~'/~;;-'?~~'T"-:-'7Ji?_~1;'i~ij-i?~ ~I ~ ,NATIONAL FLOOD INSURANCE PROGRAM"
.)' .' ..... "- !IIII~
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" ,! I PANEL 1142 OF 2975
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b 9L)
FIRM
I flOOD INSURANCE RATE MAP
LANE COUNTY,
OREGON AND
INCORPORATED
AREAS
(SEE MAP INDEX FOA PANELS NOT PAINTED)
I CONTAINS:
COMMUNITY
I EUGENE, CrTY OF
. SPRINGFIELD. CITY OF
lANE COUNTY,
lJNINCORPORA TED AREAS
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NUMBER PANEL SUFFIX
4J0122 1142
415592 1142
._ 1142
F
II)
[] F_ __ "'........._j
MAP NUMBER
41039C1142 F
EFFECTIVE DATE:
JUNE 2, 1999
1 "[0"",'
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BALZHISER
& HUBBARD
ENGINEERS
ApPENDIX H: SOIL PROPERTIES DATA
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SOIL SURVEY OF LANE COUNTY AREA, OREGON
Oregon Urology
--4-.
o
30
60
Meters
120
Feet
o 50 100 200 300 400
!JSQ~ .'llIuml Hl"uLlrn''''
~I' uliull."erliu'
W.:b Soil SlIlT.:\' I.]
:\alional Cl)U] ',,: Soil Sun-..:y
12/2W:!fl06
P.' If)
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Soi I Survey of Lane Counly Area, Oregon
Map Unit Legend Summary
Lane County Area, Oregon
Map Unit Symbol
Map Unit Name
Acres in AOl
"'-'-'
''32': .'
'., ,.
'09
,
"
USDA NlIh...1 H........rrn
"'c.--= r"l\lirrndl..n Sdl!rr
Wen Soil Surn:\" 1.1
N.1lional Coupcr;lli,c Soil Surn:y
Percent of AOJ
Oregon Urology
12i29/2006
Page:- ()f~
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lower part to a depth of 60 inches or more is
multicolored sand,
Permeability 01 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 prolile 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 01 the disturbed areas are highly variable.
Urban land consists of areas where the soils are
largely covered by concrete, asphalt, buildings, or other
impeNious 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 il 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-lir, 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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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 surfac,
helps to conseNe 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 an
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. Areas
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 ;s 45 percent relatively undisturbed Coburf
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,
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C;: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
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a e IS at
, !o 2,5 feet rom vember to May.
, The disturbed Cobur~ soil has been covered by as
"' uch as 40 inches of fill matenal or has had as much as
c~ Inches of the original profile removed by cutting or
'giading, The fill material is commonly from adjacent
areas of Coburg, Malabon, Salem, Conser, and Oxley
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 lor yards, parks, and open areas around and
between buildings.
If this unit is used for urban development, the main
limitations are the seasonal high water table, moderately
slow permeability, and low soil strength. If buildings are
constructed on the unit, properly designing foundations
and footings and diverting runoff away from buildings
help to prevent structural damage as a result of shrinking
and swelling. Roads and streets can be built if they are
designed to compensate for the instability of the subsoil
and 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
are not provided.
This map unit is not assigned a capability
classification.
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33-Conser silty clay loam. This deep, poorly
drained soil is in depressional areas along drainageways.
It formed in silty and clayey mixed alluvium. Slopes are 0
to 2 percent. Areas are irregular in shape and are 5 to
100 acres in size, The vegelation in areas not cultivated
is mainly Oregon ash, Oregon white oak, hawthorn, rose,
sedges, rushes, and grasses. Elevation is 300 to 500
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 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
clay 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 pan.
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 loundations
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
Lane County Area, Oregon
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 bility bility
conductivity capacity bility Kw T group index
Kt
In Pet Pet Pet gfee micro m/sec InIIn Pel Pel
32:
Co burg 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
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Natural Resources
Conservation Service
This report shows only the major soils in each map unit Others may exist
Tabular Dala Version: 5
Tabular Data Version Date: 12/22/2006
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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 and on 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 particle as measured by sedimentation, sieving, or rnicrometric 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 is less than 2 millimeters 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 of a 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 of the soil and the ability of the. soil to adsorb cations and to retain 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 113- or l/1D-bar (33kPa or 10kPa)
moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil
material that is less than 2 millimeters in diameter. B':JJk 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 eaSEl 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 conductivity (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-bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. 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 content 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
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Natural Resources
Conservation Service
This report shOWS only the major soils in each map unit Othels mayexkst
Tabular Data Version: 5
Tabular Data Version Date: 12/22/2006
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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 Soil Lass Equation (USLE) and the Revised Universal Soil Loss Equation (RUBLE) 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 Ksa\. 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 erodibility 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 8 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 ofsurface clods, rock fragments, organic marter, 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-VI. (http://www.soils.usda.~ov)
USDA Natural Resources
7'- COlIserVlltion Service
This report shows only the major 50115 in each map unit Others may exist
Tabular Data Version: 5
Tabular Data Version Date: 12122/2006
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Engineering Properties
Lane County Area, Oregon
Classification Fragments Percent passing sieve number..
Map symbol Depth USDA texture I Liquid Plasticity
and soil name >10 3-10 limit index
Unified AA8HTO Inches Inches 4 10 40 200
In Pet Pet Pet
32:
Coburg 0-18 Silty clay loam CL A-6 0 0 95-100 90-100 85-100 80-95 30-40 10-15
18-53 Silty clay, Silty clay loam CL A-7 0 0 95-100 90-100 85-100 80-95 40-50 15-25
53-65 Clay loam, Fine sandy lo'am, ML. A-4 0 0 90-100 85-100 70-90 40-65 25-35 NP~10
Loam 8M
Urban land
USDA Natural Resonrces
~ Conservation Service
This report shows on~ the major soils in each map umt Others may eXist
Tabular Data Version: 5
Tabular Data Version Dale: 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 turvey area.
"Depth" to the upper and lower 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 afsand, silt, and clay in the fraction ofthe soil that is less
than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the 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, Ge, 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 ofa 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-B on the basis of visual inspection.
If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A-1..a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a
soil as subgradem~terial can be indicated by a group index number. Group index numbers range from 0 for the bestsubgrade 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 sievesll is the percentage of the soH 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 50ils sampled in the survey area and in nearby
areas and on estimates made in the field.
"Liquid limit" and "plasticity index" (Atterberg 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 methods of 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 eacn map unit Others may e~lst
Tabular Data Version: 5
Tabular Data Version Date: 12/22/2006
Page 2 of 2
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Coburg
Urban land
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Map symbol
and soil name
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Hydrologic
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Natural Resources
C:ollservation Service
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Suriace runoff
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Month
January
February
March
April
May
November
December
Jan-Dec
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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 VersionDate: 12/22/2006
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Surface depth
Ft
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Pending
Duration
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Flooding
Frequency
Duration Frequency
None None
None None
None None
None None
None None
None None
None None
None None
ThiS report shows only the mOljor sOils in each map unit OIhers 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-duration 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 eXgessively drained sands or gravelly sands. These soils 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 or well 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 a soil is assigned to a dual hydrologic group (AID, B/O, or C/O), the 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 tow, low, medium, high, and very high.
The "months" in the table indicate the portion of the year in which a water table, ponding, and/or 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 than a 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' if 2 to 7 days, "long" if 7 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' if4 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 iUs 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
to 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); "frequenf' 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 with increasing depth; and
little or no horizon development.
Also considered are local information about the extent and levels of flooding and the retation 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 bv detailed. engineering sUlVeys that delineate flood-prone areas at specific flood freQuency levels.
USDA Natural Resources
C;onservation Service
This report shoWS only the major soils In each map unit Clthers 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
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K & A Engineering, Inc.
3327 Roanoke Ave., Eugene, OR 97408
(541) 684-9399 Voice
(541) 684-9358 FAX
engineering
January 15, 2007
Mr. Terry Fitzpatrick, Administrator
Uroiogy 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 this 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 soulh 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 wifh no remarkable topographical relief. .
It is importanl 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 electrical service are currently located
underground running from the south property boundary to the south foundation of the existing building.
The geology of the project site consists of quaternary delta deposits that include silts, sands, and gravels having
a variable depth over weak sedimentary sandstones and siltstones of the Eugene formation' This is consistent
with the findings in our geotechnicai borings (see below). Groundwater can Characteristically be moderately
high (within 1 O-feet of the ground surface).
I Ian P. Madin and Robert B. Murray, PreliminaJY Geologic Map of the Eugene East and Eugene West Quadrangles, Lane
County, Qregon, Open-File Report OFR 0-03-11, Oregon Department at Geology and Mineral Industries. 2004.
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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 not encountered and the decision was made to
attempt to extend two borings to depths greater than 20-teet. 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 base over 8-feet of brown stiff moderately plastic silt over very dense
poorly graded sandy gravels and poony graded gravelly sands. Groundwater was at approximately 12-feet
below the existing ground surface. .
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.after completion of the borings.
SUMMARY AND RECOMMENDATIONS
General Suitability
The site is suitable, or.can be made suitabl~, to support the proposed foundations. Heavy foundation loads
sh6uid be supported on the underlying
We recommend that the site is suitable for the proposed construction,
It is our' understanding that the proposed construction includes a vault for medical laboratory testing cOnstructed
of very thick cOncrete that will have extremely high dead loads. The very dense gravelly.sands and sandy
gravels found at a depth of approximately 9-feet below the 'existing ground surface 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 of the structure, suitable foundation types could include spread footings
supported by a controlled granular fill 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 Sdils
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.
. '1457G. St., Springfield, OR
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Earthquake Ground Motion - Liqueiaction ..
There is a low hazard associated with Iiquefactio'n from earthquake ground motion. The low-hazard
determination was made because of the highly over-consolidated (stitt) 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 of design earfhquake loading, as
defined in Table 1615. U of the 2004 State of Oregon Structural Specialty 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 of 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 this we expect that there may be underground structures that are presently unknown, such
as septic tanks, drain tields, 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 ihe
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 operations to verify suitablesubgrade
soils and minimum depth of clearing. '
. . .
Fills necessari to bring the cleared area to the desired grades should cOnsist of select granular fill conforming to
ttie materials and placement specifications below. .
. Cut Embankments
I;
Based On our understating of the 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 verfical for brief periods during clearing and' utility construction. Long-
term temporary Guts (for periods more than 2-weeks) shouid have a slope not exceeding 0.75 horizontal to 1
. vertical. -
Short-term cuts should be protected fromsurlace erosiOn.
Fill Embankments
We anticipate that low fills (riot exceeding 4-feetin 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
Client: Urology Healthcare, P.C.
1457 G. St, Springfield, Of)
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is there a need for permanent load-be.aring exposed fill slopes. Permanent exposed fill slopes should not exceed
3 horiZOntal to 1 vertical. Permanent fiiis shouid be vegetated or armored for erosion protection
Pavements
Design Assumptions
We anticipate that traffic on the pav~d 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
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Vehicle/day
400
5
5
. 2
. 2
Days/wk
5
2
2
1
1
Analysis .
Wk/y'r Period, Yr.
52 20
52 20
I 52 20 I
I 20 20
20 20 I
Total Estimated 18-kEAl
18kEAl I
830 I
129,300 I
1401
19,870 I
10 I
150,1801
Roadway Subgrade
Alter 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 oi dense'grade'd bituminous hot mix asphalt concretepavemenl. 2 Ifconstnuction is made during'
wet weather causing overly salt saturated subgrade soil, pavement geotextile should be placed On the subgfade
prior to placement of the aggregate base.
Wet Weather Construction
Limited construction during wet weather is allowable provided that subgradesoils 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 surface rUnoff.
2 Calculations based on AASHTO Guide for Design of Pavement Structures, 1993.
Project: 180.06
Client: Urology Healthcare, P.C.
1457G. 5t., Springfield, OR
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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
Valilt Foundation - Spread Footings ,
Our understanding is that a vault structure is to be constructed of heavy concrete construction, which will
require support of large dead and associated transient loads.
Conventional cast'ln-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 graveis
that are approximately 9-feet below the current ground surface elevation. We recommend an allowable bearing
capacity of 4-~ips 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, fhe 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 minimumof 1-foot below final grade around the perimeter foundation.
Vault Foundation - Orilled 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 surtace 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 bedesighed 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 the 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 10 kips per square foot (this recommendation
Project: 180.06
Client: Urology Healthcare, P.C.
1457 G. St:, Springfield, OR
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includes a 33% increase for transient loads). For a 24-inch diameter pier, this calculates to 6.3-kips per lineal
foot. We recommend that a cOnservative rilaximum of 7-feet of pier be used to develop uplift skin resistance.
Vault Foundation ~ Stone Columns
Foundation support 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 sto.ne 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 10-kips per square foot. .
We recommend the. use 01 durable 6'inch open-graded shot Quarry stone for stone columns or stone walls. The
columns should have a maXimum length to diameter ratio (LID) equal to or less than 3.0. Stone wails
supporting continuous strip loads should eXtend a minimum of 12-inches on either side of the iooting. Care
should betaken to ensure that the stones are interiocked by the use of a ram. Sione columns and stone walls
should be placed in lifts not exceeding 12-inchesand rammed prior to placing the next lift u~less 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, Irk. 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 :O-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 root loads). These foofings should be supported on undisturbed
native Silty subgrade at a minimum depth 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 f.ootings is l.3-kips per square foot. The
maximum footing widtQfor 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 Engineerin'g', Inc. should be cOnsuited to provide additional recommendatiOnS for loads that exceed the'
maximum capacity constrained by the above recommendations. .
."'.
. Project: 180.06
Client: Urology Healthcare,PC
1457:G St., Springfield, OR
Page 6 of 11
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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 at 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 supporfing the footings.
Slabs-an-Grade
Interior slabs-on-grade in those portions of 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 rebar spaced at 24-inches o.c. each way. The rebar shouid be placed in the middle of the slab.
Concrete slabs-on-grade should have either tooled or sawcut cOnstruction joints spaced at 12-feet o.c. max.
each way.
Interior slabs-on-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 equivaient fluid density of 66-psl/ft and an additional
Uniform lateral pressure of 83-psl/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 of sliding of 0.45 for footings supported On prepared native silt subgrade soils and
a coefficient of sliding of 0.65 for footings supporfed on prepared sandy gravel subgrade soils. Note that these
coefficients are NOT modified by a safety factor.
Drywells or other Surface [Jrainage 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 could'soften 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 "natural" methods of local stormwater
disposal within 20-feet of the foundation.
Project: 180.06
Client: Urology Heaithcare, P.C.
1457 G. St., Springfield, OR
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SPECIFICATIONS
Materials
Select Granular Fill
Select granular fili may cOnsist entirely of fine select granular fill or a minimum of 9-inches of coarse select
granular fill covered with a minimum of 3-inches of fine select granular fill.
Fine Select Granular Fill
Fine select granular fill should consist of ciean, durable, well-graded material with a maximum particle size of 3-
inches and a maximum of 10% passing the nO. 200 sieve. Select granular fill shall be placed in layers not to
exceed 12-inches (loose) and mechanically compacted to a dry density exceeding 95% of maximum as
determined by ASTM 0698 (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 and have 100% 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 seiect granular fill may cOnsist of well-graded "bar-rUn" gravels from 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 011 1/2-
inches and a maximum of 10% passing the no. 200 sieve. Aggregate base shall be placed in layers not to
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 'h to 3-inch clean, open-graded, and durable round river stone or angular quarry
stone.
Native Structural Fill
No soils at this site are recommended for native structural fill.
Sub grade
Subgrade refers to compacted, graded native soils Underneath stripped and grubbed organic layers that will
receive cOnstructed fills or embankments.
Separation Geotextile
Separation geotextile should cOnsist of a nOn-woven, needle-punched, polypropylene fabric meeting the
following specifications:
Project: 180.06
Client: Urology Healthcare, P.C.
1457 G. 51., Springfield, OR
Page 8 of 11
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Table 2 - Separation Geotextile Specifications
Property Test Specification
Method
Grab Strength ASTM > 1.4 kN
04632
. Tear Strength ASTM > 0.5 kN
04533
Puncture Stre'ngth ASTM > 0.5 kN
04833
Burst Strength 1 ASTM > 3,500 kPa
03786
Permittivity ,I ASTM > .02 sec"
04491
Apparent Opening Size (AOS) ASTM < 0.6 mm
04571
Ultraviolet Stability ASTM > 50% ret. After 500 hours
04355 exposure
A manufacturer's printed certification is acceptable as proof of compliance in lieu of laboratory testing. Fabrics
that meet this specification include ~moco Fabrics and Fibers Co. 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:
Table 4 - Pavement Geotextile Specifications
I Property Test Specification 1
Method
I Grab Strength ASTM. > 1.4 kN I
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 1
03786
I Permittivity ASTM > .05 sec" I
04491
I Apparent Opening Size (AOS) ASTM < 0.43 mm I
04571
1 Ultraviolet Stability ASTM > 50% ret. After 500 hours I
04355 exposure
Project: 18006
Client: Urology Heaithcare, P.C.
1457 G. St, Springfield, OR
Page 9 of 11
. August 9, 2006
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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 Fibers Co. ProPex 2006.
Pavement geotextile should be placed free of wrinkles or other discontinuities. Torn, punctured, or damaged
fabric should be replace. Separation geotextile should have aminimum lap at seams of 12-inches.
Drain Pipe
Drainpipe for foundation drain systems shall consist of rigid AOS3000 Triplewall pipe or schedule 40 PVC.
Perforations should be either prefabricated by the pipe supplier, or constructed by drilling V,-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 perforated drainpipe priorto installation.
PJacemenlSpecification .
General recommendations for placement of earthwork.and specified materials are as follows:
. Strip and remove all construction debris and to-be abandoned structures, pavements, and fills.
Remove any organic soils and organic matter that may be found in the subgrade.
. Compact subgrade priorloplacing 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 selectgranular 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.
. Coarseselect 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 is observed in the fill. Adequate compaction should be determined in the
fiel.d 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 materials testing company approved by the geotechnical
engineer. A quality control program should have a systematic plan for obtaining random samples of
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 engin'eers providing similar services at the time these services were provided. We do not warrant
or guarantee these recommendations, site surface, or subsurface cOnditions. Exploration tesl holes indicate
soil conditions only at specifiC locations (i.e. the test hole locations) to the depths penetrated. They do not
Project: 180.06
Client: Urology Healthcare, P.C.
. 1457 G. St., Springfield, OR
Page 10 of 11
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necessarily reflect soil/rock materials 'or groundwater conditions ihat exist between or beyond exploration
locations or limits.
The scope of our services does not 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 180.06
Client Urology Healihcare, PC. .
1457"G..St:, Springfleld,:OR
Page 11 of 11
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VICINITY MAP
1457 G STREET
SPRINGFIELD, OR
PROJECT: 180.06
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k-a
geotechnical/l.r/viJ
engineering
Eugene, OR 97408
541 6849399 541 6849358 fax
"roject:
Client:
Job No:
1457 G. St. Sorinafield. OR
Uroloov Healthcare P.C.
18006 Date: 8/16/2006
Sheet: 1 > of 1
engineering
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1 . , PROPOSED STRUCTURE .
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f1\ GEOTECHNICAL SITE PLAN
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EXPIRES
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k K-'& A L )neeringj Inc.
3327 Roanoke Ave.
Eugene, OR g7408
oa Telephone (541) 684-9399
~noine~rino Fax: (541) 684-9399
Pm!ec': Urology Healthcare, P. C.
Job No.: 180.06
Local;on: 1457 G Street, Springfield, Oregon
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Top of Casing EJev.:
Drilling Method:
Sampling Method:
MATERtAL DESCRIPTION
Surface Elev.:
...:...Asohal! pavement
--&rushed aaoreaate base r
Brown, damp to moist, stiff, moderately plastic SILT.
50
Dark gray, moist to saturated,very dense, poorly
graded SANDY GRAVEL .
H.S. Auger
Split Spoon
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LOG OF BORING DH1
Sheet 1 of
WATER LEVELS
While.Drilling'
End of Drilling:
7..1 hrs After Drilling:
STANDARD PENETRATION
TEST DATA
Ninblowslfl@
5
5
6
4
4
4
"
53
53
80
Dark gray. saturated, dense, poorly graded
GRAVELLY SAND
.4
4
7
37
50
14
21
26
24
18
26
23
10
6
18
37
50
20
28
40
Completion Depth: 31.5 . Sample Types: -, Remarks:
Date Boring Sta'rted: 8/16/06 ~ ~
8/16/06 _' Auger Cutling " Shelby Tube.
Date Boring Completed: " .
Logged By: MOR ~ Vane Shear " Grab
Orillinq Contractor: PNW Orillino v~ Split Spoon . Rock Core
Thestratificaiion lines representappro~imate boundaries. The transition may be gradual.
93
Gray, saturated, very dense, poorly gradeq SANDY.
GRAVEL
80
10 2030 5() BO
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12.0
WELL
INSTALLATION
DETAILS
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<&i
K & A L )neering. Inc.
3327 Roanoke Ave.
Eugene, OR 97408
Telephone: (541) 684-9399
enl1;nnrinQ Fax: (541) 684-9399
Proiect: Urol09Y Healthcare, P.C.
Job No.: 180.06
Location: 1457 G Street, Springfie'ld, Oregon
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Coordinates:
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Top of Casing Elev.:
Drilling Method:
Sampling Method:
MATERIAL DESCRIPTION
Surface Elev.:
--hsohall pavement
~rushed aaareaate base ------./
Brown, damp to mOIst, stiff. moderately plastic Sfl T.
100
Dark gray; moist to saturated, very dense, poorly
graded SANDY GRAVEL
80
"
40
67
ASSUMED poorly graded SANDS or GRAVELLY
SANDS. Sands welled into auger preventing.sampling
or standard o.enetration testinci.
LOG OF BORING DH2
H.S. Auger
Split Spoon
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Sheet 1 of 1
WATER LEVELS
While Drilling:
End of Drilling:
,'5l- 0,'3 hrs After Drilling: 12.0
STANDARD PENETRATION.
-TEST DATA
Ninblowslft @
4
4'
7
4
4
6
4
4
3
28
3.
49
36
19
24
23
32
33
Completion Depth' 20.0 Sample 1ypes:
Date Boring Started: 8/16/06 ~ AugerCutting ~ Shelby Tube
Date Boring Completed: 8/16/06 rr
LL Vane Shear '" Grab .
Logged By:' MDR lv
Dri\lin8 Contractor: PNW Drillinq to Split Spoon _ Rock Core
The stratification lines represent approximatebounda'i"ies; The transition may be gradual.
10 20305080
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Remarks:
WELL
I NST ALLA TION
DETAILS