HomeMy WebLinkAboutApplication APPLICANT 12/21/2009
City of Springfield
Development Services Department
225 Fifth Street
Springfield, OR 97477
Site Plan Review
. ~ . .....
Applicant Name:
Icompany:
IAddress:
,
IAPPlicant'sRep.: LARRY [;:. ~REED_ Phone0:rJ)6"8)-/OZfI
I 0RH Tfi'ANS rOI'?TAnON ~N6'NC€R\N~ ~----
Company: .1_ANn I )<;1= PI ANN I No? DIVI<;IIJN Fax: 31'5 -6J'l'1'
IAddress: 7'')65" VILLA6-E PLAZA LOOP. <;1.;'01 EU~ENE OR 9''/Yo/
,
I CUDDEB'ACK C'ot1KERC/~L Pli'ol"E:RTle"5 I
Property Owner: _ Phone:
I ~ TIM eAMPBE'lL I
Company: CAN1~F1FI_' eoMMt=fi'<:/AL R1;:AL E:5Tlln=_ Fax:
IAddress: 85'~ .WIL.LA H&~ 5111 3,), 0 E()6EI~!;" OR '1~ '/0/
,- - ---
- _ __J
IASSESSOR'S MAP NO: 1'1-03- -2,. sy ITAX LOT NO(S): LfIO{ / '0';;: i::r:.<;,/f I
I Property Address: 15' 05 t'-1<2 I-tAl.Ul(~LVO I
ISize of Property: PAO/ Re DEVi'=wibMi=.iLJT It. '8'1t,S"QFrAcres 0 Square Feet ~ I
!proposed Name of prolect: R~ PL.ACEMENT l'-ACO 5'ELL fi'e.~rIII/R""NT J
I Description of If you are filling in this form by hand, please attach your proposal description to this application.
Proposal: C.5"5"b '5 F rltco BeLL (gUllDING PLAN T.SO)
[Existing Use: ) 800 ':i F TAcO BELL RE:$TfluFf'ANT (CiRcA IQ60'S) j
INew Impervious Surface Coverage (Including Bldg. Gross Floor Area): Nf:A-;~D(TfOHs'fL I
Si natures: Please sl nand rint our name and date in the a riate box on the next
ROBIN AND MIK't= SANDERS
BELLC'O t;NTER PR1'5'E"S
Po f?OX FF 5PRIN&PIElD
Phone:~Y'/) 7J {, - '66Je
Fax: /,;\6 - 'Z06J
OR
9?7'?:7.
NON&: To U'5f: EXI'5TIN~ [i, Ie
Associated Applications: "516& _ Signs: _~ l~
Ipre-sub Case No.: -- -I Date: ,Reviewed by: I
Icase No.: l)Ll2Cff1- tftrCf I Date: /J-IJ/ld{ I Reviewed by: ~ fllJ/l ~I
IAPPlication Fee: $ Lf 11l ,Or) Technical Fee: $ J / I ,/0 Postage Fee: $ /1;j).JO
~TOTAL FEES: $ i ~({ll..ID J~~~o dc( -O(jJfcr
DEe 2 1 2009
Revised 1/1/08 Molly Markarian
1 of 10
Original Submittal
..... ....
Owner Signatures
This application form is used for both the required pre-submittal meeting and subsequent
complete application submittal. Owner signatures are required at both stages in the application
process. An application without the Owner's original signature will not be accepted.
bmittal
The unders aCknowledges that the information In this appllcati
Pre- Submittal Mee I .
n~~urate for scheduling of the
Owner:
Date:
Signature
. Submittal
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: ~
x~
isnature
foo.AJd4..('
Print
~
Date:
IZ//o/Z Co?
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r: /A.J ~ 10...c k..
J4ta~~
Date Received'
DEe 2 1 2009
Original Submittal
Revised 1/1/08 Molly Markanan
2 of 10
t'-<./A = NoT M'l'lu"i\6lE
Site Plan Review Submittal Requirements Checklist
NOTE: '- /'
. ALL of the following items MUST be submitted for BOTH ~re~mittayand(Submittai)
",. ... ..--..
. If you feel an item on the list below does not apply to your specific application, please
state the reason why and attach the explanation to this form.
.~..b-- ~ 3~ M~~R8.L I)EVEL",.MEN r co. LLC tJ&. ~ /If ~ 5"' '3 ~
o App11Ca'flon Fee - refer to the Development Code Fee SchedUle for th~ppropriate fee
calculation formula. A copy of the fee schedule is available at the Development Services
Department. Any applicable application, technology, and postage fees are collected at the
pre-submittal and submittal stages,
~
Site Plan Review Application Form
mr - &OVN 0 BOOKLeT :j l?tl
L!J Narrative explaining the purpose of the proposed development, the existing use of the
property, and any additional information that may have a bearing in determining the
action to be taken. The narrative should also include the proposed number of employees
and future expansion plans, if known.
~
~
Copy of the Deed It T'Ti\CHro -<:MC/'tO~ TiTle COM""~Y
Copy of a Preliminary Title Report issued within the past 30 days documenting
ownership and listing all encumbrances.
TO ll~~vl!r""~ WITH ""liOoL ~Vl!,^ITnL -Af'-TI:'R ~....jllt~rH~ RI;VI~
o """"--Copy of the Site Plan Reduced to 8'h"x 11", which will be mailed as part of the
required neighboring property notification packet,
Njp..D
Right-of-Way Approach Permit Application provided where the property has frontage
on an Oregon Department of Transportation (ODOT) facility.
~_____ exHIBIT H
~ Three (3) Copies of the Stormwater Management System Study with Completed
Storm water Scoping Sheet Attached - The plan, supporting calculations and
documentation must be consistent with the Engineering Design Standards and Procedures
Manual.
REPl~C~I1""T TACO i!ELl - 'S"e~ PA,6E'.!! OF N^RRATtv~
o Three (3) Copies of the Traffic Impact Study prepared by a Traffic Engineer in
accordance with SDC 4.2-105 AA. Traffic Impact Studies (TIS) allow the City to analyze
and evaluate the traffic impacts and mitigation of a development on the City's
transportation system. In general, a TIS 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 TIS must also
address, if needed, City, metro plan and state land use and transportation policies and
objectives,
ri' ~even (7). ~!'fi!!S ~f the Follqwi!19 Plan Sets for Pre-SubmittapOR
Ignteen l18 Copies of the Following Plan Sets for Submittal
E(' 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, north arrow, and date of
preparation.
~ All plan sets must be folded to 8V2" by 11" and bound by rubber bands.
-" 51(1 r-J6 FOR V'AAnp.L Will vER -/;;:XI<;nfJ6 FuLl.Y Oe\JELdED :rITe
a. Site Assessment of Existing Conditions Date Received.
0Prepared by an Oregon licensed Landscape Architect o(Engineer - '1'RH)
~icinity Map DEe 2 1 2009
N/~
Revised 1/1/08 Molly Markarian
Original Submittaln
\'4/A
NIl'<
N/A
N/A
NIt>.
N/A
N/A
~e 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. For existing structures to remain, also indicate present use, size,
setbacks from property lines, and distance between buildings,
o 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
o T'he 100-year floodplain and floodway 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
,.,./ SI:,;: ('A.r;.<: 7 OF ...,"RRArrvE'
~ The Time of Travel Zones, as specified in SDC 3.3-200 and delineated on the Wellhead
Protection Areas Map on file in the Development Services Department (2 TO, "'~^RS)
o Physical features including, but not limited to trees 5" in diameter or greater when
measured 4 1f2 feet above the ground, significant clusters of trees and shrubs, riparian
areas, wetlands and rock outcroppings
....-;::!;:l(I$T'..1r SITE' - SE'E' PilI>€' J of ,"...~f?An\1e
U 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
[3'Prepared by an Oregon licensed Architect, Landscape Architect, oCfngineer - "JR/f)
BProposed buildings: location, dimensions, size (gross floor area applicable to the
parking requirement for the proposed use(s)), setbacks from property lines, and
distance between buildings lSHEE:T 10 I)
~ Location and height of existing or proposed fences, walls, outdoor equipment, storage,
trash receptacles, and signs
[0"Location, dimensions, and number of typical, compact and disabled parking spaces;
including aisles, wheel bumpers, directional signs, and striping
c1' Dimensions of the development area, as well as area and percentage of the site
proposed for buildings, structures, parking and vehicular areas, sidewalks, patios, and
other impervious surfaces
o Observance of solar access requirements as specified in the applicable zoning district
~ On-site loading areas and vehicular and pedestrian circulation
0Access 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
~ Location, type, and number of bicycle parking spaces (sH EFT 10 I)
,.,.,..NDT SHowN
~ Location of existing and proposed transit facilities (OFF I'LAN - Se~ PMF: ~ OF NM"""T1l1E')
o Area and dimensions of all property to be conveyed, dedicated, or reserved for
common open spaces, recreational areas, and other similar public and semi-public uses
o Phased Development Plan - where applicable, the Site Plan application must include a
phasing plan indicating any proposed phases for development, including the boundaries
and sequencing of each phase. Phasing must progress in a sequence promoting street
connectivity between the various phases of the development and accommodating other
required public improvements, including but not limited to'~~R'~/Ve~ormwater
DEe 2 1 2009
Revised 1/1/08 Molly Markarian
5 of 10
Original Submittal
management, water, and electricity. The applicant must indicate which phases apply
to the Site Plan application being submitted,
NON~ (Jf?O~O'S'=O
Cc. Improvement and Public Utilities Plan
o Pre e.d by an Oregon licensed Civil Engineer ./'
o Locatfbn d width of all existing and propose~ements
D Location, wid (of paving and right-of-\C>'ay), and names of all existing and proposed
streets, alleys, d 'cations or other righ(-of-ways within or adjacent to the proposed
development, inclu ownershi~ari'd maintenance status, if applicable,
D Location and type of exis ' g prnJ proposed street lighting
D Location of existing and requi traffic control devices, fire hydrants, power poles,
transformers, neighbornbOd mai x units, and similar public facilities
D Location, width, ant;;'onstruction ma ial of all existing and proposed sidewalks,
sidewalk ramps; pedestrian access ways, nd trails
/'
o Locatio~ar\d size of existing and proposed ut . ies on and adjacent to the site including
sanitary sewer mains, stormwater management stems, water mains, power, gas,
t7lePhone, and cable TV. Indicate the proposed co nection points
d. Grading, Paving, & Stormwater Management Plan (Se~ e;XHI!i'IT H AHD 'SHn IO~
~prepared by an Oregon licensed Civil~Qineer- -:f'r:.:H) CAN D I e>3)
r=-;:;-<';€~I(IN6 \'v^'U~ - -
L:.J Planting plan prepared by an Oregon licensed Landscape Architect where plants are
,
proposed as part of the stormwater management system
[j Roof drainage patterns and discharge locations
~ Pervious and impervious area drainage patterns
0' 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
G 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)
N/A D Amount of proposed cut and fill (E'Xl-;T1t-lG 'S ITE)
e. Landscape Plan
~~I('tJC "","'\le1"
- LJ Drawn by a Landscape Architect
@Location and dimensions of landscaping and open space areas to include calculation of
landscape coverage
0Screening in accordance with SDC 4.4-110
o Written description, including specifications, of the permanent irrigation system
~ocation and type of street trees
0List 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
CTACO BELL COf\'l"OIfAT10N T- ~O gUllD/N6- ('(ANS
f. Architectural Plans
.../- AL50 ~"'t:" EXHIJj'(7 E;-.;L
~ Exterior elevations ot all buildings and structures 1>""rl:;~elRfi~evelopment site,
including height
DEe 2 1 2009
Revised 1/1/08 Molly Markarian
6 of 10
Original Submittal__
.-.-/ -'S'EE exHIBIT E-/
~ Conceptual floor plans
g. On-Site lighting Plan C 5HEeT 10 I )
~ocation, orientation, and maximum height of exterior light fixtures, both free standing
}nd attached ~ ~ ,or POLE: Fl "'....I1E
B Type and extent of shielding, including cut-off angles, and type of illumination,
wattage, and luminous area (E:XffIl3IT r)
0Photometric test report for each light source (t;XltlrIT :r)
D Additional Materials That May be Required
IT IS THE APPLICANT'S RESPONSIBILITY TO DETERMINE IF ADDITIONAL
STANDARDS/APPLICATIONS APPLY TO THE PROPOSED DEVELOPMENT. THE
APPLICANT SHOULD CONSIDER UTILIZING PRE-DEVELOPMENT MEETINGS AS
DISCUSSED IN SDC 5.1-120:
N/~ D
N/A D
N/A [j
N/'" D
~/A 0
N/A D
N/^ 0
N/A 0
N/A 0
N/A 0
Where a multi-family development is proposed, any additional materials to
demonstrate compliance with SDC 3,2-240
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
.,XI'SrtN6 F"l'Y D!;Vf:lDt'eD ~l~
A Geotechnical Report prepared by an engineer must be submitted concurrently if
there are unstable soils and/or a high water table present
Where the development area is within an overlay district, address the additional
standards of the overlay district
If five or more trees are proposed to be removed, a Tree Felling Permit as specified
in SDC 5.19-100
A wetland delineation approved by the Oregon Division of State Lands must be
submitted concurrently where there is a wetland on the property
Any required federal or state permit must be submitted concurrently or evidence
the permit application has been submitted for review
Where any grading, filling or excavating is proposed with the development, a Land
and Drainage Alteration permit must be submitted prior to development
Where applicable, any Discretionary Use or Variance as specified in SDC 5.9-100
and 5,21-100
An Annexation application, as specified in SDC 5.7-100, where a development is
proposed outside of the city limits but within the City's urban service area and can
be served by sanitary sewer
'7,}
Date Received:
OEe 2 1 2009
Original Submittal
Revised 1/1/08 Molly Markarian
7 of 10
225 Fifth Street
Springfield, Oregon 97477
541-726-3759 Phone
Job/Journal Number
DRC2009-00049
DRC2009-00049
DRC2009-00049
Payments:
Type of Payment
Check
cReceintl
RECEIPT #:.
Description
CTY Site Plan Review
Postage Fee Type 11- $160
+ 5% Technology Fee
Paid By
MERRELL DEVELOPMENT
City".,JiSpringfield Official Receipt
Del'el'5pmentServices Department
Public Works Department
2200900000000001409
Date: 12/21/2009
Item Total:
Check Number Authorization
Received By Batch Number Number How Received
emm 2618 In Person
Payment Total:
,
Date Received:
DEe 2.12009
Original Submittal
Page I of I
11 :29:38AM
Amount Due
4,222.00
160.00
211.10
$4,593,10
Amount Paid
$4,5n I 0
$4,593,10
12121/2009
~
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After R.,,,,,dil'l! a.w>1 ,"
Firm Ammcan T.~.
POBo, 10146
Eugene. OR 97440
After rC(:ording, return to:
ROBERT A. SMEJKAL
Attorney at Law
696 Country Club Road
Eugene, OR 97401
Division 0' Chi ,
Lane County Dee;s ~~;u~~c;t;;k 2008.061933"
11l~~J~11~L~lWll~Wl JL~"I'"11 III $31.'00
RPR-DEED Cnt:l Stn=5 12129/2008 1l'16'59 rm
$10.00 $11,00 $10.00 CASHIER 01 '.
Until a change is requested,
send tax statements to:
CUDDEBACK COMMERCIAL PROPERTIES, INC,
22395 White Peaks Drive
Bend, OR 97702
BARGAIN AND SALE DEED
CUDDEBACK INVESTMENTS, INC" an Oregon corporation, Grantor, conveys to
CUDDEBACK COMMERCIAL PROPERTIES, INC., an Oregon corporation, Grantee, all right,
title and interest in and to that certain real property located in Lane County, Oregon, and more
particularly described as follows:
"Beginning at a point on the Southeasterly margin of Mohawk Highway, said
point being North 890 44' 15" West, 110.08 feet from the Northeast corner of
Block 6 of MOHA WK FIRST ADDITION, as platted and recorded in Book 15,
Page 23, Lane County Oregon Plat Records; and running thence along'said
margin, North 290 )3' 07" East, 195.33 feet; thence leaving said margin run
South 890 48' 27" East, 455,08 feet to the West margin of 18th Street; thence
along said West margin South 00 II' 34" West"273.00 feet; thence leaVing
said West margin run North 890 48' 26" West, 34.65 feet; thence South 580
49' 12" West, 25.85 feet; thence North 890 53' 24" West, 152.99 feet; thence
North 740 28' 08" West, 62.15 feet; thence South 700 06' 00" West 30.02 feet;
thence North 89046' 30" West, 141,99 feet to the East line of said Block 6;
thence along said East line North 00 )3' 30" East, 109,54 feet to the Northeast
corner of said Block 6; thence North 890 44' 15" West, along the North line
of said Block 6, 110,08 feet to the point of beginning, in Springfield, Lane
County, Oregon."
The true and actual consideration for this conveyance is pursuant to.an Agreement and .
Plan of Distribution.
BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT, THE PERSON TRANSFERRING
FEE TITLE SHOULD INQUIRE ABOUT THE PERSON'S RIGHTS, IF ANY, UNDER ORS 197.352.
THIS INSTRUMENT DOES NOT ALLOW USE OF THE PROPERTY DESCRlBEDIN THIS
INSTRUMENT IN VIOLATION OF APPLICABLE LAND USE LAWS AND REGULA nONS.
BARGAIN AND'SALE DEED - Page I
Date Received: .
DEe 2 1 2009
Original Submitt~1
.~! ...
BEFORE SIGNING OR ACCEPTING THIS.INSTRUMENT, THE PERSON ACQUIRING FEE TITLE
TO THE PROPERTY SHOULD CHECK WITH THE APPROPRIATE CITY OR COUNTY
PLANNING DEPARTMENT TO VERIFY THAT THE UNIT OF LAND BEING TRANSFERRED IS
ALA WFULL Y ESTABLISHED LOT OR PARCEL, AS DEFINED IN' ORS 92,0 I 0 OR 215,010, TO
VERIFY THE APPROVED USES OF THE LOT OR PARCEL, TO DETERMINE ANY LIMITS ON
LA WSUlTS AGAINST FARMING OR FOREST PRACTICES, AS DEFINED IN ORS 30,930, AND
TO INQUIRE ABOUTTHE RIGHTS OF NEIGHBORING PROPERTY OWNERS, IF ANY, UNDER
ORS 197352,
DATED this wi day of December, 2008.'
CUDDEBACK INVESTMENTS, INC.
By: ~ ~~k~
. RANDALL 1. CUDDEBACK, President
STATE OF OREGON, County of Lane ) ss,
This instrument was acknowledged before me on the~ay of December, 2008, by
RANDALL. 1. CUD. DEBACK as President of CUDD-:LBA K INVESTMENTS, INC., an
orengon _corporation, . '. ~ ~~ .
~~_._~.-..._--.......
, .' - OFFiCiA;:-siA~' -,-.- ".,\ .. .
. NOT:~~:Ys~I~~SRE:GOJ... NO'N\RY PUBLIC toR OREGON
MY COMMISSION NO 414086
:::-:::~~~~ION ~P~IS~f'.RI: ~ ~Oll ,
BARGAIN AND SALE DEED - Page 2
Date Received:
DEe 2 1 2009
Original Submittal
. ,
Page 1 0(1.
Larry Reed
From: Chad Cordell [ccordell@cascadetitle,com]
Sent: Wednesday, October 28, 20092:34 PM
To: Larry Reed
Subject: Spam: 17-03-25-34#4101
Attachments: 2008-067933.pdf
Here is the deed.
Chad Cordell
Title Department
Cascade Title
811 Willamette St.
Eugene, Or 97401
Ph: (541)687-2233
Fx:(541)485-0307
Email: ccordell@cascadetitle.com
Date Received:
DEe 2. 1 2009
OriginaiSubmiltal
11/212009
-
=-=
CASCADE
TITLE
CO_
IIIII~ 11111 il]II~IIIIII~1 ~II II! ~IJI
/
STATUS OF RECORD TITLE REPORT
SUPPLA.I.'~,,'&'AL
JRH, LAND USE PLANNING DIVISION
ATTN: LARRY E, REED, PRINCIPAL
EMAIL: LARRYREED@JRHWEB.COM
Our No: CT-0264590
Date: DECEMBER 18, 2009
Charge: $200.00
Government Service Fee: $35.00
As requested, Cascade Title Co. has searched our tract indices as to the following
described real property:
Beginning at a point on the Southeasterly margin of Mohawk Highway, said point
being North 890 44' 15u West, 110.08 feet from the Northeast corner of Block 6 of
Mohawk First Addition, as platted and recorded in Book 15, Page 23, Lane County
Oregon Plat Records; and running thence along said margin, North 290 13' 07n East,
195.33 feet; thence leaving said margin run South 890 48' 27H East, 455.08 feet to
the West margin of 18th Street; thence along said West margin South 00 11' 34"
West, 273,00 feet; thence leaving said West margin run North 890 48' 26" West,
34.65 feet; thence South 580 49' 12~ West, 25.85 feet; thence North 890 53' 24~
West, 152,99 feet; thence North 740 28' 08" West, 62.15 feet; thence South 700 06'
00" West, 30.02 feet; thence North 89' 46' 30" West, 141,99 feet to the East line
of said Block 6; thence along said East line North 00 13' 30" East, 109.54 feet to
the Northeast corner of said Block 6; thence North 890 44' 15~ West, along the
North line of said Block 6, 110.08 feet to the point of beginning, in Springfield,
Lane County, Oregon.
and as of: DECEMBER 14, 2009 AT 8:00 A,M., we find the following:
Vestee:
CUDDEBACK COMMERCIAL PROPERTIES, INC"
AN OREGON CORPORATION
Said property is subject to the following on record matters:
1. Taxes, Account No. 0212074, Assessor's Map No. 17 03 25 3 4, #4101, Code 19-00,
2009-2010, in the amount of $25,833,09, PAID IN FULL.
2. Easement, including the terms and provisions thereof, granted to the City of
Springfield, recorded January 17, 1977, Reception No. 7702804, Lane County Official
Records.
3. Easement, including the terms and prov1s1ons thereof, granted to the City of
Springfield, recorded January 17, 1977, Reception No. 7702805, Lane County Official
Records.
continued-
MAIN OFFICE' 811 WILLAMETTE ST. . EUGENE, OREGON 97401' PH: (~~+.J/~-2233
FLORENCE' 1901 HWY 101 - S. 2 . FLORENCE, OREGON 97439 . PH: (54tt9l'97JSflt,eIVeO.
EUGENE FAX: 485-0307' E-MAIL: info@cascadetit1e.com . FLORENCE FAX: 997-8246
DEe 2 1 2009
1")...:.-:......' ~'lh.,.,it..31.
~
4. Unrecorded Leases disclosed by Assignment of Leases from McKay Investment Company,
LLC, an Oregon Limited Liability Company, to Cuddeback Investments, Inc., an Oregon
Corporation, recorded November 30, 2005, Reception No. 2005-095349, Lane County
Deeds and Records.
5. Declaration 'of Cross Easements, including the terms and provisions thereof, as
recorded November 22, 2005, Reception No. 2005,-093358, Lane County Deeds and
Records.
6. Deed of Trust, including the terms and provisions thereof, executed by Cuddeback
Commercial Properties, Inc., an Oregon corporation, Grantor, to First American
Title Insurance Company~ Trustee, for the: benefit of Umpqua Bank, Beneficiary,
dated December 19, 2008, recorded December 29, 2008, Reception No, 2008-067934,
Lane County Official Records, to secure payment of a note in the amount of
$1,179,947.00.
7. Assignment ,of ren~s due or to become due and accruing from sai~ property, including
the terms and provisions thereof, from Cuddeback Commercial Properties, Inc., a~
Oregon 'corporation, to Umpqua Bank, dated December 19, 2008, recorded December 29,
2008, Reception No, 2008-067935, Lane County Official Records.
8. Financing Statement recorded December 29, 2008, ~eception No. 2008-067936, Lane
County Official Records, lists Cuddeback Comm~rcial Properties, Inc., as Debtor,
and Umpqua Bank, as Creditor, with security information obta~nable from creditor.
NOTE: This report is being supplemented to update the report - ~o change.
This report is to be utilized for information only: This report is not ~o be used as a
basis for transferring, encumbering or foreclosing the real property described.
The liability of Cascade Title Co. is limited to the addressee and shall not exceed the
premium paid hereunder.
CASCADE TITLE CO., by,
(
/
/
"
ar/TitleOfficer:
DOUG PIERCE
Date Received:
DEe 2 I 2009
Original Submittal
.r'
City of Springfield
Development Services Department
225 Fifth Street
Springfield, OR 97477
A, SITE PLAN REVIEW.
PRE-SUBMITTAL CHECKLIST
Project Name: Taco Bell '
Project Proposal: Redevelop existing Taco Bell site, expand restaurant
Case Number: PRE2009-00030
Project Address: 1505 Mohawk
Assessors Map and Tax Lot Number(s): 17-03-25-34 TL4101
Zoning:MUC (Mixed Use Commercial)
Overlay District(s): Nodal Development (INDO)
Applicable Refinement Plan: N/A
Refinement Plan Designation:. N/A
Metro Plan Designation: Major Retail Centers
Pre-Submittal Meeting Date: November 10, 2009;
Application Submittal Deadline: May 9, 2010
-~
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Associated Applications: Drinking Water Protection Overiay
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I Deputy Fire Marshal
I Community Services Manaqer
ll!.e:fllW'{GFJSRRfNGfi'1'El!DJaE~EI!Gp.MENiriliRey,.IEWjiTi.~M_-"~
I POSITION REVIEW OF I NAME I PHONE i
I Proie~ Planner. Land Use Planninq Steve Hopkins I 726-3649 I
I TransDortation Richard Perry 726-3679. I
Utilities Clayton 736-1036 I
Mcearchern .
I
726-2293 I
726-3668 I
Sanitary & Storm Sewer
Fire and Life Safety
I Buildinq
Gilbert Gordon
I Dave Puent
r~ReW:(3~NiTItrSIDey,.EI!GeM.ENiT.RE~IEW"l1E~~~~'IIIiI:~
Applicant Owner
BellcoenterporiseS,LLC Cuddeback Commercial Properties, Inc
Robin .Sanders Tim Campbell '
PO Box FF Campbell Commercial REsl Estate
Springfield OR 97477 859 Willamette St, Suite 520
Eugene OR 9t401 '.
. ~, Date ReceIved.
I
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DEe 2 I 2009
Revised 10/25/07
Original Submittal
TENTATIVE SITE PLAN REVIEW APPLICATION
PRE-SUBMITTAL CHECKLIST
PLANNING
o Application fee - discuss the applicable fees
o Copy of the Site Plan reduced to 8'h"x 11"
Complete InComplete See Planning
Note(s)
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8 .V2" X 11" Copy of Site Plan
o Copy of the deed and a preliminary title report issued within the past 30 days
documenting ownership and listing all encumbrances, Ifthe applicant is not the property
owner, written permission from the property owner is required.
Complete Incomplete See Planning
Note(s)
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Deed and Preliminary Title Report
o Brief narrative explaining the purpose of the development, the existing use of the
property, and any additional information that may have a bearing in determining the
action to be taken. The narrative should also include the proposed number bf employees
and future expansion plans, if known.
Complete Incomplete See Planning
Note(s)
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o Site Plan
Complete Incomplete See' Planning
Note(s)
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Date Received:
6:1
~
DEe 2 1 2C~9.
Revised 10/25/07
Original Submittai_.____
Brief Narrative
Prepared by an Oregon Licensed Architect,
Landscape Architect, or Engineer
Proposed buildings: location, dimensions,
size (gross floor area applicable to the
parking requirement for the proposed
use(s)), setbacks from property lines, and
distance between buildings
Location and height of existing or proposed
fences, walls, outdoor equipment, storage,
trash receptacles, and signs
Location, dimensions, and number of typical,
compact, and disabled parking spaces;
including aisles, wheel bumpers, directional
! signs, and striping
Dimensions of the development area, as well
as a.rea and percentage :of the site proposed
for buildings, structures, parking and
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vehicular areas, sidewalks, patios, and other
impervious surfaces
Observance of solar access requirements as
specified in the applicable zoning district
.On-site loading areas and vehicular and
pedestrian circulation
Location, type, and number of bicycle
parking spaces
Area and dimensions of all property to be
conveyed, dedicated, or reserved for
common open spaces, recreational areas,
and other similar public and semi-public uses
Location of existing and proposed transit
facilities
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o Phased Development Plan Where applicable, the Site Plan application must include a
phasing plan indicating any proposed phases for development, including the boundaries
and sequencing of each phase, Phasing must progress in a sequence promoting street
connectivity between the various phases of the development and accommodating other
required public improvements, including but not limited to, sanitary sewer, stormwater
management, water, and electricity, The applicant must indicate which phases apply to
the Site.Plan application being submitted.
Complete Incomplete See Planning N/A
Note(s) .
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Phased Development Plan
o Landscape Plan
Complete Incomplete
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See Planning
Note(s)
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Drawn by a Landscape Architect
Location and dimensions of landscaping and
open space areas to include calculation of
landscape coverage ,.
Screening in accordance with SDC 4.4-110
Written description, including specifications, of
the permanent irrigation system
Location and type of street trees
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 Date Received:
o Architectural Plan
. Complete Incomplete See Planning
Note(s)
~
11
DEe 2 1 2009
. Orioinal Submittal
Exterior elevations of aTI buildings and
Revised 10/25/07
l531'I
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structures proposed for the development site,
including height .
Conceptual floor plans
o On-Site Lighting Plan
Complete Incomplete See Planning
Note(s)
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III
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Location, orientation, and maximum height of
exterior light fixtures, both free standing and
attached
Type and extent of shielding, including cut-off
angles and type of illumination, wattage, and
luminous area
Photometric test report for each light source
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. Planning Notes: .
1. Need diagram of trash enclosure and piping. R~fer to #4. ~
2. diagram/description of long term bike spaces: covered & secure
3. No photometric report needed if: pole lighting is max 250W, wall packs are max
100W. Need cut sheets for wall packs.
4. The trash enclosure needs to be screened and hydraulically separated from storm
drain. Refer to SDC4.1-110 for screening options
5. Utility Plan: show the sanitary and storm lines. All utilities must be underground.
6. ROWand property lines are not clear
7. plans will need to be stamped
Additional comments not related to the completeness of the application:
base
$4,222.00
tech %
5%
I tech $ I mail I
$211.10 $160.00 I
total I
$4,593.10
The site is within the 1-5 year Time of Travel. zone. A Drinking Water Protection Overlay'
application is required or an exemption from SUB. Contact Amy Chinitz (744-3745) prior to
submitting the complete site plan application. If an exemption is not granted, a DWP
application can be processed concurrently with the site plan.
Date Received:
DEe 2 1 2009
. Original'submittal
Revised 10/25/07
City of Springfield
Development Services Department
225 Fifth Street .
Springfield, OR 97477
ANY REQUIRED ADDITIONAL MATERIALS, APPLICATIONS OR
PERMITS
IT IS THE APPLICANT'S RESPONSIBILITY TO DETERMINE IF ADDITIONAL STANDARDS OR
APPLICATIONS APPLY TO TH.E PROPOSED DEVELOPMENT. THE APPLICANT SHOULD
CONSIDER UTILIZING EITHER THE DEVELOPMENT ISSUES MEETING OR THE PRE-
APPLICATION REPORT FOR MORE DETAILED INFORMATION:
Applicable
Not
Applicable
~
Where a multi-family development is proposed, any additional
materials to demonstrate compliance with SDC 3.2-240
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
A Geotechnical Report prepared by an engineer must be submitted
concurrently if there are unstable soils and/or a high water table
present
Where the, development area is within an overlay district, address
the additional standards of the overlay district
,If five or more trees are proposed to be removed, a Tree Felling
Permit as specified in SDC 5.19-100
A wetland delineation 'approved by the Oregon Division of State
Lands must be submitted concurrently where there is a wetland on
the property
Any required federal or state permit must be submitted
concurrently or evidence the permit application has been
submitted for review
Where any grading, filling or excavating is proposed with the
development, a Land and Drainage Alteration permit must be
submitted prior to developmer:1t
Where applicable, any Discretionary Use or Variance as specified in
. SDC 5.9-100 and 5,21-100
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An Annexation application, as specified in SDC 5.7-100, where a
development is proposed outside of the city limits but within the
City's urban service area and can be serviced by sanitary sewer
Date Received:
DEe 2 12009
Revised 10/25/07
Original Submitta,'
THIS APPLICATION IS:
o COMPLETE FOR PROCESSING
o INCOMPLETE AND NEEDS MISSING INFORMATION .NOTED ABOVE
City Planner
Date
This is not a decision on your application. Springfield Development Code Section 5.4-
105 and Oregon Revis.ed Statutes 227.178 require the City take final action on a limited land
use decision within 120 days after the application is deemed complete. The 120-day
processing period for this application begins when all the missing information is submitted or
when you request that the City proceed without the information. You must indicate by either
signing this form or by submitting a written response to the City within seven days of the
date of this form asserting your intentions regarding the provision of the missing
information. If you indicate herein or in your written response that the missing information
will be submitted, then you have 180 days from the date the application was submitted for
Pre-Submittal Review to provide the City with the missing information. If you refuse to
submit the missing information, then upon receipt of the full application packet and
processing fee, the City will deem the application complete for purposes of starting the 120-
day clock and begin processing the application. No new information may be submitted after
the start of the 120-day period unless accompanied by a request for an extension of the
120-day processing time, Upon receipt of a request for extension, the City may extend the
120-day period for a reasonable period of time. The City may also require additional fees if
the new information is submitted after the Notification to Surrounding Property Owners is
sent out and a second notification is required or if the new information substantially affects
,
the application proposal and additional review is required.
I, the owner/applicant, intend to submit all missing items indicated'herein to the
City within the ISO-day timeline.
Owner/Applicant's Signature.
Date
Date Received:
DEe 2 1 2009
Original Submittal
Revised 10/25/07
'lit....:
TENTATIVE SITE PLAN REVIEW APPLICATioN
PRE-SUBMITTAL CHECKLIST
Engineer:
t5.
Case#: com2009~00030
PUBLIC WORKS ENGINEERING
Complete
o Site Assessment of Existing Conditions
Incomplete.
See PW
Note(s)
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Revised 10/25/07
Prepared by an Oregon .licensed.Landscape Architect
or Engineer .
Vicinity Map
The name, location, and' dimensions of all existing site
features including bUildi.ngs, curb cuts, trees and
impervious surface areas, clearly indicating what is
remaining and what is being removed. For existing
structures to remain, also indicate present use, size,
setbacks from property lines, and distance between
buildings
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
The lOO-year floodplain and floodway 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
The Time of TraVel Zones, as specified in SDC 3.3-200
and delineated on the Wellhead Protection Areas Map
on file in the Development Services Department
Physical features. including, but riot 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
Soil types and water table inforniation as mapped and
specified in the Soils Survey of Lane County, A
Geotechnical Report prepared by an Engineer must be
submitted cohcurrentli if the Soils Survey indicates
the proposed development area has unstable soils
and/or a high water table
Date Re~ived:
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PW Notes:
1. landscape.sheets not stamped by Landscape Architect.. Engineers stamp not signed
with expiration,
2. ROW lines not clearly' marked on Civil Plans -
3, This development is in the 1"2 year Time Of Travel zone for Drinking water
protection, Amy Chinitz at SUB should be contacted for any special requirements
this Zone may require. .
4, Soil type not shown. Due to nature of redevelopment of existing structure this is not
necessary. However a Pavement Section is required. City ~equirements for
emergency equipment access is that the pavement must support an 80,000 Ib
load (HS-20). The city standard to meet this requirement, is 4 inches of AC over
12 in of base course. An alternative pavement design is acceptable with a
geotechnical engineers approval that it will satisfy the above requirement,
5. ROW for Mohawk Road not clearly shown. -
6, Current and future sanitary sewer connection not shown. The trash enclosure will
require a hookup to sanitary sewer. Future water connection/meter location is
not shown .
Roof downspout connections not shown. Roof mounted equipment will need to be
sealed or roof runoff directed into bio swale before discharge into storm sewer
system.
Cut/Fill not shown. It does not appear that there will be significant earth work with
this development, II.JSII>MFI t'/\J.-T L. t=<;., Trill'" b-O 'YIIA?
9. Current storm drainage plans appear satisfactory except a higher percentage of
impervious area will need to be vegetatively treated, I can meet with the the
design engineer to discuss possible alternatives.
Additional comments not related to the completeness of the application:
. Due to the TOT zone, The bioswale will need to have 2' planting(nl'ediuY;- to--;;nsure
adequ(3te treament/filtration of stormwater runoff that infiltrates Into the water
table,
· Due to known existing problems in this area the connections to sanitary and storm
sewer systems will need to field verified by city staff to be properly connected.
The city has discovered nearby developments with connection not made properly,
This is a known existing problem and no action will be taken except requiring
businesses to correct any unsatisfactory condition. Cft? r/~(7 I/twl;;'~
. treatment swale will need to have a wider bottom to adequately treat stormwater
runoff, vvlDWI 5t:"'''P/o'
. Is any work planned in the Mohawk ROW? if so an encroachment permit with traffic
control will need to be obtained. City staff can assist with any necessary
requirements regarding this, /1/t7 tt/fl/fY- 1,1, I?"w.
.
.
Date Received:
DEe 2 1 2009
Original Submittal
Revised 10/25/07
^
TENTATIVE SITE PLAN REVIEW APPLICATION
PRE-SUBMITTAL CHECKLIST
Transportation Engineer/Planner: Richard Perry' Case#: PRE2009-00030
Applicant: BELLCO ENTERPRISES
c.
TRANSPORTATION
o Right-of-Way Approach Permit application must be provided' where the property has
frontage on a Lane County or an Oregon Department of Transportation (ODOT) facility.
Complete Incomplete See Transportation
Note(s)
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Copy of ROW Approach Permit Application
o Traffic Impact Study - four (4) copies of a study prepared by a Traffic Engineer in
accordance with SDC 4.2-105 A.4, Traffic Impact Studies (TIS) allow the City to analyze
and evaluate the traffic impacts and mitigation of a development on the City's
transportation system, In general, a TIS 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 TIS must also
address, if needed, City, Metro Plan and state land use and tran.sportation policies and
objectives.
Complete Incomplete See Transportation
Note(s)
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Traffic Impact Study
o ,Site Plan
Complete Incompl~te See Transportation
Note(s)
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Access to streets, alleys, and properties to
be served, including the location and
dimensiohs of existing and proposed curb
cuts and curb cuts pro'posed to be closed
LJate Received:
o Improvement and Public Utilities Plan
Complete Incomplete
III ~
See Transportation
Note{s)
1
DEe 2 I 2009
III
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Location and typ~bip~'s~tgrrMW~1
proposed street lighting
Location, width, and construction material
of all existing and proposed sidewalks,
. sidewalk ramps, pedestrian access ways,
and trails
Location, widths (of paving and right-of-
way) 'and names of all existing and
proposed streets, alleys, dedications,
~
iii
Revised 10/25/07
TE.NTATIVE SITE PLAN REVIEW APPLICATION
PRE-SUBMITTAL CHECKLIST
Deputy Fire Marshal: Gilbert Gordon
Case #: PRE2009-00030
D,
FIRE
o Site Plan
Complete Incomplete See Fire
Note(s)
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On-site vehicular circulation
o Improvement and Public Utilities Plan
Complete Incomplete
See Fire
Note(s)
1.
Location of existing and required fire hydrants and
similar public facilities
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Fire Notes:
1. Fire hydrant locations shown exceed allowable maximum distances per 2007
Springfield Fire Code 508.5. However, tt!&~~ are two on-site public fire hydrants
located at the northwest c.orner of the BIi;l::iifll,~:bl:JilgiRg and at the northeast
corner of Wendy's Restaurant (Springfield Utility Board fire hydrant numbers H-
271 and H-272 respectively). Show these fire hydrants on the site plan and
provide distances. If the distances to the farthest point away from the hydrant(s)
on the proposed building exceeds 400 feet, then either an additional fire hydrant
shall be installed or the building shall be sprinklered meeting NFPA 13
requirements.
Additional comments not related to the completeness of the application:
Fire apparatus access roads shall support an 80,000 lb. imposed load per 2007
Springfield Fire Code 503.2,3 and SFC Appendix D102,1.
Date Received:
DEe 2 1 2009
Original Submittal
Revised 9/24/07
.,
TENTATIVE SITE PLAN REVIEW APPLICATION
PRE-SUBMITTAL CHECKLIST
Community services:~ Case #: PfLr;;~ ~a&e39-
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BUILDING
o Site Assessment of Existing Conditions
Complete Incomplete See Building
Note(s)
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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
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o Site Plan
. Complete Incomplete See Building
. Note(s)
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Proposed buildings: location, dimensions, size
(gross floor area), setbacks from property
lines, distance between buildings
Location, dimensions, and number of typical,
compact, and disabled parking spaces;
including aisles, landscaped areas, wheel
bumpers, directional signs, and striping
On-site loading areas and vehicular and
pedestrian circulation A.cc-P55 [0
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o Grading, Paving, and Stormwater Management Plan
Complete
Incomplete. See Building
Note(s)
~ A-tJ 1 (:#AAt,-ES Roof drainage patterns and dis,charge locations
~ . 'A . Existing and proposed spot elevations and
To Ef;fi;V'1-(J;fJ)/')contours lines drawn at 1 foot intervals (for
() r: Iiff A;VY . land with a slope over 10 percent, the contour
, lines may be at 5 foot intervals)
~ 5J6N:JF2cMCf:-! Amount of proposed cut and fill . d.
Date ReceIVe .
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o Architectural Plans pfJo .d, --.-.r t'::'1
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Complete Incomplete See Building
Note(s)
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Revised 10/25/07 Ne> N8v.t:{3W
PCf-FG~M15;D
DEe 2 , 2009
Exterior elevations of a/J)~i1€li~!pgW!r1
structures proposed for the development site,
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including height
Conceptual floor plans
o On-Site Lighting Plan
Complete Incomplete
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Note(s)
Egress Plan
pt2-owAE ca 511BfiJ- ( ( A-z-
Location, orientation, and maximum height of
exterior light fixtures, both free standing and
attached
Type and extent'of shielding, including cut-off
angles and type of illumination, wattage, and
luminous area
Photometric test report for each light source
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Egress Plan
Building Notes: ACC.J::-5 ..5r:F~~ .:rE1'"f'\:n--5: VoU AJe re:;e/
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r Additional comments not related to the completeness of the application:
o 1. Please provide complete civil, plan drawings including scale, dimensions,
setbacks to property lines, distances between structures, fire service lines, fire
hydrants, fire access, easements, utilities, parking, accessible routes, etc..,
o 2. Please provide a complete set of plan documents wet-signature stamped by the
architects and engineers of record, including geo. tech. reports, building code
analysis, fire and life safety plan review, accessibility, plumbing fixture analysis,
engineering for vertical and lateral loads with calculations and construction
details, foundation plan, elevations, cross sections, floor plans, floor framing,
. roof framing, etc... '
o 3, Please provide automatic sprinkler system plans, fire and smoke alarm plans
including visible alarms, fire rated assemblies and opening protectives including
construction details and listings, etc...
o 4, Please provide electrical, plumbing and mechanical plan drawings including
engineering for seismic bracing, etc... .
o 5.. Please provide non-residential energy forms for exterior envelope, HVAC
systems, lighting systems, etc... .
o 6. Please provide documents for any special circumstances such as demolition, site
grading or waste water issues.
7. Please provide Special Inspection Form signed by all responsible parties for any
required special inspections.
8, Please provide'peferred Submittal Form signed by all responsible parties for any
deferred submittals.
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Date Received:
DEe 2 I 2009
Original Submittal
Revised. 10/25/07
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SI Te PLAN
TACO BHL
MAP NO. 77-03-25-43
TAX LOT 4701
SPRINGFIeLD, OReGON
O~nOpl.lENT.AAEA. O_3~ ACRES (16616 sa. FT.)
SUll,DING AREA 2556 so. FT.
aUllDING;
Il,lPERVIOUSSURFACE,
lANDSCAPING:
2556 so. n.
10693-S0.FT.
356750. FT.
ISXOFSITE
64X OF SITE
21XOFSITE
.c"""'"","f'T1n" ""'T~~.:
1) DURING DEl.!OllTION. lOCATE AND PROTECT WATER, S,o,"ITARY WASTE
WATER IItlO STORIIl,LATERAlSAJ PROPERTY UNE TO RE-!.rS[
CONNECTIONS FOR NEW 8UILDING
2) /lFT!:R S#HTARY WASTE WATER AND STORI.IWATER LATERALS HAVE
BEEN LOC/lTED AND PROTECTEO, CONT/l,CT CITY PUBLIC
WORKS-ENCINEERINC (CLA'lTON MCEACHERN, P.E. _ PH: 7J6~1036) TO
FIELO VERIFY SANITARY LATERAL IS CONN(CTEDTO SANITARY t.lAlN AND
STORM LATERAL IS CONNECTED TO STORM UNE
J) NO WORK PROPOSED WIl111N CIl'1'RICHT-Of-WAY EXCEPTrORJ
I\ODITlONAL STREET TREE WELLS.
[:-.:_.:",1 SIDEWALK &; DRI\I[-THRU
~oumOORSEA1IN(;
H:}\j LANOSCAPEOAREAS (SEE SHEET l-loa)
OZ!..~ClJRBATORIVES.PARKIN(;ANOLAtlaSCAPEOAREAS.
Pit PROPERl'1' LINE
R/W RIGHT-or-WAY UNE
""AlL Ol~EI<SIONS AT "A" _ "A-,
sw.ou TOP W1DTIt ~,s n.
POt<CTOP''''CTlt, '_.n
""J<U OOlTOloO ~Tl<. ..~ n.
....u, DEPTH D_7~ n.
FREEEIOAAC D,sn.
51DESLllPto '-6:1
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SECTION "A" - "An
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fU. <'UI(C "'''''IAI. !iff SI<l:n t_1D1 (WlOSCN'E PLN<)
!Jsat#f{'eceived:
DEe 2 1 2009
Original Submittal
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DEe 2 1 2009
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C-102
10/16/2009 11:06 FAX 541 736 1021
CITY OF SPRINGFIELD PW
~002
#
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PUBLIC WORKS DEPARTMENT lEngineering Division
Fax: (541) 736-1021
STORMW A TER MANAGEMENT SYSTEM SCOPE OF WORK
",~~l~~~;~~~~.~~t!:iffi;:f::~iW~~;rif!tj,2;!~ji,']i,:J~~.,~J~.~~j~; ,. ...'1
Project Name: NF LV rltc.o eELL ApplicaDt: BO:u-CO eI'fTP"~ LLC l.~W~ ><eev.'
ASlcuonPlQ'I;c1#: 1?-ol-?O-Z,-lY TL l'f?1 Date: f1)~T ,<,I' ~O(7<i I
La.dUse(I): ~T""RAlir BLPt- z...r, 'F. PboDe#: FVI-687-1,,~1 I
ProjectSIze(Acrn): 1J....nt.'.. ~~mVj:.<;: ~:NTE~ Fax#: 3YS--65"'1<f I
~!~:~=;:(:;~;;~!:~::~;,"r~~J~;,,:,,_...o.:,.~~~.rJL~<ff)~_.~~~.,~,~~..~.~~,._,I
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IS ALL. fAvftO{'....P,;ll""llVs)bxe""'ro-o~ S"",? IV"r>T_700,F ""OO..F{I....~ERvIDO~_
N4:loU OEIIE""'..ME....T >v'Ll "'AV~ LeH 1...I'e'~VIGV1 511~FfI<-FS I\'t '0)6'15''', A I?EPtXnDN
OF' 'M P,,~vl~ /lRe1l BY 5", yo? s, F'.
Drainace Proposal (Public eotmeetion(s). di.cbarge loealion(s). etc, Allacb additional .beel(.) ifnecessary:
kXl~TI"~ OIOVEL"".......r HII'S 01 ..1'01'l.... .....~ I "leTS 1'11"1' CO"lIer.TS TO 1'''''- 'S1l,,~'1 >(6
CE~'S AND cln's ~rOR'M "",,"'TtR ~YS'Te.....,. "'HI~ SIT&;'S IiiAISTIHe. DRA'IoIM" tT",L,OI~
,4<(1.,N6 i\~"'~ ""1''''' SltP'l'INq C~ rffYOHO n40' PAP AND l.1""'T'< OF eo~~nI1GT"'~'
P""posed Storm.ater Best Managemeat Practices:
E1"MT PORTION OF srTc(Pl\D "iAUPLIOS. &"XISTlNC 'SH"P~IH6 ca.-Tn? I'hR~INC It'" 0 R..-~<lG~
rM'(~iNt "uP 1tCl.fT1S Il'/LET1>.,. 'Z "''''''' - e-wnu."""" ""It"'"" E'''''~I''~ 'S ~_, lYE>'- l"AC"IS'1L
.~;.fD:;~~~ D i!~~!f ,;-:cJ ;';':;'~~~~r:::;~;-"'~~ ~~:1 '~';;;'l':~~F - R!-If{
':'';11';';.. ." .,:.~::;~;,~:r:'. ..::. (Ar.. IMI"", Ihiilirii:IiJ/d.", 6;'1~' PlY ;;n1f/1;*~ii1 'l'r(lmliffiriV....;..:;.<:,- ..
~:,,~~::. . ',:. '-:"-::';'((.4,,, irtiiti.,jiif..izR IN>>raCJr.c~d1>y tire CityOftlltcjro.lana 6iU:A:'Ofdrii.1iut ,Iia}J Miilb..1rted '. , '
~1( ...: ::::.!'M~:;,i;fti;: P~:Qppl1gmDfl';' M cO"riJi~~"'r ",,~it~J,~!~i..OI~ #U~<IIU lMy'b~,n'ecuia;y.;: :: .
D;;"~.r<' ~d" Tv..e IEDSPM Seotion 4.03.1\: lNote. ~ m." be In .':i J:t ror ll~tilll\.1 Met\,!od\,
S II S. S dy ( . I M-Lod . 3A~E"ll 0'" F'i:> -<If' <!ALr. TO H,o,'rr
I ma.1e tu - UleRouooa =. folcakuIalioos) SrO()9~fl O"'AY TO U1E' SMALL SITE STUDY
. Mid-Level Developmenl Study - (w. Unit Hydmgnp/l Melhod for caIc:ulariOllS)
o Fun Dl1Iinage Development Study - (.... Unit ~!. ^,,,,), Mc:lbod fOI calc.latiullI)
E..riroamenbll CODllderadons:
ill Wellhead Zone: Z r' "--- T ,-1-""11 Hillside Development:
iii WetlandlRiparian:....J:!J~ . _ III FloodwaylFIoodplain:
II Soil Type: (~L"""') Url,..... (a..l I~ ~ Otbcdmisdiction.;
DowDltram An.lysls: .
. N/A
o Flow line for mu1ing water surface elewrioD:
o Dosign HGL to use for starting water surface elevation:
o Manhole/Junction to take aualysis to:
rJ/,..
JIIIt
-
Return to M.tt Stouder Iiil eltv ofSpr;n"r.old, omail: ....tooder(ild,sorlnen..d.or.u.. FAX: (S4Jl736.I011
Revioed 111/08 Molly Morkori..
Date Received:
90'10
DEe 2 1 2009
Orini",,1 !'lut'>mit'aL_ .___
10/16/2009 11: 08 FAX 541736 1021
C1TY OF SPR1NGF1ELD PW
III 003
-.
"
COMPLETE STUDY ITEMS
~ For Official US!; 0nJy:
"""$
!
.. Baud upon Ihe informl1llon prqvlded on Ihe front oflhis sheet, thefol/awlng represents a minimum C/f whtJt Is neededfor tJn
app/iCl1llon to be complele for submi//aJ with respecl 10 drai""ge; huwever, this lut should no' be used tn lieu of ,he Springfield
Development Code (SDC) or the Cily 's E"gilUiering Design MtJ/I1/ol. ComplitJnce wl,h ,hese retjulremerrts dC/<s "ot constitvle sile
appT<7llal: Additional site specific tnfClTmation may be required, Note: Upon saoping shut submillal, 1l1lSUT. completedform has been
signed I>r the space provided below:
.
Ii
"
I
IolJ!rim Design Slaodanb/Water QuaUty (EDSPM Cbapter 3)
Req'd N/A
ilJi 0 All oOD-buildin& rooftop (NBR) impervious surtat:es ,ball bepre-trealed (e.g, muIti-cbambc:ted catclJbasin wloil filtratiOll
media) for slont1water quality. AdditionalJy, a minimum of 50% of the NBR impervious !lIIIface shall be treated by
vegetated methods. . .
o Wb~ required, vegetative ."_,_, ,ater design shall be con,islenl with iDterim design standards (EDSPM Sectioo 3,02), ..I
forth by the Bureau of Environmental Services (BES) nr Clean WalPJr Services (CWS).
D For Dew NBR impervious "",a less dum 15,000 'quare feel. a 'implified design "rr-o,':' may be followed as specified by the
BES fur vegetative treatmem.
o If a .<_. _" _-'f treatment swale i, proPosed, subxnit calculations/specifications fur sizing, velocity, flow, side slopes, bottom
slope, and seed mix coosiStent witb either BES or CWS requiremenl$.
o Water Quality calculations.. required in Section 3.03,1 of the EDSPM
o All building rooftop mounted equipment, or otha fluid containing equipment located outside of the building, shall
be provided with secondary cootaiDment or weather resistant eoclosure.
General Study Requirements (EDSPM Sectioll 4.03) , '
fII 0 Drainage study prepared by a Profesoional Civil Engineer Ucensed in the state of Oregon.
~ 0 A complete dnioage study, .. required in EDSPM Section 4.03.1, including a hydrological study map.
~ O. Calculations showing system cap.city for" 2-year storm evenl and overflow effects of" 25-year slomi event.
~ 0 The time ofcoocentration (Tt) shaU be determined using a 10 mimite SIait time for developed basins,
Review of DOWlllltrtam SystelD (EDSPM Section 4.03,4.C)
o fii A dowoslIeam dnioage analysis as <kstribed in EDSPM Section 4.03.4,C. Oo-sil. drainage ,hall be governed by the
Oregoo Plombin& Specialty cOde (OPSC).
o IIiElevations oflbe HGL and flow lines for both city and privaie syslems where applicable.
D..ign of SloTUI Systems (EDSPM Sectioo 4.04)
III 0 Ficrw lines, slopes, rim elevations, pipe type and sizes clearly indic81ed 00 the plan set.
o lIQ.M;mroom pipe cover shall be 18 inches for teinforced pipe and 36. inches for plain coo';'ete aIld plastic pipe tn8lerials, or
proper engineering calculations shall be provided wheo less. The cover shall be sufficient to suppOIt all 80,000 Ib load
. withollt failure of the pipe strUCll1l"e. . . .
o Iii Maooiog's "un values for pipes shaIJ,be cons;SlllD1 with Table 4-1 of the EDSP. All s1Xlrm pipes shall be designed to achieve.
a /Dininlwn veloeityoftbree (3) f.et per secood at 0.5 pipe full based On ;Table 4-1 as well
OlberlMisc . ,
~ 0 Exi,ting and proposed c~tours ,loeBted at one fOOl io~. IncbJd e spot elevations aIld ,ite grades ,howin~ bow site drains
o Private stannwater ....._'._~ shall be clearly depicted on plans when private stormwater flows from ooe property 10 another
IIiDryweDs shall nol receive J:IIIlofffrom any surface wlo being treated by ooe or mote BMPs, with the exception ofresi<leulial
buildiog roof, (EDSP Sectioo 3,03.4.A). Additional provisions apply to thi5 as required by !be DEQ, Refer to the website:
www.del"u:tste.or.us/wollItl.nmdwaluiclJome.bcm for m.ore information.
o ~De\lOotioo pOllcls sball ~desiglled to limit nmolflo pre-dev.lopment rates for the 2 through 2S-Y""f storm.eveots
*'(Iris furm 5haH be inclllded as an dlI4Cllmenl, i1I.d4e dtlfront CtWu, of ,he oJ.'.1 ", ,:iter mldy
I ~ IMPORTANT: ENGINEER PLEASE READ BELOW AND SIGN! J
As the engineer of record, I hereby certilY the above required items are
complete and included with lbe ,ubmitted <'_'_.' ,~~ study aIld plan set Signature
Dale
DCite RG'::;;;;';;xl:
Fann Version 2: Mareb 2004
DEe 2 1 2009
Original Submittal
,COMPLETE STUDY ITEMS r~orofficialuseOn'Y:
* Based upon the information pravided an Ihe fronl of this sheet, Ihe following represents a minimum of what is needed for an
application 10 be complete for submittal wilh respect to drainage; however, this list should not be used in lieu of Ihe Springfield
Development Code (SDC) or Ihe City's Engineering Design Manual. Compliance with these requirements does not canstitute sile
approval; Additional sile specific information may be required Note: Upon scoping sheet submillal, ensure completedform has
been signed in the space provided below:
Interim Design Standards/Water Quality (EDSPM Chapter 3)
I!!!'d N/A
~ D All non-building rooftop (NBR) impervious surfaces shall be pre-treated (e,g, multi-chambered catchbasin w/oil
filtration media) for stonnwater quality. Additionally, a minimum of 50% of the NBR impervious surface shall be
--.I treated by vegetated methods,
~ D Where required, vegetative stonnwater design shall be consistent with interim design standards (EDSPM Section 3,02),
~ set forth by the Bureau of Environmental Services (BES) or Clean Water Services (CWS).
~ D For new NBR impervious area less than 15,000 square feet, a simplified design approacb may be followed as specified
-' by the BES for vegetative treatment
~ 0 If a stormwater treatment swale is proposed, submit calculations/specifications for sizing, velocity, flow, side slopes,
d bottom slope, and seed mix consistent with either BES or CWS requirements.
rJ [l, Water Quality calculations as required in Section 3,03.1 of the EDSPM
o 0 All building rooftop mounted equipment, or other fluid containing equipment located outside of the building, shall
be provided with secondary containment or weatherresistant enclosure, NDT PARr OF <IVII. 'SITE' PLAM f
-f'c.fT~ ^~HIR'eTVAc.. PL.At<<"
~eral Study Requirements (EDSPM Section 4.03)
~ Q Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon,
o ~. A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map, ]
o i!r Calculations showing system capacity for a 2-year storm event and overflow effects ofa 25-year storm event '5~AL'"
o ~ The time of concentration (Tc) shall be determined using a 10 minute start time for developed basins. lJlnr
Revie~Downstream System (EDSPM Section 4.03.4.C)
o l!J A downstream drainage analysis as described in EDSPM Section 4.03.4.C. On-site drainage shall be governed by the
d Oregon Plumbing Specialty Code (OPSC).
o ~ Elevations of the HGL and flow lines for both city and private systems where applicable,
~gn of Storm Systems (EDSPM Section 4.04)
~ [J. Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set
o 0 Minimum 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 lb
,..,rload without failure of the pipe structure.
o ~ Manning's "n" values for pipes shall 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 Table 4-1 as well,
Q9terlMisc
~ 0 Existing and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site
drains
16 D Private stonnwater easements shall be clearly depicted on plans when private stonnwater flows from one property to
.--/ another
o ~ Drywells shall not receive runoff from any surface w/o being treated by one or more BMPs, with the exception of
residential building roofs (EDSP Section 3,03.4,A), Additional provisions apply to this as required by the DEQ. Refer
Jto the website: www.deo.state.or.us/wa/srroundwaluichome.hcm for more information.
o ~ Detention ponds shall be designed to limit runoff to pre-development rates for the 2 through 25-year storm events
"This form shall be included as an attachment, inside the front cover, of the storm water study
"lMPORTANT: ENGINEER PLEASE READ BELOW ANDSlGNI
~:"th:e~nginoeer of record, I her~ebY certify the" above required itertatEtl!f~~eiv~~:luded with the submitted stormwater study and
Signature: '/.. Date: / /_ -7_ 0 q
\.6....,,_..... - Uti l i !tlO9 /1- J /
Original Submittal
Revised 1/1/08 Molly Markarian
10 of to
" l1:li .,;,j
JRH
E N GIN E E P
PROjECT MANAGJ S
PlANNERS
November 24, 2009
Steve Hopkins
City of Springfield
225 Fifth Street
Springfield, OR 97477
RE: Taco Bell Site Plan Review Application Review
Dear Steve:
This letter is to help you and the other Site Plan Review Application review staff by
providing a response as to how the design team addressed the concerns raised as part
of our pre-submittal meeting and supplied checklist. A copy of each the completeness
review checklist! comments are attached to this letter. The following c~"~'t'onds to
the checklist format and numbering,
A. PLANNING (Steve Hopkins, Planner)
1. and 4. More detail has been added to the site plan sheet C-I 01, indicating
the trash enclosure will be constructed of masonry block units 6 feet high,
including a roof cover constructed per Springfield Development Code
(SDC) 4.4-110, This plan also shows that the trash enclosure will have a
floor drain connected to the City's sanitary wastewater system. In
addition, the enclosure will have a raised lip and the adjacent paving slope
to keep "u",,,,ater from entering this sanitary sewer drain. Construction
details will be part of the Building Code plans review permit submittal
application.
2. More detail has been added to the site plan sheet C- 101 to show the long-
term bike storage room/ enclosure located at the northeast comer of the
building,
3. Exhibit I now includes a site photometric study and cut sheets for exterior
walllightingl packs.
5. There are no records locating the sanitary and stUB" '" ater lines; however,
we believe they are near the northwest comer of the redevelopment site,
just south of the water and gas meters, etc, (Sheet C-IOO shows the existing
site conditions.) The exact location of the sanitary and stormwater laterals
will be verified at the time of site demolition. Two notes have been added
Date Received:
DEe 2 1 2009
v U I \~ I 5 4 1 (J" 7 I 0 i'\ 1
W~~ jRHWEH.COM
o 0riginal Submittal,
r..\x 541345.6.')9')
4 7 b 5 V I I. I AGE I' I A Z A IOU l'
,U IrE 201
[U G [N E
(~. '_\
Lettedrom Larry E. Reed
RE: Taco Bell Site Plan Review Application Review
November 24, 2009
Page 2 of5
to the plan covering this lack of detailed information pertaining to the
sanitary sewer and stormwater laterals' location,
. '!During demolition, locate and protect water, sanitary wastewater and
storm laterals at the street property line for reuse of these connections
for the new building, "
. "After the sanitary wastewater and storm laterals have been located
and protected, contact the City's Public Works Engineering section,
Clayton McEachern, P.E., phone number 736-1036, to verify the
sanitary lateral is connected to the sanitary sewer main and the storm
lateral is connected to the storm water line. "
6. More notations relating to the property line (P/L) and right-of-way (ROW)
have been added to the plans,
7. Pre~submittal plans were stamped but not signed and dated by the project
engineer, pending revisions per the City's completeness comments. This
final Site Plan Review set has been stamped and signed.
Per Planning's additional comment section:
. . Attached is a check payable to the City of Springfield for $4,593.10,
. - The needed Springfield Utility Board (SUB) DWPexemption
application has been submitted to Amy Chinitz (744-3745) at SUB at
the time of writing this letter the approval notice has not been received,
SUB approval is anticipated the week of December 18, 2009.
B. PUBLIC WORKS - ENGINEERING (Clayton McEachern, P.E.)
1. The landscap~ plan sheet 101 has been stamped by the project engineer.
Also, see Planning note #7 above. Note: This application, under SDC
5.17-120D, is requesting approval by the Director for the landscape plan by
another professional. The design team engineer designed the bioswale;
however, the plant selection was done by JRH Land Use Division (Larry
Reed). .
2; and 5. Right-of-way line notations were added to the plans.
3. See response to Planning's additional comment section IteQi~~ Received:
DEe 2 1 2009
07;;::';;a! Submittal
:- '-"'"
Letter from Larry E. Reed
RE: TacoBell Site Plan Review Application Review
November 24, 2009
Page 3 of5
4. The soil type was set forth on page 7 in the second paragraph.
. A pavement section detail was added to Sheet C-102.
. Also, an. alternate pavement design note was added on$heet C-I02.
6. See Planning note #5; there is no record of sanitary and storm lateral
locations,
. Sheet C-I 02 shows a floor drain and notation that this drain is to be
connected to the City' ssanitary sewer.
. The potable water connection! meter location is shown on Sheet C-IOO,
showing the existing site conditions, The new Taco Bell will reuse this
existing water connection, Also, see related notes on Sheet C-l 0 I.
7. Sheet C-I 02 was revised to include roof area! downspout discharging into
the stormwater treatment bioswale.
. According to Taco Bell building plans, all roof equipment is speced to
be internally sealed units (HV AC).
8. The site's cut! fill is norshown on the plans. The earthwork after
demolition will be insignificant; less than 50 cubic yards.
9. Thanks for the nice storm drainage plan comments; per the City's
suggestions, we have made the following revisions.
. Per #7, the plans were revised to show roof system water to be
discharged to the bioswale.
. Also, the bioswale area has been enlarged to include the area north of
the drive-thru window lane and west of the trash enclosure.
Note: Belleo Enterprises, LLC (Sanders) has approval in the form of a
contract with the property owners to the north to remove the fir trees along
this site's north property line opposite the extended bioswale. Given the
constraints of the site, the design team believes what is now shown is the
most vegetative treatment this site can achieve and still be ,cost effective
for this small, constrained site. Date Received:
'DEe 2 1 2009
0~:-:!:-:-::! Submittal
- .
~, .. ......'
Letter from Larry E. Reed
RE: Taco Bell Site Plan Review Application Review
November 24, 2009
Page 4 of5
Per Public Works' Additional Comment Section
. The bioswale landscape design has been revised to make it clear that the
bioswale is to be excavated 2 feet below the bottom of the swa]e and the
existing earth is to be replaced with 2 feet of planting medium, consisting
of]oam and organic compost soil mix.
. There are no records locating the sanitary and stormwater laterals. Lateral
locations will be located and protected during demolition, See Planning
Item #7.
. The bioswale design has been modified to provide a wider bottom.
. No workis planned within the Mohawk Bou]evard right-of-way, A note
relating to this fact was added to Sheet C- ] 0 1.
C. TRANSPORTATION (Richard Perry, Traffic Operations Analyst)
1. Based upon the constrained/limited scope of this redevelopment site, no work
is planned within the street right-of-way, except for the street tree wells.
Mohawk Boulevard has street lighting, Based upon the scale of the site plan,
the street lighting was not initially shown; however, street lighting is in the
street divider median directly in front of the existing Taco BelL The location of
this street light has been added to the plans, Also a photos of this street light is
attached to this letter.
2. Here again, based upon the constrained/limited scope of this redevelopment
site, the circulation within tax lot 440] to the south was not shown, Tax lot
440] is under different ownership and outside the scope and control of this
leased area pad redevelopment. The surveyor did include the building comer
and location of curbs that help direct incoming traffic and prevent cars parking
along the west side of the tavern building from backing into the incoming
eastbound shopping center lane. Based on the survey information we had some
additional traffic lane/ movement detail has been added to the plans. Exhibit D,
aerial of site, shows this area, tavern, and coffee kiosk in more detaiL Six
photos of this area are also attached to help understand what is going on on
this adjacent site.
Date Received:
DEe 2 I 2009
('."::-::::;! Submittal
~_ : .,....1'
Letter from Larry E. Reed
RE: Taco Bell Site Plan Review Application Review
November 24, 2009
PageS of5
D. FIRE DEPARTMENT (Gilbert Gordon, Deputy Fire Marshal)
1. The two public fire hydrants' distance notations were added to the cover sheet
C-IOO. Both of these on-site hydrants, including the hydrants to the south
along the street, as initially explained in a notation on the pre-submittal plan
set, are within 400 feet of the proposed new Taco Bell.
E. BUILDING CODE COMP.lAGENCY (Kip Kaufman, Plans Examiner)
The Building Code compliance comments, as written, are not clear. A fairly
complete set of site and civil plans (6 sheets) were submitted to the City as part
of this Site Plan Review Application, showing exterior public and on-site
walkways, parking, space dimension, ADA parking, drive aisle widths,
landscaped area, and direction signs, etc. Taco Bell building plan set Exhibit
G was also provided as part of this Planning Site Plan Review Application.
The building is only 2,556 square feet in area and has over 60 feet of
separation between the adjoining buildings on three sides; one side being the
public street right-of-way.
Based upon discussions at the pre-submittal meeting, this application package
submittal for building code agency purposes is complete forPlanning- Site
Plan Review purposes. The other items not related to this planning application
were provided as a reminder to the Taco Bell building designer as to what is
required as part of the Building Code plan's review building permit submittal
process after Planning- site plan approval.
F. SUMMARY
In summary, the Taco Bell project design team believes the Site Plan Review
Application is complete and ready for full review, leading to the City's Site
Plan Review approval.
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Date Received:
DEe 2 I 2009
O~iginal Submittal
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JRH
1....
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[ N GIN [ [ n
J'R\.JI~C[ MANAcr S
I' I ANN E It ..;
CITY OF SPRINGFIELD
TACO BELL RESTAURANT
MOHA W K BOULEVARD
SiTE PLAN REV lEW APPLICATION
OCTOBER 28, 2009
Date Received:
DEe 2 1 2009
Original Submittal
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CITY OF SPRINGFIELD.
TACO BELL RESTAURANT
MOHAWK BOULEVARD
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SITE PLAN REVIEW APPLICATION
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OCTOBER 28, 2009
Prepared for:
, Belleo Enterprises
Robin (Merrell) and Mike Sanders
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. P.O. Box FF
! Springfield, OR 97477
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Prepared by:
,JRH Transportation Engineering
: Land Use Planning Division
~765 Village Plaza Loop, Suite 201
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. Eugene, OR 97401.
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Telephone: 541-687-1081
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REQUEST: Replacing existing Taco Bell restaurant with a new Taco Bell on the existing pad
at the northwest comer of t~e BiMart Shopping Center, Mohawk Boulevard
Date Received:
DEe 2 1 ,2009
Original Submittal
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EXECUTIVE SUMMARY
Applicant! Owner: Belko Enterprises, LLC
Robin (Merrell) Sanders
P,O. Box FF
Springfield, OR 47477
Property Owner: Cuddeback Commercial Properties, Inc.
c/o Tim Campbell
Campbell Commercial Real Estate
859 Willamette Street, suite 520
Eugene, OR 97401
Design Team: Larry E. Reed - Designer and Project Coordinator
JRH Land Use Planning Division
4765 Village Plaza Loop, Suite 201
Eugene, OR 97401
Telephone: 541-687-1081
Steve Woods - Surveyor
Ford & Associates
P.O. Box 22735
Eugene, OR 97402-3048
Telephone: 541-344.-1852
Brian Genovese, P.E., PTOE - Engineering
JRH Transportation Engineering
Telephone: 541-687-1081
Bob Newton
Yum Brands, Irlc.
Taco Bell Corporation
1290 Von Karman
Irvine, CA 92614
Telephone: 949-863-4500
Map and Tax Lot:
Lane County Map 17-03-20-25-34;
tax lot 401
Date Received:
DEe 2 I 2009
Original Submittal
JRH Transportation Engineering
Taco Bell - Springfield, Oregon - Site Plan Review Application I October 28. 20091 Page 2
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Property Location: IS0S Mohawk Boulevard, Springfield, Oregon. This site is along the east
side of Mohawk f!oulevard, approximately three blocks south of Highway
126/ Highway lOS, along the front of the BiMart Shopping Center site.
Property Size: Tax lot 401 is 3.09 acres. The subject redevelopment site is l6,8f6 square
feet.
Zoning: Mixed-Use Commercial (MUC)
Proposal: Demolishing existing Taco Bell facility and replacing with a new Taco
Bell building meeting Yum Brands current Taco Bell model franchise
specification. Building Model T-S'O..
Date Received:
DEe 2 1 2009
Original Submittal
JRH Transportation Engineering
Taco Bell - Springfield. Oregon - Site Plan Review Application I October 28. 20091 Page 3
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TABLE OF CONTENTS
I. INTRODUCTION
II. BACKGROUND
IlL PROPOSAL
IV. ANAL YSISI FINDINGS
A SITE REVIEW INTRODUCTION (Springfield Development Code (SDC) 5.17-120)
B. MIXEDoUSE COMMERCIAL (MUC) DEVELOPMENT STANDARDS
1. SDC 3.2"610
2. SDC 3,2-615
3. SDC 3,2-620
4. SDC 3,2-625
5. SDC 3.2-630
C. SITE REVIEW CRITERIA (SDC 5.17-125)
V. SUMMARY
EXHIBITS:
A VICINITY MAP
B. ASSESSOR'S MAP
C. TOPOGRAPHY SURVEY (BASE MAP)
D. AERIAL PHOTO. .
E. YUM BRAND ILLUSTRATIONS
E-l FLOOR PLAN
E-2 COLOR EXTERIORS OF BUILDING (2 PAGES)
F. PLAN SET - CIVIL - 6 SHEETS LARGE FORMAT (22" X 34")
G. TACO BELL PLAN SET (SEP ARA TE DOCUMENT)
H. STORMWATER-DRAINAGE STUDY
I. SITE LIGHTING SPECIFICATIONS
Date Received:
DEe 2 I 2009
Original Submittal
JRH Transportation Engineering
Taco Bell - Springfield, Oregon - Site Plan Review Application I October 28, 2009/ Page 4 .
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I. INTRODUCTION
Bellco Enterprises is seeking City of Springfield Site Review Approval to replace the
existing 1,800 square foot Taco Bell restaurant located on a 16,816 square foot shopping
center pad site. This pad is located at the northwest corner of tax lot 4101 of Lane County
Assessor's map 17-03-25,-34. This site is the northwest Corner of the BiMart Shopping
Center, owned by Cuddeback Commercial Properties, lnc. A vicinity map is attached as
Exhibit A; a copy of the Assessor's map is attached as Exhibit B; and a redevelopment site
survey by Ford & Associates is attached as Exhibit C. The limits of the construction line are
shown on Sheet C-102 of Exhibit F An aerial photo of the site showing the existing site
conditions and surrounding area is attached as Exhibit D:
II. BACKGROUND
Bellco Enterprises of Springfield and the preceding Merrell family ownership built and
operated this Taco Bell for some forty years. It is located along the east side of Mohawk
boulevard approximately three blocks south of Highway 126/ Highway 105, Robin Merrell
Sanders' father built this Taco Bell in 1968. This site (tax lot) is 3.09 acres and contains a
multi-use shopping center. The anchor tenant is a BiMart store, The existing Taco Bell is
the second building on this tax lot and occupies approximately 16,816 square feet (or 12
percent) of this tax lot's land area,
The applicant (Taco Bell Enterprises) wishes to build a new Taco Bell on the site of their
existing Taco BelL Yum Brands is the Taco Bell franchise owner. This existing fast food
restaurant is outdated (i,e" outdoor restroom access) and does not meet Yum Brand's Taco
Bell franchise standards (i.e., old equipment, sizes too small), which has led to fewer/less in-
store dining customers, which has led to a decline in revenue that is expected for this
location. The Bellco Enterprise believes a slightly larger Taco Bell, meeting current
franchise standards, will increase inside dining and, thereby, increase revenue for this Taco
Bell site. The proposed floor plan is attached as Exhibit E-1; a series of colored photos of the
building's exterior and interior are attached as Exhibit E-2, Color Photos. Also see the
building plan, Exhibit G. This new Taco Bell building design has fully articulated, two-color
exterior walls, with a multi-colored parapet, and large windows around three sides of the
building and offers a colorful Southwestern interior decor.
The Taco Bell site and larger shopping center site, like the greater surrounding.area along the
east side of Mohawk Boulevard, has a Metro Plan land use designation of CommerciaL This
tax lot and subject leased site/ pad was zoned as Major Retail CommerciaI.(MRC), suitable
for shopping centers, tip until recently, when it was rezoned to Mixed-Use Commercial
(MUC). A new Taco Bell is an allowed MUC use under Springfield Code 3.2"610 Table of
Uses (Restaurant) and will continue to fulfill the City's MUC purpose andin@!1J'i\:! ~.t4!?l!!#ved:
in SDC 3,2-605 and as further defined by SDC 4,7-180.
DEe 1 1 2009
Original Submittal
., JRH Transportation Engineering
Taco Bell - Springfield. Oregon - Site Plan Review Application I October 28, 2009/ Page 5
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III. PROPOSAL
This proposal/ application is to build a 2,556 square foot Taco Bell restaurant to replace the
existing 1.800 square foot Taco Bell facility situated on a 16,816 square foot redevelopment
site (existing shopping center pad). This redevelopment was laid out to meet as many of the
Mixed-Use Commercial development standards as possible, within the limitations of this
small, existing site while, at the same time, greatly improving and eliminating the vehicular-
pedestrian interface conflicts and hazards.
IV. ANALYSIS AND FINDINGS
J. Site Review Introduction (SDC 5.17-120)
1. General:
The site plan and accompanying plan set drawings are drawn at the scale of
I inch equals 10 feet The site address is 1505 Mohawk Boulevard and
consists of a redevelopment area of approximately 16,816 square feet, located
at the northwest comer of tax lot 401 of Lane County Assessor's map 17-03-
25,34. The existing Taco Bell restaurant employees from 21 to 25 people.
The new facility is anticipated to employ from 25 to 30 people. Because of
the small size and location of the redevelopment site, this new Taco Bell
facility has no future expansion or phasing plans. In addition, there are no
proposed open spaces or other public areas to be reserved or dedicated to the
City or any other government agencies.
The attached plan set (Exhibit F, Sheet C-lO I) depicts the proposed
redevelopment This plan provides for lot coverage (building, patio area,
paved parking, vehicle access lanes, etc,) of 79 percent of and 21 percent of
site in landscaping, which includes storm water management areas. The
building is ones tory in height, and the site is not adjacent to any residential
uses or zoning district, which means the site is not subject to any solar access.
or setback standards or requirements.
2. Site Assessment:
Since the site is the redevelopment of a relatively small comer of an existing
shopping center, it is requested that the "site assessment" requirement be
waived or at least in part be waived. However,.Ford & Associates, surveyors,
surveyed the site to establish the site's base mapping (see Exhibit C). This
survey is as shown on Exhibit F, Sheet # G-100 of the plan set and documents
the site conditions. The aerial photo of this site (Exhibit D).also documents
the existing site conditions, The site contains no water courses, riparian areas,
wetlands, or other natural resource areas deserving of protection....,such as . .
Important clusters of trees, rock outcropplngs, etc, wate Received,
DEe 2 1 2009
JRH Transportation Engineering
Taco Bell- Springfield, Oregon - Site Plan Review Application I 06?&{r&1' smrh\'il~) 6
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A review of the Federal Emergency Management Agency (FEMA) flood
maps for Springfield show that the site is not near any flood way or within any
hundred year floodplain.
The redevelopment site/ pad, including the larger shopping center site,
according to the United States Department of Agriculture Soil Conservation
Service's soil survey of Lane County, soil is classified as Coburg silty, clay,
loam (#32, Urban Complex). According to this soil profile, much of the
original soil, as part of an urban setting, has been covered by as much as 40
inches of fill material. This soil profile goes on to say the main limitations of
this soil are seasonal high water table, moderate permeability, and low soil
strength. If buildings are constructed on undisturbed areas of this Coburg soil,
buildings with shallow foundations/ footings are to be avoided and stormwater
diverted away from the building to avoid the shrink! swell characteristics of
undisturbed soiL The existing Taco Bell development, over the past 41 years,
has not experienced any settlement and! or differential settlement to the
bu)lding, nor to the parking and drive areas,
. The existing and proposed use is as a restaurant and uses no hazardous
materials or chemicals. The site is subject to the City's well head protection
area standards; however, the proposed redevelopment replaces an older,
obsolete Taco Bell for a new Taco Bell and, therefore, does not represent a
risk of groundwater contamination above what currently exists. Further, it is
und(~rstood that the site, including the Taco Bell operation must comply with
all the applicable City and Springfield Utility Board (SUB).general
groundwater protection requirements for the two year to five-yeanravel time
zone.
3. Parking Plan and Access:
Since the site is a redevelopment of the site, again, replacing an older,
obsolete Taco Bell restaurant with a.new Taco Bell facility, no traffic impact
study (TIS) is being provided. This Site Review Application is seeking no
variances from any traffic/ transportation provisions. As to the additional 756
square feet of building area, according to the Institute of Transportation
Engineers (ITE) Trio Generation Mam,"l (land use category 934). the
additional floor area will generate an estimated 25 PM peak hour vehicle trips
for the adjacent street. The new Taco Bell, at 2,556 square feet, is estimated
to generate 86 PM peak hour vehicle trips versus the existing 1,800 square
foot generation of 61 PM peak hour vehicle trips, a difference of 25 PM peak
hour trips. This is within the margin of deviation for any given peak hour
weekday trip for the existing Taco Bell. (See ITE land use code 934, 20.15
standard variation.)
Date Received:
DEe 2 1 2009
nrininal Subm.ittal
JRFI TransportatIOn Engineering
Taco Bell - Springfield. Oregon - Site Plan Review Application 1 October 28, 20091 Page 7
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Moha~k Boulevard is not a State of Oregon transportation facility or subject
to any ODOT Division 51 rules; therefore, no research was done into the
shopping center's existing drive access history. Mohawk Boulevard has three
Lane Transit District (LTD) bus routes. These routes are Route #13
Centennial, Route #18 Mohawk! Fairview, and Route #19 Fairview/ Mohawk.
The closest bus stop is 320 feet south from the Taco Bell for the northbound
transit routes and 74 feet north from the Taco Bell site (across street) for the
southbound transit routes,
The plan sheets (Exhibit F, Sheet C-IOI) show the site's new parking
arrangement and circulation pattem, including pedestrian access
improvements, The following further explains the site plan.
. The Taco Bell site plan shows the existing street access, the planned
on-site vehicular circulation, parking spaces, bicycle parking,
landscaped areas, etc. Ingress and egress lane stripping is shown to
provide a free flow right-turn lane out, a through and left-tum lane out,
and a marked ingress hine.
. This, site plan is much improved froin the current site plan, which
embodies three hazardous conditions:
o Access to the drive-through is by cutting across the 'vehicular drive
egress and entrance, in front of cars exiting the site,
o The drive-through queuing lane and window are between the
entrance and the parking, thereby placing pedestrians in direct
.conflict in a rather confined area.
o Access to the restrooms, being exterior along the east side of the
building, again places pedestrians within the path (backs turned) to
the drive-through lane and exiting vehicles,
. The new site plan, while not perfect, moves vehicular access for the
drive-through window lane to internal to the site north of the ,parking
area, This moves queuing away from the street entrance and egress
drive improving safety.
o Provides for pedestrian entrance from the parking lot, not a~ross
the drive-through window lane.
o Provides restroom access inside the building, eliminatjng
pedestrian exposure to vehicle movement within the drive-through
window lane area,
. The site currently has only six vehicle parking spaces along the drive-
through lane: The site plan provides 14 vehicle parking spaces within
the redevelopment site, Date Received:
DEe 2 1 2009
Original Submittal
JRH Transportation Engineering
Taco Bell - Springfield, Oregon" Site Plan Review Application I October 28, 2009 I Page 8
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. The building at 2,556 square feet gross area at one vehicle space per
hundred square feet of gross building floor area requires 26 spaces,
The Taco Bell shares undivided use of the shopping center parking.
This much improved site plan creates a loss of only 2 spaces, This loss
occurred because of additional ADA parking and new pedestrian
striped access at the ADA spaces.
4. Landscaping:
The site plan shows the landscaping for the redevelopment in compliance with
SDC 4.4-100, including the provision for a permanent irrigation system. This
permanent irrigation system will be designed by the landscape contractor
installer (design! build) and will be submitted later as part of the construction
building permit plan set. In addition, the bio-detention swale within the site
set -back area is also landscaped and irrigated.
The site currently has only a single street tree along the Taco Bell frontage,
The site plan provides for three additionalstreet trees with 30-foot centers, for
a total of 4 street trees, These additional street trees will be installed in a 5-
foot by 8-foot tree well cut in the sidewalk in the back of the curb within the
lO-foot wide public sidewalk area.
Screeninll:
As discussed in the Taco Bell's May 21, 2009 Development Issues Meeting,
headlights of vehicles heading south within the new drive-through window
lane are likely to create the need for screening this area from Mohawk
Boulevard northbound traffic. To address this issue, the planned
. redevelopment will provide a three-foot high masonry wall along the back
edge of the existing public sidewalk. In addition, grouping of evergreen shrub
plantings will be installed in the area south of the pedestrian access where the
drive-through lane swings to the left! east, away from the street. Further,
other random plant groupings within the bio-detention swale.area, including
street trees, will also help block headlights shining into northbound traffic
lanes of Mohawk Boulevard.
5. Off-Site Improvement Plans:
The redevelopment site construction limits do not encompass any public or
private off-site improvements, The shopping center entrance and egress drive
off of Mohawk Boulevard is outside the limits of the Taco Bell construction.
There are no off-site improvements' required or proposed, with the exception
of the delineation of painted traffic lanes at the existing stre.et access (right
turn, through and left turn, and entrance lanes). The public sidewalk is in
fairly good shape, The only improvements within the street right-of-way will
be the addition of the street trees in the sidewalk area. There are no utilities
located in the street tree planting well area. The existing Taco Bell
wastewater/ sewer and other service and utility connections will be reutilized
by the new Taco Bell building: All the existing public service I.!Jl:iM~eceived:
JRH TransportatiQff'n~nte2D99
Taco Bell- Springfield, Oregon - Site Plan Review Application 1 October 28, 20091 Page 9
Original Submitta'
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utilities have been located and are shown on the site's existing conditions map
(see plan set Sheet C-lOO, Exhibit F).
6. Storm water Management:
The stormwater management, as part of the BiMart Shopping Center. with its
acres of existing paved parking. is relatively flat. (See site Exhibits C, D, and
the cover sheet of Exhibit G for existing site conditions.) This site's existing
condition is that the site is covered with impervious surface, building, paved
parking and drives, except for the five-foot wide by 140-foot grass area
equaling 700 square feet along the back edge of the public sidewalk, This 700
square feet is approximately four percent of the Taco Bell redevelopment site.
The planned redevelopment will provide approximately 21 percent of
pervious surface, which will include the bio-detention swale. Sheets C-102
and C-103 of plan set Exhibit Fprovides the engineer's stormwater
management system details. The .stormwater drainage study 5s attached as a
separate document labeled Exhibit H.
7. Site Plan:
,Sheet C-I0l of plan set Exhibit F shows the location of free standing light
poles on the site. This site does not adjoin any residential use or zoning. .
Exhibit I, Site Lighting Specifications, provides lighting calculations, the type
of exterior lighting fixtures, wattage, etc. All light fixtures will be of the cut-
off type and shielded to avoid the direct shining of light off the property and,
especially, toprevent light from shining into the eyes of drivers, both within
and off the site. .
K. Mixed-Use Commercial Development Standards
1. SDC 3.2-610 Schedule of Uses:
On page 92 of the Springfield Development Code, Chapter 3, Drive-up
Restaurant Uses are specifically allowed in the Mixed-Use Commercial
zoning district, as approved under the City's Site Plan Review procedures,
.subject.to the special design standards of SDC 4.7-180. '
Per SDC 4,7-180, ExceDtion #1 - Drive-Throu!!h Uses, the existing restaurant
has a drive-through window that is unsafe in terms of vehicle-to-vehicle and
vehicle"to-pedestrian access conflicts. The redevelopment of the site
cO!ltinues the drive-through as an incid~ntal use to the primary restaurant use:
while eliminating and/or improving the operational site safety conditions. It
also is worthy of noting that Yum Brands franchise standards for,a Taco Bell
. require their Taco Bells to have a drive"through window facility.
. However, to accomplish these operational improvements, provided no
opportunity within the physical limitations and constraints ofthe site to design
the circulation and drive-up window away from the public side~ T-lWiceived:
JRH Transportati~~J"e~r~~09
Taco Bell - Springfield, Oregon - Site Plan Review Application I October 28, 20091 Page 10
Original Submittal
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section's exception wording provides a great deal of flexibility and use of
judgment by staff based on the use of the words in the Code section only "to
the maximum extent practicable".
Exceotion #2 - Parkin!! Lot and Parkin!! Structures: This exception is not
appiicable, since the use is a restaurant and not a parking structure or parking
lot.
Exceotion #3 ~ Professional Office: This exception's provisions are not
applicable, since the use is a restaurant and not an office use.
2. Base Zone Mixed-Use Commercial Standards:
SDC 3.2-615 sets forth the MUC development standards.
. Minimum Area - 6,000 square feet:. The greater tax lot 4101 site is
3.09 acres, while the Taco Bell lease site (16,816 square feet) is also
larger than the minimum 6,000 square feet.
. Minimum Street Frontage - 40 feet: The site frontage along Mohawk
Boulevard is greater than the minimum 40 feet.
. Maximum Site Coverage: The MUC zoning district has no maximum
site c'overage; the site plan has approximately 79 percent of impervious
surfacing (parking lot, drives, building areas, etc.).
. Building Set-back: The MUC zoning district has no front lot line
building set-back; the site plan provides a 19-foot building set-back to
accommodate the drive-through lane, and the drive-through lane set-
back, which includes storm water management facility, which is
allowed within set-back areas.
. Parking, Drives, and Outdoor Storage Minimum Set-back - 5 feet: The
site plan provides 7 feet from the street right-of-way line and 5 feet
from the north property line for the set -back for the drive-through
window lanes.
. Interior and Rear-Yard Set-backs when Abutting Residential or
Campus Residential Districts: This.set-back is not applicable, since the
site does not abut any Residential or Campus Industrial zoning districts.
. Maximum Building Height - 90 feet: Asa sing.le-story building, the
Taco Bell is much less in height than the allowed 90 feet maximum
height limitation. Date Received:
DEe 2 1 2009
Original Submittal
JRH Transportation Engineering
Taco Ben - Springfield, Oregon - Site Plan Review Application 1 October 28, 20091 Page II
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3. Mixed-Use. Commercial Conflicts and Exemptions:
SDC 3.2-620 provides certain guidelines relating to the MUC development
standards conflicts and exemptions.
Conflicts~
a. There appears to be no COnflIcts between this section and other sections
of the Code. The plans were drawn with the intent of complying with all
the applicable environmental, water quality, and public health and safety
protection standards,
b, No refinement plan, specific area plan policies, etc. that are relevant to
this project to the degree of prevailing over. the standards of the MUC
zoning district were found.
c. The City's recent rezoning of the subject site from Major Retail Center
. to Mixed-Use Commercial does not .appear to have made the existing
Taco Bell use, including the drive-through lane, non-conforming, since
this use, including the drive-through window is allowed under the
Mixed-Use Commercial zoning district standards. .
d. An exemption process to SDC3.2-625 and 3,2-630 is provided; the
proposed Taco Bell site plan and building meets the intent of the
building appearance and pedestrian orientation desigri standards;
however, not every specific.detail of these standards can be achieved.
These requested exemptions are addressed in the following section.
4. District Building Design Standards (SDC 3.2-625):
The proposed Taco Bell building is a small, but well articulated and colorful
building. This design emphasizes the building entrances, is pedestrian in
scale, and has no blank walls. To achieve the overall visual understanding of
the building's complex architectural relief in detail, please refer to colored
elevation photos shown in Exhibit E-2. Nevertheless, because of the small,
stand-alone nature of this single-story franchise building, the building does
not meet the following standards.
a, Fifty (50) percent of all the wall lengths being in window openil}gs
b. Vertical wall face shall have off-sets at a minimum of every 50 feet by
providing at least one of the following:
. 0 Recesses of a minimum of four feet
o Extensions with depths of four feet and maximum length of
overhang of 25 feet
o Off-sets or breaks in roof elevation lines being a minimum of
three feet in height
Date Received:
DEe 2 1 2009
JRH TOPiillRllil,tiSIlJ9Mill'G'ling
Taco Be\l- Springfield, Oregon - Site Plan Review Application 1 ocioii'er 28, 20091 Page 12
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.-/
The building is only 2,556 square feet in area, Approximately two-thirds of
the floor area is for public restrooms, food supply storage (dry, refrigerated,
frozen, etc.), and food preparation! kitchen area, including open work space
access aisles, Approximately one-third ofthe floor area is for lobby and order
area, self-serve drink and condiment counter, and the dining area. It is neither
practicable nor desirable to have windows in the walls of the restrooms, food
storage, or food preparation areas; however, where windows are practicable,
the window area achieves or exceeds the 50 percent requirement (i.e., dining
area).
To have four-foot wall depth offcsets for a single-story building of only 77
feet long and 30 feet wide is disproportionately large for the structure's size
and length of wall and would not be in scale for the building, (See two-foot
by two-foot entrance projections.) The following portion of this narrative
seeks approval of an alternative to the City's Building Design Standards.
5. MUC Development Standards- General, Building Design Standards
(SDC 3.2-625: .
Intent of Standards: The following building features are equal to or exceed
the City's Building Visual Appearance Standards. As shown in the colored
exterior elevation photos (Exhibit E-2), the Taco Bell building provides
extensive architectural interest and surface area relief on all four sides of the
building in the form of:
. Two types of exterior surface materials - stone wainscot and stucco-in-
appearance wall covering
. Multiple exterior color palette, darker stone material with lighter sandI
camel color walls, with a darker, multi-colored decorative parapet
.. Multi-building relief elements. Again, this is stone wainscoting that is
set out from the building wall and has a capstone design. The windows
and doors will have wide access trim of a darker color, set out from the
. wall, providing shadow contrast with the wall color/ material.
. All windows, including drive-through windows, will have canopies
and/or trellises above the windows, providing additional light and
shadow effect upon the walls to visually break up the building's
exterior.
DEe 2 1 2009
. Additional architectural interest, including additional relief off-set
shadow effect, etc., is provided at the entrance, providing two-foot by
two-foot columns with arches over the top, called a "flying arch" above
the entrance. This architectural element is carried out above the drive-
through window. These elements are in excess of the three feet above
Date Received:
Original Submittal
JRH Transportation Engineering
Taco Bell - Springfield, Oregon - Site Plan Review Application I October 28, 20091 Page 13
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the building parapet; however, it is not clear whether this element is
considered a break in the roof elevation.
. Taco Bell's exterior lighting fixtures create an additional architectural
detail, including shadows on the walls, breaking up the larger wall
areas,
. The rear (north) end of the building has architectural interest with the
siting of the menu board, architectural clearance bar, and landscape
elements immediately adjacent to the 9-foot by IS-foot walk-in cooler.
(See Yum Brand plans sheetsCI.O, CU, and Ll.O of Exhibit G.)
Ground Floor Windows: The Taco Bell building will have ground floor windows
on three sides of the building, which includes the drive-through window side of
tre building facing the public street These windows provide views into the
dining area and the order/ service area, but not the restroom, storage, and work
areas. We believe an exception to the 50-percent window area r~quirement is
warranted.
d. As a Mixed-Use Commercial site to contain a small single-story
restaurant means the other specified mixed-use employment and mixed.
use residential standards are not applicable.
In summary, the Taco Bell restaurant building, based upon its location (northwest
corner pad of shopping center), use of existing shopping center vehicle access drive,
small size of the redevelopment area, and the complexity and multiple code intents
leads to the situation where not every aspect of the Code's standards can be achieved.
However, the overall effect more than meets the intent of the above Building Design
Code provisions (SDC 3,2-625),
L.. Site Review Crite.ria (SDC 5.17-125) .
.The following narrative will show.that this Site Review Application is in
compliance with the City's five Site Review Criteria set forth in SDC 5~17-125,
To the extent the proposed redevelopment plans and narrative do not adequately
demonstrate compliance with the City's submittal standards, Mixed-Use
Commercial development standards, and the Site Review Criteria, the owner/
applicant has no objection to reasonable Conditions of Approval being required as
part of the final site plan.
Criteria #1: "Zoning is consistent with the Metro Plan diagram. and/or the
applicable Refinement Plan diagram. plan district map, and conceptual
Date Receive!jyelopment plan"
. DEe 2 1 2009
Original Submitt;>1
. JRH Transportation Engineering
Taco Bell- Springfield, Oregon - Site Plan Review Application I October 28,2009/ Page 14
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Response to Criteria #1: The subject site, including the greater shopping center
area (tax lot 4101) has a Metro General Plan land use designation of Major Retail
Center (MRC). The City has elected to implement this Metro Plan land use
designation by zoning the area and redevelopment Taco Bell site as Mixed-Use
Commercial (MUC). Based on the fact the City's placement of the MUt zoning
on the s.ite is fairly recent and was a change of zoning from Major Retail Center
(MRC), the owner/ applicant must assume the MUC zoning is consistent with the
Metro Plan land use map diagram. If this is a correct assumption, staff may make
findings that the MUC zoning is consistent with the Metro Plan (Commercial)
Major Retail Center land use designation and, therefore, the proposed site plan
and Taco Bell is consistent with the MUC zoning,
Criteria #2: "Capacity requirements of public and private facilities, .including
but not limited to, water and electrical; sanitary sewer and storm water
managementfacilities; and street and traffic safety controls shall not be exceeded
and the public improvement shall be available to serve the site at the time of
, .
development, unless otherwise provided for by this code and other applicable
regulations. The public works director or utility provider shall determine
capacity issues, "
Response to Criteria #2: The site presently has a Taco Bell restaurant. The new
building will be approximately 756 square feet larger than the existing Taco BelL
The new restaurant's plumbing fixture counts and electrical loads will be similar
to the existing Taco BelL The site has access to and is served by the shopping
center drive coming off of Mohawk Boulevard, This existing Taco Bell is
connected to the Springfield Utility Board water and electrical lines, the City
wastewater (sanitary) sewer collection system, and the City's stormwater
conveyance facility.
Based upon the City and utility providers' available services, there is capacity to
accommodate this minimally larger Taco BelL In addition, it is understood any
service and/or utility service upgrades to the .site are the responsibility of the Taco
Bell ownerloperator. Based upon the foregoing narrative and site review plan
set, a finding can be made the subject site is adequately served by urban services
and public utilities, The site and proposed redevelopment meets this criterion.
Criteria #3: "The proposed development shall comply with all applicable public
and private design and construction standards contained in this code and other
applicable regulations. "
Response to Criteria #3: As demonstrated in the narrativel analysis section IV.
subsections A and B, the site redevelopment plans are in reasonable compliance
Date ReciNith3tte City's Development Standards. The minor deviations and, exceptions
DEe 2 I 2009
- ._l -,:__1 f':"\. ."'.........:...~~I 1RH Transportation Engineering
---'I.LV S,lI- Springfield, Oregon - Site Plan Review Applicalion I October 28, 20091 Page 15
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were identified and addressed in the narrative. The following is a list of these
minor deviations and exceptions and where they are located within this narrative:
.
Waiver from "site assessment" -See Section IV, Subsection A, Item
2, Page 6.
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Drive-through window lane situated between the public sidewalk and
the building - See Section IV, Subsection B.l, Page 10,
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Building design standards:
o Less than 50 percent of each wall length in windows
o Minimum offsetsof four feet - See Section IV, Subsection B.3,
Pages 12 and 13.
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Based upon this narrative's analysis and findings within the context of the
redevelopment site, the Planning Director has the authority under the Code to
waive and approve under various design concept provisions; therefore, a finding
can be made the proposed Taco Bell is in compliance with this Site Review
Criterion,
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Criteria #4: "Parking areas and ingress/ egress points have been designed to:
facilitate vehicle trc;ffic, bicycle and pedestrian safety to avoid'congestion;
provide connectivity with the development area and to adjacent residential area,
transit stops, neighborhood activity centers, and commercial, industrial, and
public areas... Minimize driveways on arterial collector streets as specified in this
code or other applicable regulations, and comply, with the ODOT Access
Management standards for State highways, "
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Response to Criteria #4: The subject Taco Bell redevelopment site is a shopping
center pad and, as .such, is using the shopping.center's existing driveway of
Mohawk Boulevard to provide access to the Taco Bell facility.' As previously
discussed, the new/ redevelopment plan greatly improves the site's vehicle and
pedestrian operational characteristics. This will improve safety by: .
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Date Received:
" eliminating Mohawk Boulevard northbound vehicles from being
allowed to make an unsafe "S" movement into the site, cutting across
vehicles exiting the site, while moving the vehicle drive through-
window queuing internal to the site and away from pedestrian
movements.
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DEe 2.1 2009
. eliminating restaurant entrance pedestrian conflicts with the drive-
through window
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Original submittal
. eliminating pedestrian access to outdoor restroom conflicts with the
drive-thrOligh window
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JRH Transportation Engineering
Taco Bell- Springfield, Oregon - Site Plan Review Application 1 October 28, 20091 Page 16
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. properly marking the egress and ingress traffic lanes
Mohawk Boulevard is a City street under only the City's operational controls.
This redevelopment! site upgrade is being accomplished without any new
driveways. Based upon the foregoing, findings can be made that the proposed
redevelopment does not involve the need for any additional public streets, traffic
signal modifications, new driveway access, additional transit stops, etc,
. Therefore, based upon the analysis of various sections IV A and B and the
foregoing analysis of this Site Review Criteria, a finding can be made that the
proposed redevelopment is an improvement over the existing conditions and does
not overload the adjoining streets or development site; therefore, it meets this
criterion.
Criteria #5: Physical features, including but not limited to: steep slopes with
unstable soils or geologic conditions; areas with susceptibility offlooding:
significant clusters of trees and shrubs; watercourses shown on the WQL W map
and their associate riparian areas; other riparian areas and wetlands specified in
Section 4.3-117; rock outcroppings; open space; and areas of historic and/or
archeological signjficance, as may be specified in Section 3.3-900 or ORS
97740-760, 358.905-955, and 390.235-240, shall be protected as specified in this
code or in State or federal law. "
Response to Criteria #5: The subject site is a fully developed site, having 96
percent of non-pervious surface, buildings, paved areas, drive aisles, sidewalks,
etc. As a fully developed site as documented in site survey and aerial photos of
the site, there are:
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no unstable soil conditions
no clusters of trees or shrubs
no water courses or wetlands
no npanan areas
no rock outcrops
no historic features, etc.
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There is nothing on the site required to be protected under City, State, or federal
law; therefore, based upon the foregoing, it is appropriate to make findings that
there are no natural, historic, physical feMures, on the site required to be protected
by the City, State, or federal law.
Date Received:
DEe 2. 1 2009
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Original SubmittaJ
JRH Transportation Engineering
Taco Bell- Springfield, Oregon - Site Plan Review Application I October 28, 20091 Page 17
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V. SUMMARY
In summary, this planning application (as a Site Plan Review Application) involves a shopping
center's existing restaurant pad containing an existing Taco Bell restaurant. The proposal is to
demolish the existing Taco Bell that was built in 1968 and replace it with a new Taco Bell
restaurant meeting Yum's Brand Taco Bell current corporate standards.
The City's adopted Development Code, more specifically Sections 9.7-120, 3,2-610 through 3.2-
625, and 5.17-125, provides clear andobjective criterion standards for the design and approval of
this project (Site Review Application), These criteria, including clear and objective development
standards, were used to design the site plan. The above narrative addresses the site review
criteria and applicable standards, providing analysis and findings against these criterion
standards, This analysis (narrative) demonstrates compliance with the City's adopted criterion
standards, with the exception of three areas. These three exceptions are minor deviations and
involve the following:
. Approval of less than a full "site assessment" (SDC 5.17-120-B)
. Approval of the drive-through window lane located between the public sidewalk and
the Taco Bell building (SDC 4.7-180-A.I)
. Approval of an alternative building design. with less than 50 percent windows and less
than 4- foot building offsets
The Planning Director has the authority to waive portions of the "site assessment", determine the
location of the drive-through window lane on a case-by-case basis per the term "to the extent
practical", and approve proposed alternative building designs for the three code areas above.
The City's Site Review Application procedure is not a discretionary Planning approval process;
therefore. the City's Planning Director may approve the proposed site plan as designed and
submitted, based on this narrative's findings of Springfield Development Code compliance.
Date Received:
DEe 2 1 2009
Original submittal
JRH Transportation Engineering
Taco Bell - Springfield, Oregon - Site Plan Review Application I October 28, 20091 Page 18
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TACO BELL MOHAWK BOULEVARD
e Site location
)RH LAND USE ('LANNING .
4765Village PJaza Loop,Suite 201
Eugene,Ofegon 97401 {TEl.1 541.687.1081
wwwJrhweb.com
O7IJO/2009
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rOR ASSESSMENT
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Date Received:
DEe 2 1 2009
Original Submittal
....
TACO BELL MOHAWK BOULEVARD
Exhibit B: Assessor's Map
,DEVELOPMENT
SITE
IRH LAND USE I'LAN~ING
4765 Village Plaza Loop, 5ult.,. 201
Eugene,Oregon 97401 {TEL} 541.687.1081
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DEe 2 1 2009
Original Submittal
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TACO BELL MOHAWK BOULEVARD
Exhibit C: Topography Survey
JOB NO.
O'M;.NO.
BY:
DATE:
JRH LAND USE PLANNING .
4765VillagePlalil Loop,SUlle201
Eugene,Ore<]on97401 {TEU541.687.1081 . /
wwwJrhweb.com / ...
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I I Date Received: Exhibit 0: Aerial of Site
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I DEe 2 1 2009
Original Submittal
IRH LAND UH PLANNING ~
I 476SViIIagt'PIu.tLoop,Suite201
Eugene,Oreqon97401 {TEW 541.687.1081
www.jrh_b.com
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30'
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90" Drink Table
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Back-Flow Preventor
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Cash Register
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Floor Plan
Building Area:
Seats:
2,556
50 (see 70 seat option)
Date Received:
Taco Bell Architecture
DEe 2 1 2009
Original Submittal
~
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TACO BELL MOHAWK BOULEVARD
Exhibit E-1: Floor Plan
,.'
JRH LAND USE rLANNING .
4165 Vill~ge Plan loop, Suite 201
EugeM. Ore9on 97401 {TEL.1541.687.1081
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Date Received:
DEe 2 I 2009
Original Submittal
TACO BELL MOHAWK BOULEVARD
Exhibit E-2: Color Exterior and Interior
of Building
Page 1 of3
JRH LAND USE rLANNING .
4765VillageP1azal.oop.Suil~201
fugene.Orpgon9740llTEU541.687.1081 ,. /
WWW.jrhweb.com/~
10111/1009
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DEe 2 1 2009
Original Submittal
...
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TACO BELL MOHAWK BOULEVARD
Exhibit E-2: Color Exterior and Interior
of Building
Page 3 of 3
JRH LAND USE rLANNING .
"765 Village Plaza loop. Suilt' 201
Eug_.Or~n97<M)1ITElJ S41.687.1081
\' -j"'-',~ '/
10/11/1009
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EXHIBIT H
TACO BELL RESTAURANT
MOHAWK BOULEVARD, SPRINGFIELD
STORMW A TER - DRAINAGE STUDY
DECEMBER 10, 2009
Prepared for:
Bellco Enterprises
Robin (Merrell) and Mike Sanders
P.O. Box FF
Springfield, OR 97477
Prepared by:
JRH Transportation Engineering
(Civil Engineering)
4765 Village Plaza Loop, Suite 201
Eugene, OR 97401
Telephone: 541-687-'1081
. Date Received:
DEe 2 1 2009
Original Submittal
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.
TABLE OF CONTENTS
)
1.0 INTRODUCTION .............................................;.................................................................. 2
2.0 METHODOLOGY ...............................................................................................................3
A. DRAINAGE AREAS DEFINED ................................................................................. 3
B. HYDROGRAPHS DEFINED ......................................................................................3
3.0 RESULTS ............................................................................................................................. 3
LIST OF APPENDICES
APPENDIX A.
DRAINAGE AREA GRAPHIC - SHEET C-I03
APPENDIX B.
SANTA BARBARA URBAN HYDRO GRAPH METHODOLOGY
APPENDIX C.
,..YDROGRAPH & OUTPUT - TOTAL DRAINAGE AREA
APPENDIX D.
HYDRO GRAPH & OUTPUT - DRAINAGE AREA "A"
APPENDIX E-
HYDRO GRAPH & OUTPUT - DRAINAGE AREA "B"
Date Received:
DEe 2 1 2009
Original Submittal
JRH TRANSPORTATION ENGINEERING
Taco Bell Hydrology Report - Springfield, Oregon I October 22, 2009 I Page I
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.
1.0 INTRODUCTION
The proposed project involves the complete redesign and rebuilding ofan existing Taco
Bell restaurant located in the Bi-Mart Center, 1505 Mohawk Boulevard, Springfield,
Oregon. The development is on Tax Lot 4101. Map No. 17-03-25-43. The project will
demolish the existing restaurant which has become quite outdated and rebuild it to .
current Taco Bell, Inc. standards. The restaurant will also be re-oriented on the property
to improve pedestrian/vehicle circulation around theJacility. The drive-through lane will
be relocated to minimize potential conflicts with vehicles entering and exiting the
shopping center lot.
The existing building and parking lot drainage area covers 0,63 acres of impervious
surface, The existing building and lot drain stann water into existing catch basins which
connect to the City of Springfield's storm drain system, There is currently no treatment of
runoff prior to entering the City's storm system,
The proposed development preserves the O,63-acre drainage area, There is, however, an
increase in pervious surfaces due to new landscaping and a landscaped bioswale. As a
result, there will be 0,53 acres of impervious with the new development. The resultant
change in the pervious-to-impervious surface ratio yi~ldsa lower peak flow rate and
lower total runoff than found presently in the existing conditions. Furthermore, the
proposed catch basins will be equipped with filtering systems (Storm-Pure, or equal) to
pre-treat the storm runoff entering the City's system from the parking lot. Likewise, the
bioswale will provide treatment for the remainder of the storm runoff, The proposed
bioswale is 170 feet long and has approximately a 475 cubic foot capacity while
maintaining a 6-inch freeboard. Date Received:
2.0 METHODOLOGY
DEe 2 1 2009
j
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,<~
-..'j
Original Submittal
A.
The total drainage area is divided into two sub-areas, Area "A"
covers the portion of the project which drains into catch basins
with filter systems, This area comprises a total of 0.42 acres, 0.41
acres of which is impervious. Area "B" includes the surfaces
which drain into the bioswale. This area is 0,21 acres in size with
Q,13 acres being impervious. These areas are shown graphically on
sheet C- I 03 in Appendix A.
B.
Based on the size of the site (0.63 ac, and expected peak flows
<0.5 cfs), the "Small Site" criteria were used - a 2-year storm
event, a 3.3-inch total rainfall and a Type IA storm distribution,
(Small site study method was verified in a call to Matt Stouder,
Public Works Department on October 21,2009,) Using this base
jRH TRANSPORTATION ENGINEERING
Taco Bell Hydrology Report - Springfield. Oregon I October 22, 20091 Page 2
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information, hydrographs were generated using the Santa Barbara
Urban Hydrograph method (See Appendix B). A hydrograph was
generated for existing and post -development conditions for the
total drainage area, Area "A" and Area "B", these hydrographs and
spreadsheet outputs are provided in Appendix C, Appendix D and
Appendix E, respectively.
3.0 RESUL IS
Area "A" which drains to the existing storm system through three catch basins with
filtration is shown to have a peak flow of 0,35 cubic feet per second and a total runoff of
4600 cubic feet. Area "B"drains exclusively into the bioswale. The peak flow for this
area is 0.15 cubic feet per second and the total runoff is 1595 cubic feet. The exisitng
storm drain system for the restaurant is presently handling 0,55 cubic feet per second
peak flows and a total runoff of 7040 cubic feet. Based on the above results, the proposed
development will actually be contributing less runoff to the City's storm system than the
present facility and, in addition, any runoff entering the City's system will be pre-treated.
Date Received:
DEe 2 1 2009
Original Submittal
jRH TRANSPORTATION ENGINEERING
Taco Bell Hydrology Report - Springfield, Oregon I October 22, 20091 Page 3
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APPENDIX A
DRAINAGE AREA GRAPHIC
SHEET C'103
Date Received:
DEe 2 f 2009
Original Submittal
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DRAINAGE AREIIS
TACO BELL
MAP NO. 71~03-25 13
IIIX LOT 1701
SPRINGFIELD. OREGON
TOTAL DRAINAGE AAfJc 0.63 ACRES (27574 SO. FT.)
BUILDING AREA: 2556 SQ, fT.
GF'NfRAL NOTF~:
1) NEW DEVElOPMENT IMPERVIOUS AREA IS LESS THAN EXISTING
DEVELOPMENT ,MPERVlOUS AAEA (23409 SO. FT. \'S, 27574 SQ. FT,).
2) ALl. ROOF-MOUNTED EQUIPMENT Stw..L HAVE MANUFACTURER'S
INTERNAl CONTAINMENT - SEAL..ED TO PREVENT SPILl./lEAK CONTAMINATION
INTO STORM WATER SYSTEt.! AND/OR GROUNDWATER.
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AREA DRAINS TO STORM DRAIN SYSTEM.
TOTAl DRAINAGE AREA; 18726 SQ. FT.
PERVIOUS AAfJc 955 SQ. FT.
lUPERVIQUS AREA: 17771 SQ. fT.
PEAK FlOW RATE: 0.35 CFS
TOTAl RUNOff: 4600 CU. FT.
AREA DRAINS TO BIOSWAlE.
TOTAl DRAINAGE AR.fk 8848 SQ. FT.
PERVIOUS AREA: 3210 SQ. FT.
IMPERVIOUS AREA: 5SJa sa. FT.
PEAK fLOW RATE: 0.11 S CFS
TOTAl RUNOff: 1595 CU. FT.
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APPENDIX B
SANTA BARBARA URBAN HYDROGRAPH
METHODOLOGY
,
: Date Received:
,..
(
DEe 2 1 2009
Original Submittal
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August 2001
2.3,3 Hydrograph Synthesis - Santa Barbara Urban
Hydrograph
The Santa Barbara Urban Hydrograph (SBUH) method is described
below. It is given here as a guideline only, as it is only one of the many
SCS-based hydrograph methods that are available for use.
The SBUH method, like the Soil Conservation Service Unit Hydrograph
(SCSUH) method, is based on the curve number (CN) approach, and also
uses SCS equations for computing soil absorption and precipitation
excess, The SCSUH method works by converting the incremental runoff
depths (precipitation excess) for a given basin and design ,stonn into a
runoffhydrograph via application of a dimensionless unit'hydrograph.
The shape of the SCS unit hydrograph (time to peak, time base, and peak)
are determined by a single parameter - the basin time of concentration.
The SBUH method, on the other hand, converts the incremental runoff
depths into instantaneous hydrographs. that are then routed through an
imaginary reservoir with a time delay equal to the basin time of
concentration.
The SBUH method was developed by the Santa Barbara County Flood
Control and Water Conservation District, California. The SBUI-I method
directly computes a runoff hydrograph without going through an
internlediate process (unit hydrograph) as the SCSUH method does. By
comparison, the calculation steps of the SBI:JH method are much simpler
and can be programmed on a calculator or a spreadsheet program.
The SBUH method uses two st'eps to synthesize the runoffhydrograph:
. Step one - computing the instantaneous hydrograph, and
. Step two - computing the runoffhydrograph.
The instantaneous hydrograph, I(t), in cfs, at each time step, dt, is
computed as follows:
]t = 60.5 Rt AI dt
Where Rt = total runoff depth (both impervious and pervious runoffs)
at time increment dt, in inches (also known as precipitation
excess)
A = area 111 acres
. dt = time interval in minutes.
~NOTE: A maximum time interval of 10 minutes should be used for all
design stonns of 24-hour duration. A maximum time interval of 60
minutes should be used for the I DO-year, 7 -day design stonn.
Date Received:
nJ:"r , 1 2009
Volume III - Hydrologic Analysis and Flow Control BMPs 2-31
Original Submittal
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The runoff hydro graph, Q" is then obtained by routing the instantaneous
hydro graph It, through an imaginary reservoir with a time delay equal to
the time of concentration, Te, of the drainage basin. The following
equation estimates the ro~ted flow, Q,:
Qt+]
Where: w
d,
= Q, + w[l, + 11+] - 2QI]
= d/(2Tc + d,)
~ time interval in minutes
Example: To illustrate the SBUH method, Tables 2.6 and 2.7 show runoff
hydrograph values computed by this method for both existing and
developed conditions. Figure 2.3 illustrates the hydrographs for existing
and developed conditions. Note, this example was prepared using the
Excel 5.0 spreadsheet program and illustrates,how the method can be used
with a personal computer. Copies of this program and a Fortran version
are available (with minimal documentation) from King County Surface
Water Management Division.
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Figure 2,3 SBUH Hydrograph for Existing and Developed Site
Conditions
Date Received:
DEe 2 t 2009
Original Submittal
2-32
Volume III - Hydrologic Analysis and Flow Control BMPs
August 2001
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Table 2.6
I SBUH Values for Existing Site Condition
Given: Area =10 acres P = 2.9 inches (IO-yr, 24-hr. event) dl =10 minutes
PERVIOUS AREA; Area = 10 acres CN ~ 74 S ~ 3.513514 O.2S ~ 0.70
IMPERVIOUS AREA: Area = 0 acres CN = 98 S ~ 0.204082 0.2S = 0.04
I Tc = 73 minutes w=0.064I03 where S = potcntialmaxil11ulTI natura] detention (as defined carlier)
Column (I) Time Increment
Column (2) Tinic(min)
I Column (3) Type IAStorm Distribution
Column (4) Column (3) * P
Column (5) Accumulated sum OrCOlllll1l1 (4)
Column (6) If(P < 0):5)= 0, Ir(p > 0:25) = (Column (5) - O.2S)^2/(Column (5) + 0.8S), where the PERVIOUS AREA S value is used
Co[umn(7) Column (6) of tile present step c Column (6) orlhe previolls step
I Column (8) Same as Column (6) except use IMPERVIOUS AREA S value
Column (9) Column (8) oflhe present step - Column (8) orlhe prcvi0us step
Column (10) (PERVIOUS AREA/TOTAL AREA)*Co]umn (7)+(IMP~RVIOUS AREArrOTALAREA)*Co]umn (9)
Co]umn(ll) (60,5*Column (lO)*Tota] Area)/dt, \vhere dt = ] 0 or 60 minutes
I Column (] 2) Column (12) of previous time step + w * [(Column (] I) ofpre\:ious time step + Column (I]) ofpr'esent time step)-
(2 * Column (12) ofpreviolls time step)] where w = routing constant = dt/(2Tc + dt) = 0,064]
(I) (2) (3) (4) 15) (6) iJ) (8) (9) (10) (II) (12)
Time Time Rainfall Inerc, Accumul. PERVIOUS IMPERVIOUS Total Instant Design
Increment (mimltc) Distrib. Rainfall Rainfall Accum. Incre. Aecum. Inerc. Runon' Flowratc F19wratc
I (fraction) (inches) (inches) Runoff Runoff Runoff Runoff (inches) (cIs) (ers)
(inches) (inches) (inches) (inches)
I 0 0 0 0 0 0 0 0 0 0.0 0.0
2 10 0.004 0.OI2 0.OI2 0.000 0.000 0.000 0.000 0.000 0.0 0.0
I 3 20 0.004 0.012 0.023 0.000 0.000 0.000 0.000 0.000 0.0 0.0
4 30 0.004 0.012 0.035 0.000 0.000 0,000 0.000 0.000 0.0 0.0
5 40 0.004 0.0]2 0.046 0.000 0.000 0.000 0.000 0.000 0.0 0.0
6 50 0.004 0.012 0.058 0.000 0.000 O.OOI 0.001 0.000 0.0 0.0
I 7 60 0.004 0.012 0.070 0.000 0.000 0.004 0.002 0.000 0.0 0.0
8 70 0.004 0.012 0.08I 0.000 0.000 0.007 0.003 0.000 0.0 0.0
9 80 0.004 0.OJ2 0.093 0.000 0.000 0.011 0.004 0.000 0.0 0.0
10 90 OJI04 0.012 0.104 0.000 0.000 O.oJ5 0.005 0.000 0.0 0.0
I II 100 0.004 0.012 0.1 ]6 0.000 0.000 0.020 0.005 0.000 0.0 0.0
12 110 0.005 0.015 0.131 0.000 0.000 0.027 0.007 0.000 0.0 0.0
13 120 0.005 0.015 0.145 0.000 0.000 0.035 0.008 0.000 0.0 0.0
14 I30 0.005 '0.015 0.160 0.000 0,000 0.044 0.008 0.000 0.0 0.0
I 15 I40 0.005 0.OI5 0.174 0.000 0.000 0.053 0.009 0.000 . 0.0 0.0
16 150 0.005 0.015 0.189 0.000 0.000 0.062 0.009 0.000 0.0 0.0
17 I60 0.005 0.015 0.203 0.000 0.000 0.072 0.010 0.000 0.0 0.0
18 170 0.006 0.Oi7 0.220 0.000 0.000 0.084 0.012 0.000 0.0 0.0
I 19 I80 0.006 0.OI7 0.238 0.000 0.000 11.097 0.013 0.000 0.0 .0.0
20 I90 0.006 0.0l7 0.255 0.000 0.000 0.110 0.013 0.000 0.0 0.0
21 200 0.006 0.017 0.273 0.000 0.000 0.123 0.013 0.000 0:0 0.0
22 210 0.006 0.017 0.290 0.000 0.000 0.137 0.OI4 '0.000 0,0 . 0.0
I 23 220 0.006 0.OI7 0.307 0.000 0.000 0.151 0.014 0.000 0.0 .0.0
24 230 0.007 0.020 .0.328 0.000 0.000 0.168 0.017 0.000 0.0 0.0
25 240 0.007 0.020 0.348 0.000 0.000 0.185 0.017 0.000 0.0 0.0
26 250 0.007 0.020 0.368 0.000 0.000 0.202 0.017 0.000 0.0 0.0
I 27 260 0.007 0.020 0.389 0.000 0.000 0.2I9 0.017 0.000 0.0 0.0
28 270 0.007 0.02.0 OA09 0.000 0.000 0.237 0.018 0.000 0.0 0,0
29 280 0.007 0.020 .0.429 0.000 0.000 0.255 0.018 0.000 0.0 0.0
30 290 0.008 0.024 OA53 0.000 0.000 0.276 0,021 0.000 0.0 0,0
I 31 300 0.008 0.024 OA77 0.000 0.000 0.297 o.oil 0.000 0.0 0.0
32 310 0.008 0.024 0.501 0.000 0.000 0.318 O.02I 0.000 0.0 0.0
33 320 0.008 0.024 0.524 0.000 0.000 0.340 0.022 0.000 0.0 0.0
34 330 0.008 0.024 0.548 0.000 0.000 0.362 0.022 0.000 0.0 0.0
I 35 340 0.008 0.024 0.572 0.000 0.000 0.384 0.022 0.000 0.0 0.0
36 350 0.010 0.028 0.599 0.000 0.000 OA09 0.026 _0.000 0.0 0.0
37 360 0.010 0.D28 0.627 0.000 0.000 OA35 0.026 0.000 0.0 0.0
38 370 0.010 0.028 0.655 0.000 0.000 OA61 0.026 0.000 0.0 0.0
I OateRecelved:
August 2001 Volume III - Hydrologic Analysis and Flow Control BMPs 2-33
DEe 21 2009
I Original Submittal
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(\) (2) (3) (4) (5) (6) (7) (8) (9) , (10) III) (l2)
Time Time Rainfall Inerc. Acctlmul. PERVIOUS IMPERVIOUS Total Instant Design
I Increment (minute) Distnb. Rainfall RainC<l1l Accurn. Incre. Accum. Inere. Runoff Flov,.'falc Flowratc
(fi-action) (inches) (inches) Runoff Runoff Runoff Runoff (inches) (cfs) (el's)
(inches) (inches) (inches) (inches)
39 380 0.010 0.028 0.682 0.000 0.000 OA86 0.026 .0.000 0.0 0.0
I 40 390 0.010 0.028 0.710 0.000 0.000 0.512 0.026 0.000 0.0 0.0
41 400 0.010 0.028 0.737 0.000 0.000 '0.539 0.026 0.000 0.0 0.0
42 410 0.013 0.03.9 0.776 0.001 0.001 0.575 0.037 0.001 0.1 .0,0
43 420 0.013 0.039 0.815 0.003 0.002 0.613 0.037 0.002 0.1 0.0
I 44 430 0.013 0.039 0.854 0.006 0.003 0.650 0.037 0.003 0.2 0.0
45 440 0.018 0.052 0.906 0.01 I 0.005 0.700 0.050 0.005 0.3 0.1
46 450 0.018 0.052 0.958 0.017 (1.006 0.750 0.050 0.006 OA 0.1
47 460 0.034 0.099 1.057 0.032 0.015 0.846 0.096 0.015 . 0.9 0.2
I 48 470 0.054 0.157 1.213 0.065 0.032 0.999 0.153 0.032 2.0 0.3
49 480 0.027 0.078 1.292 0.085 0.020 1.075 0.077 '0.020 1.2 0.5
50 490 0.018 0.052 1.344 0.099 0.014 1.127 0.051 0.014 0.9 0.6
51 500 0.013 0.039 1.383 0.110 .0.011 1.165 0.Q38 0.01 I 0.7 0.6
I 52 510 0.013 0'039 1.422 0.122 0.012 1.203 0.038 0.012 0.7 0.6
53 520 0.013 0039 IA60 0.134 0.012 1.241 0.038 0.012 0.7 0.6
54 530 0.009 0'026 1.486 0.143 0.008 1.266 0.Q25 0.008 0.5 0.6
55 540 0.009 0.026 1.511 0.151 0.009 1.291 0.025 0.009 0.5 0.6
I 56 550 0.009 0.026 1.537 0.160 0.009 1.317 0.025 0.009 0.5 0.6
57 560 0.009 0.026 1.563 0.169 0.009 1.342 0.025 0.009 0.5 0.6
58 570 0.009 0.026 1.588 0.178 0.009 1.367 0.025 0.009 0.6 0.6
59 580 0.009 0.026 1.614 0.188 0.009 1.392 0.Q25 0.009 0.6 0.6
I 60 590 0.009 0.026 1.639 0.197 0.010 IAI7 0.025 0.010 0.6 0.6
61 600 0.009 0.026 1.665 0.207 0.010 1.442 0.Q25 .0.010 0.6 0.6
62 610 0.009 0.026 1.690 0.217 0.010 lA68 0.025 0.010 0.6 0.6
63 620 0.009 0.026 1.716 0.227 0.010 1.493 0.Q25 0.010 0.6 0.6
I 64 630 0.009 0.026 1.741 0.237 0.010 1.518 0.025 0.010 0.6 0.6
65 640 0.009 0.026 1.767 0.247 0.010 1.543 0.025 0.010 0.6 0.6
66 650 0.007 0.021 (.788 0.256 0.009 1.564 0.021 0.009 0.5 0.6
67 660 0.007 0.021 1.808 0.265 0.009 1.585 0.021 0.009 0.5 0.6
I 68 670 0.007 0.021 1.829 0.274 0.009 1.605 0.021 0.009 0.5 0.6
69 680 0.007 0.021 1.850 0.283 0.009 (626 0.021 0.009 0.5 0.6
70 690 0.007 0.021 1.871 0.292 0.009 1.647 0.021 0.009 0.5 0.6
71 700 0.007 0.021 1.892 0.301 0.009 1.667 0.021 0.009 0.6 0.6
I 72 710 0.007 0.Q21 ' 1.913 0.310 0.009 1.688 0.021 0.009 0.6 0.6
73 720 0.007 0.021 1.934 0.319 0.009 1.709 0.021 0.009 0.6 0.6
74 730 0.007 0.021 1.955 0.329 0.009 1.729 0.021 0.009 0.6 0.6
75 740 0.007 0.021 1.975 0.338 0.010 1.750 0.021 0.010 0.6 0.6
I 76 750 0.007 0.021 1.996 0.348 0.010 1.771 0.021 0.010 0.6 0.6
77 760 0.007 0.021 2.017 0.358 0.010 1.791 0.021 0.010 0.6 0.6
78 770 0.006 0.01.7 2.034 0.366 0.008 1.808 0.016 0.008 0.5 0.6
79 780 0.006 0.017 2.050 0.374 0,008 1.824 0.016 0.008 0.5 0.6
I 80 790 0.006 0.017 2.067 0.382 0.008 1.841 0.016 0.008 0.5 0.5
81 800 0.006 0.017 2.083 0.389 0.008 1.857 0.016 0.008 0.5 0.5
82 810 0.006 0,017 2.100 0.398 0.008 1.873 0.016 0.008 0.5 0.5
83 820 0.006 0.017 2.116 OA06 0.008 1.890 0.016 0.008 0.5 0.5
I 84 830 0.006 0.017 2.133 OA14 0,008 1.906 0.016 0.008 0.5 0.5
85 840 0.006 0.017 2.149 OA22 0,008 1.923 0.016 0.008 0.5 0.5
86 850 0:006 0017 2.166 OA30 0.008 1.939 0.016 0,008 0.5 0.5
87 860 0.006 0.017 2.183 OA39. 0.008 1.955 0.016 0.008 0.5 0.5
I 88 870 0.006 0.017 2.199 OA47 '0.008 1.972 0.016 0.008 0.5 0.5
89 880 0.006 0.017 2.216 OA55 0.008 1.988 0.016 0.008 0.5 0.5
90 890 0.005 0.015 2.230 OA63 0.007 2.003 0.014 0.007 OA 0.5
91 900 0.005 0.015 2.245 OA70 0.007 2.017 0.014 0.007 0.5 0.5
92 910 0.005 0:015 2.259 OA78 0.008 2.03 I 0.014 0.008 0.5 0.5
I 93 920 0:005 0.015 2.274 OA85 0.008 2.046 0.014 0.008 0.5 0.5
94 930 0.005 0.015 2.288 OA93 0,008 2.060 0.014 0.008 0.5 0.5
95 940 0:005 0.015 2.303 0.501 0.008 2.075 0.014 ~J>.t- rlJ,2,__:\Q.5.~..
_.._ 1 .._......_...__.
I 2-34 Volume III - Hydrologic Analysis and Flow Control BMPs Bl!'€uit102~09
I Original Submittal
I
I
Table 2.7
I SBUH Values for Developed Site Condition
Given: Area = 10 acres P = 2,9 inches (IO-yr., 24-hr. event) dt = 10 minutes
PERVIOUS AREA: Area = 6.] acres CN ~ 89 S ~ 1.235955 0.2S ~ 0.25
I IMPERVIOUS AREA: Area = 3.9 acres CN ~ 98 S ~ 0.204082 0.2S ~ 0.04
Te = 28 minutes w~0.]51515 where S = potential maximum natural detention (as defined earlier)
Column (\) Time IncrcmcnlCo]umn (2) Time (min)
Column (3) Type IA Stann Distribution
I Column (4) Column (3)"" P
Column (5) Accumulated sum of Column (4)
Column (6) If(P < 0.25) = 0, If(P > 0.25) = (Column (5) - O.2S)^2/(Column (5) + 0.8S), where the PERVIOUS AREA S value is used
Column (7) Column l6) oflhe present step - Column (6) orthe previous step
Column (8) Same as Column (6) except llse IMPERVIOUS AREA S value
I Column (9) Column (8) of the present SICp - c.;:o[\lrlln (8) orthe previous step
Column (10) (PERVIOUS AREA/TOTAL AREA)*Co]llmn (7)+(]MPERVIOUS AREArrOTAL AREA)*Column (9)
Column (] I) (60.5*Co]unm (lO)*Tolal Area)ldt. where dt::= 10 or 60 minutes
Column (]~) Column (12) of previous time step + w .. [lCo]umn (11) ofprcviownimc slep -:- Column (I]) ofprcscllt lime stcp) -
I (2 * CO]l1mn(l~)ofpreviou;; lime step)] wh~re w = 'routing constant::= dl/(2Tc + dl) = 0.064]
(I) (2) (3) 14) (5) (6) (7) (81 (9) (10) (II) (12)
PERVIOUS IMPERV]OUS
Rainfall Tncre. Accumul. Accum. Incrc. Accllm. lncre. Total Instant Design
I Time Time Distrib. Rainfall Rainfall Runofr Runoff RunofT Runoff Runoff F!owratc Flowrate
Increment (minute) (fraction) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (CIS) (ofs)
] 0 0 0 0 0 0 0 0 0 0.0 0.0
2 10 0.004 0.012 0.012 0.000 0.000 0.000 0.000 0.000 0.0 0.0
I 3 20 0.004 0.012 0.023 0.000 0.000 0.000 0.000 0.000 0.0 0,0
4 30 0.004 0.0]2 0.035 0.000 0.000 0.000 0.000 0,000 0.0 0.0
5 40 0.004 0.0]2 ' 0.046 0.000 0.000 0.000 0.000 .0.000 0.0 0.0
6 50 0.004 0.0]2 0.058 0.000 0.000 0.001 0.001 0.000 0.0 0.0
I 7 60 0.004 0.012 0.070 0.000 0.000 0.004 0.002 0.001 0.1 0.0
8 70 0.004 0.012 0.08] 0.000 0.000 0.007 0.003 0.001 0.] 0.0
9 80 0.004 0.012 0.093 0.000 0.000 0.01 ] 0.004 '0.002 0.] 0.0
]0 90 0.004 0.0]2 0.104 0.000 0.000 0.015 0.005 0.002 0.] 0.]
I ]] 100 0.004 0.0]2 0.116 0.000 0.000 0.020 0.005 0.002 0.1 0.]
12 1]0 0.005 0.0]5 0.131 0.000 0.000 0.027 0.007 0.003 0.2 0.1
13 ]20 0.005 0.015 0.]45 0.000 0.000 0.035 0.008 0.003 0.2 0.]
14 130 0.005 0.015 0.160 0.000 0.000 0.044 0.008 0.003 0.2 o. ]
I 15 ]40 0.005 0.015 0.174 .0.000 0.000 0.053 0.009 0.003 0.2 0.2
16 150 0.005 0.015 0.189 0.000 0.000 0.062 0.009 0.004 0.2 0.2
17 160 0:005 0.0]5 0.203 0.000 .0.000 0.072 0.010 0.004 0.2 0.2
18 ] 70 0.006 0.017 0.220 0.000 0.000 0.084 0.012 0.005 0.3 0.2
I 19 180 0.006 0.017 0.238 0.000 0.000 0.097 0.013 0.005 0.3 0.2
20 ]90 0.006 0.017 0.255 0.000 0.000 0.110 0.0]3 0.005 0.3 0.3
21 200 0.006 0.0]7 0.273 0.001 0.000 0.123 0,013 0.006 0.3 0.3
22 210 0.006 0.017 0.290 0.001 0.00] 0.]37 0.0]4 0.006 OA 0.3
23 220 0.006 0.017 0.307 0.003 0.001 0.15] 0.0]4 0.006 OA 0.3
I 24 230 0.007 0.020 0.328 0.005 0.002 0.168 0.0]7 0.008 0.5 OA
25 240 0.007 0.020 0.348 0.008 0.003 0.185 0.017 0.008 0.5 OA
26 250 0.007 0.020 0.368 .0.011 0.003 0.202 0.017 0.009 0.5 OA
27 260 0.007 0.020 0.389 0.015 0.004 0.2]9 0.017 0.009 0.5 0.5
I 28 270 0.007 0.020 OA09 0.0]9 0.004 0.237 0.0]8 0.009 0.6 0.5
29 280 0.007 0.020 OA29 0.023 0.005 0.255 0.018 0.010 0.6 0.5
30 290 0.008 0.024 OA53 0.029 0.006. 0.276 0.021 0,0]2 0.7 0.6
31 300 0.008 0.024 OA77 0.036 0.007 0.297 0.021 0.0]2 0.7 0.6
I 32. 310 0.008 0.024 0.501 0.043 0.007 0.318 0.02] 1\.013 0.8 0.7
33 320 0.008 0.024 0524 0.05] 0.008 0.340 0.022 0.013 0.8 0.7
34 330 0.008 0.024 0.548 0.059 0.008 0.362 0.022 0.0]3 0.8 0.7
35 340 0.008 0.024 0.572 0.068 0.009 0.384 0.022 0.0]4 0.8 0.8
I 36 350 0.010 0.028 0.599 0.D78 0.0] ] OA09 0.026 0.016 1.0 0.8
37 360 0.010 0.Q28 ' 0.627 0.089 0.0] I OA35 0.026 0.017 1.0 0.9
38 370 0.010 0.Q28 0.655 O. ]0] 0.012 OA6] 0.026 0.017 1.0 09
I Date Received:
2-36 Volume III - Hydrologic Analysis and Flow Control BMPs A'bES/2001
C 2 1 2009
I Original Submittal
I
I .---
(I) (2) (3) . (4) (5) (6) (7) (8) (9) (10) (II) 112)
I PERVIOUS IMPERVIOUS
Rainfall Incre. AccullmL Accum. Incrc. Acctlm. Tncre. Tolal Instant Desih'Tl
Time Time Distrib~ Rainfall Rainfall RunolT Runoff Runofr Runoff Runoff Flowrate Flowrate
Increment (minute) (fraction) (inches) (inches) (inches) (inches) (inches) (inches) (inches) (cfs) (cfs)
I 96 950 0.005 0.015 2.317 1.296 0.012 2.089 0.014 0.013 0.8 0.8
97 960 0.005 0.015 2.332 1.309 0.012 2.103 0.014 0.013 0.8 0.8
98 970 0.005 0.015 2.346 1.321 0.012 2.118 0.014 0.013 0.8 0.8
99 980 0.005 0.015 2.361 1.334 0.013 2.132 0.014 0.013 0.8 0.8
I 100 990 0.005 0.015 2.375 L346 0.013 2.147 0.014 0.013 0.8 0.8
101 1000 0.005 0.015 2.390 1.359 0.013 2.161 0.014 0.013 0.8 0.8
102 1010 0.004 0.012 2.401 L369 0.010 2.173 0.012 0.01 I 0.6 08
103 1020 0.004 0.012 2.413 1.379 0.010 2.184 0.012 0.01 I 0.6 0.7
I 104 1030 0.004 0.012 2.424 L389 0.010 2.196 0.012 0.01 I 0.6 0.7
105 1040 0.004 0.012 2.436 1.399 0.010 2.207 0.012 0.01 I 0.6 0.7
106 1050 0.004 0.012 2.448 1.409 0.010 2.219 0.012 0.011 0.6 0.7
107 1060 0.004 0.012 2.459 1.419 0.010 2.230 0.012 0.01 I 0.6 0.7
I 108 1070 0,004 0.012 2.471 ' 1.429 0.010 2.242 0.012 0.01 I 0.6 0.7
109 1080 0.004 0:012 2.482 1.439 0.010 2.253 0.012 0.01 I 0.6 0.7
110 1090 0.004 0.012 2.494 1.449 0.010 2.265 0.012 0.01 I 0.6 0.7
III 1100 0.004 0.012 2.506 1.460 0.010 2.276 0.012 0.011 0.6 0.7
I 112 1110 0.004 0.012 2.517 1.470 0.010 2.288 0.012 0.011 0.6 0.6
113 1120 0.004 0.012 2.529 1.480 ' 0.010 2.299 0.012 0.01 I 0.6 0.6
114 1130 0.004 0.012 2.540 1.490 0.010 2.311 0.012 0.01 I 0.6 06
115 1140 0.004 0.012 2.552 1.500 0.010 2.322 0.012 0.011 0.6 0.6
116 1150 0.004 0.012 2.564 1.510 0.010 2.334 0.012 0.01 I 0.6 0.6
I 117 1160 0.004 0.012 2.575 1.521 0.010 2.346 0.012 0.01 I 0.6 0.6
118 1170 0.004 0.012. 2.587 1.531 0.010 2.357 0.0[2 0.01 I 0.6 0.6
119 1180 0.004 '0.012 2.598 1.541 0.010 2.369 0.012 0.01 I 0.6 0.6
120 1190 0.004 0.012 2.610 1.551 0.010 2.380 0.012 0.01 I 0.6 0.6
I 121 1200 0.004 0.012 2.621 1.562 0.010 2.392 0.012 0.01 I 0.6 0.6
122 1210 0.004 0.012 2.633 1.572 0.010 2.403 0.012 0.01 I 0.7 0.6
123 1220 0.(104 0.012 2.645 1.582 0.010 2.415 0.012 0.011 0.7 0.6
124 1230 0.004 0.012 2.656 1.592 0.010 2.426 0.012 0.01 I 0.7 0.7
I 125 1240 0.004 0.012 2.668 1.603 0.010 2.438 0.012 0.01 I 0.7 0.7
126 1250 0.004 0.012 2.680 1.613 0.010 2.449 0.012 0.011 0.7 0.7
127 1260 0.004 0.012 2.691 1.623 0.010 2.461 0.012 0.011 0.7 0.7
128 1270 0.004 0.012 2.703 1.633 0.010 2.472 0.012 0.01 I 0.7 0.7
I 129 1280 QOO4 0.012 2.714 1.644 0.010 2.484 0.012 0.01 I 0.7 0.7
130 1290 0004 0.012 2.726 1.654 0.010 2.496 0.012 0.01 I 0.7 0.7
131 1300 0.004 0.012 2.738 1.664 0.010 2.507 0.012 0.01 I 0.7 0.7
132 1310 0.004 0.012 2.749 1.675 0.010 2.519 0.012 0.01 I 0.7 0.7
I 133 1320 0.004 0.012 2.761 1.685 0.010 2.530 0.012 0.01 I 0.7 0.7
134 1330 0.004 0.0]2 2.772 1.695 0.010 2.542 0.012 0.011 0.7 0.7
135 1340 0.004 0.012 2.784 1.706 0.010 2.553 0.012 0.011 0.7 0.7
136 1350 0.004 0.012 2.796 1.716 0.010 2.565 0.012 0.01 I 0.7 0.7
I 137 1360 0.004 0.012 2.807 1.726 0.010 2.576 0.012 0.011 0.7 0.7
138 1370 0.004 0.012 2.819 1.737 0.010 2.588 0.012 0.011 0.7 0.7
139 1380 0.004 0.012 2.830 1.747 0.010 2.599 0.012 0.01 I 0.7 0.7
140 1390 0.004 0.012 2.842 1.758 0.010 2.611 0.012 0.011 0.7 0.7
I 14] 1400 0.004 0.012 2.854 1.768 0.010 2.623 0.012 0.011 0.7 0.7
142 1410 0.004 0.012 2.865 1.778 0.010 2.634 0.012 0.01 I 0.7 0.7
143 1420 0.(104 0.012 2.877 1.789 0.010 2.646 0.012 0.011 0.7 0.7
144 1430 0.004 0.012 2.888 1.799 0.010 2.657 0.012 0.01 I 0.7 0.7
I 145 1440 0.004 0.012 2.900 1.810 0.010 2.669 0.012 0.011 0.7 0.7
Date Received:
I DEe 2 I 2009
I Original Submittal
2-38 Volume III - Hydrologic Analysis and Flow Control BMPs August 2001
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Appendix .C
SANTA BARBARA URBAN HYDRO GRAPH METHOD
I
INTRODUCTION
I
The Santa Barbara Urban Hydr~graph (SBUH) method was developed by the Santa Barbara
County Flood Control and Water Conservation District to determine a runoff hydrograph for an
urbanized area. It is a simpler method than some other approi:1ches, as it computes a hydrograph
directly without going through intermediate steps (i.e., a unit hydrograph) to determine the
runoff hydrograph.
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The SBUH method is a popular method for calculating runoff, since it can be done with a
spreadsheet or by hand relatively easily. The SBUH method is the method approved by the
Bureau of Environmental Services (BES) for determining runoff when doing flow control
calculations.
I
ELEMENTS OF THE SBUH METHOD
The SBUH method depends on several variables:
I
Pervious (Ap) and impervious (A imp) land areas
Time of concentration (Te) calculations
Runoff curve numbers (CN) applicable to the site
Design storm
I
I
These elements shall all be presented as part of the submittal process for review by BES staff. In
addition, maps showing the prc-development and post-development conditions shall be
presented to BES to help in the review.
I
Land Area
I
The total area, including the pervious and impervious areas within a drainage basin; shall be
quantified in order to evaluate critical contributing areas;:~nd the resulting site runoff. Each area
within a basin shall be analyzed separately and their hydrographs combined to determine.the
total basin hydrograph. Areas shall be selected to represent homogenous land use/ development
units.
I
Time of Concentration
I
Time of concentration, Te, is the time for a theoretical drop of water to travel from the furthest
point in the drainage basin to the facility being designed. (In this case, Te is derived by
calculating the overland flow time of concentration and the channelized flow time "of
concentration.) T, depends on several factors, including,ground slope, ground.roughness, and
distance of flow. The following formula for determining T, is found in BES's Sewer Desigll .
MarIlwl. . ., . . Date Received:
I
I
DEe 2 1 2009
I
Storm water Management Manual
. Adopted July 1, 1999; revised September 1, 2004
~ig;.~~1 c::" .hmittal
Page C-1
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Fonnulas
I
Tc = Ttl + Te2 +Tej + ... +. Ten
I
Tt = L/60Y (Conversion of velocity to travel time)
Tt = 0.42 (nL )0.8 (Manning's kinematic solution for sheet flow less than 300 feet)
1.58(5)04
I
(Shallow concentrated flow for slopes less ,than 0.'005 ftlft. For steeper slopes, consult BES's Sewer Design
Manual):
I
v ~ 16.1345(s)05 (Unpaved surfaces)
v ~ 20.3282(5)0' (Paved surfaces)
I
I
Where,
Tt = travel time, minutes
Tc = total time of concentration, minutes (minimum. Te = 5 minutes)
. L ~ flow length, fcet
V = average velocity of f1ow~ feet per second
n = Manning's roughness coefficient"for various surfaces (see Chart 10 orthe 1991 Sewer D,esign
Manual)
s ~ slope Df the hydraulic grade line (land or walercourse sIDpe), feet per foot
I
When calculating Te; the following limitations apply:
I
Overland sheet flow (flow. across flat areas that does not form into channels or rivulet's) shall not
extend for more than 300 feet,
I
For flow Pflths through closed conveyance facilities such as pipes and culverts, standard hydraulic
formulas shall be tlsedfor establishing velocity and travel time. (See the Sewer Design Manual for
more data on pipe flow rates and velocities.) .
I
Flow paths through lakes or wetlands may be assumed to be zero (i.e. To.: = 0).
I
Runoff Curve Numbers
I
Runoff curve numbers were developed by the Natural Resources Conservation Service (NRCS)
after studying the runDff characteristics Df variDus types Df land. Curve numbers (CN) were
developed to' reduce diverse characteristics such as soil typei land usage, aT!d vegetation into a
single variable for doing runoff calculations. The runoff curve numbers approved by BES for
waler quantity! quality calculalions are included as Table C-20f this appendix.
I
The curve numbers presented in Table C..:2 'arc for "lvet antecedent moisture conditions. Wet
conditions assume previous rainstorms have reduced the capacity of soil to absorb water. Given
the frequency of rainstorms in the Portland area, wet condition's arc most likely, and give
conservative hydrographic values.
Date Received:
I
I
DEe 2 1 2009
I
Storm water Management Manual
Adopted July 1, 1999; revised September 1, 2004
Oriaihal Submitt;>1
Page C-2
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Design Storm
The SBUH method also requires a design storm to perform the runoff calculations. For flow
control calculations, BES uses a NRCS Type] A 24-hour storm distribution. This storm is shown
in Figure C-] and Table C-4. The depth of rainfall for the 2 through lOO-year storm events is
shown below in Table C-].
Table C-l
24-HOUR RAINFALL DEPTHS AT PORTLAND AIRPORT
Recurrence Interval. Years
24-Hour Depths, Inches
2
2.4
5
2.9
10
3.4
25
3.9
100
4.4
Date Received:
DEe 2 1 2009
Original Submittal
Stormwater Management Manual
Adopted July 1, 1999; revised September 1, 2004
Page C-3
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Table C-2
RUNOff CURVE NUMBERS
Runoff' curve numbers for urban arcas*
I
Cover description
Cover type and hydrologic condition
I
Open space (lawns, parks, golf courses, cemeteries, elc.):
Poor condition (grass cover <50%)
Fair condition (grass cover 50% to 75%)
Good condition (grass cover> 75%)
Impervious areas:
Paved parking lots, roofs. drivcv.'ays, etc. (excluding right-
of-way)
S(recls and roads:
Paved; curbs and stomlscwcrs (excluding right-or-way)
Paved: open ditches (induding right-or-way)
Gravel (including right-of-way)
Dirt (inCluding right-of-way)
Urban districts:
Commercial and business
Industrial
Residential districts by average lot size:
]/8 acre or less (town houses)
J/4 acre
]/3 acre
1/2 acre
1 acre
2 acres
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Runoff curve numbers for other 3l!ricultunlllands*
I
Cover description
COVl'r type
I
Pasture, grassland. or range-continuous forage for grazing
<50% ground cover or heavily grazed with no mulch
50,to 75% ground cover and not heavily grazed
> 75% ground cover and lightly or only occasionally grazed
I
Mcadow-continuous grass, protected from grazing and generally
mowed for hay
I
Brush--weed~grass mixture with bmsh as the major element
<50% ground cover
50 to 75% ground cover
>75% ground cover
I
Woods-grass combination (orchard or tree fann)
I
I
I
Storm water Management Manual
Adopted July 1, 1999; revised September 1,2004
I
A verage percent
impervious area
85
72
65
38
30
25
20
12
Hydrologic
condition
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
Curve numbers for h\'droloe:ic soil e:roup
A B C D
68 79 86 89
49 69 79 84
.J9 61 74 80
98 98 98 98
98 98 98 98
83 89 92 93
76 85 89 91
72 82 87 89.
89 92 94 95
81 88 91 93
77 85 90 92
61 75 83 87
57 72 81 86
54 70 80 85
51 68 79 84
46 65 77 82
Curve numbers for h\'drolocic soil ~:rOUD
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
30 58 71 78
48 67 77 83
35 56 70 77
30 48 65 73
57 73 82 86
43 65 76 82
32 58 72 79
Date Received:
DEe 2 1 2009
Originq;1a~l"@itta' .
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Runoff cun'c numhers for other 3JJricllltllrallands*
Cover 'description
Cune numbers for hvdrologic soil grouD
. Hydrologic
conditiori A B C D
POOT 45 66 77 83
Fair 36 60 73 79
Good 30 55 70 77
,
I
'Cover type
Woods
I
Forest litter, smalllrecs. and brush are destroyed by heavy
grazing or regular burning.
Woods are grazed but not burned, and some forest EUer.
covers the soil.
Woods are protected ,from grazing, and litter and brush
adequately cover the soil.
I
Runoff curve numbers for Simplified Approachcs**
Cover description
Curve numbers for hvdroloeic soill!rOUD
Hydrologic
condition A B C D
Good n/a 6] nla n/a
Good n/a 48 11/a n/a
Good n/a 48 n/a n/a
Good o/a 48 11/a o/a
76 85 89 n/a
36 60 73 79
36 60 73 79
I
Simplified Approaches.
I
Eca-roof
Roof Garden
I
Contained Planter Box
Infiltratio~ & Flow-Through Planter Box
I
Pervious Pavement
I
Trees
New and/or Existing Evergreen
Nc\.... and/or Existing Deciduous
I
n/a - Docs not apply, as design criteria for the relevant mitigation measures do not include the use of this soil type.
*Soil Conservation Service, Urhan J-~vdro'og)'jo}' Sma/! Wa(ershed\', Technical Release 55, pp. 2.5-2.8,.Julle 1986.
**CNs of various cover types were assigned to the Proposed Sitnplified Approaches with similar cover types as
follows:
Eeo-roof - assumed grass in good condition with soil type 8.
Roof Garden - assumed bruslHvecd-grass mixture 'with >75% ground cover and soil type B.
Contained Planter Box - IlssLlmed brush-weed-grass mixture with >75% ground cover and soil type B.
Infiltration & Flow-Through Planter Box - assumed brusb-weed-grass mixture \yith >75% ground cover and
soil LypeS. . ,
Perviolls Pavcment- assumed gravel.
Trees - assumed woods with [air hydrologic conditions.
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Note: To determine hydrologic soil type, consult'local USDA Soil Conservation Service Soil Survey.
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Date Received:
I
DEe 2 f 2009
I
Stormwater Management Manual
Adopted July 1, 199~; revised September 1, 2004
Original SL!~mittal
Page C-5
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TABLE C-3
NRCS HYDROLOGIC SOIL GROUP DESCRIPTIONS
NRCS Hydrologic
Soil Croun
Descrintion
Group A
Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist chiefly of deep, well drained to
excessively drained sands or gravels. 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 that have a layer that impedes the
downward movement of water or soils that have 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 e1ay soils that have
a high shrink-swell potential, soils that have a pennanent high
water table, soils that have a fragipan or e1ay layer at or near the
surface, and soils that arc shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
Date Received:
DEe 2 1. 2009
Original Submittal
Storm water Management Manual
Adopted July 1, 1999; revised September 1, 2004
Page C-6
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I Figure C-I - N RCS 24-Hour Type IA Hyetograph
.6.00 120
5.00. - -- -- ---- - -- -.-- - -- - ,- -- .100
I .4.00:1- - - - - ~:-- ~ - ~ 80
.j ,-
I. m
I " -- ~5
3.00 .,~ - -~ - - ./ -- ..._- -- -- -- -
j : ~ ~
, ,
2.00 I ~~ - - - - - - - -- - -- - - - - - ,40
.. ,
I ._-~......~- ~ f)
1.00 20
0.00 ~ Time From Start of Storm, Min Jtes 0
I 0 200 400 600 800 1.000 1.200 1.400 1.600
Table C-3 -l'OltCS T,-pe 1,\ H):ctographic Dhlruhulion - For Use In WalcrQualil}/Quantit). Ucsign
I Time From Cumu' Time From Cumu. ~Time From Cumu- Time From Cumuc
Start of lati'Ve Start of lative Starlof latJve start of lalive
Storm, % % Storm, % % Storm, % % Storm, % %
Minutes Rainfall Rainfall Minutes Rainfall RainfaU Minutes Rainfall Rainfall Minutes Rainfall RainfaU
I 0- 10 0.40 OAO 360" 370 0.95 22.57- 720 - 730', 0.72 67.40 1080.'::; 1090 0.40 86.00
10, 20 0.40 0.80 370 - 380 0.95 23,52 730- 740 0.72 68.12 1090 - 1100 CE46 86.40
20, 30 0040 UO 380 - 390 0.95 24.47 740. 750 0.72 68.84 1100 - 1110 0.40 86.80
30. 40 0.40 1.80 390 - 400 0.95 25.42 750- 760 0.72 69.56 1110- 1120 0.40 87.20
I 40 - 50 0.40 2.00 400 - 410 1.3,~ 26.76 '750 - 770 0.57 70;13 1120- 1130 O:40~ 87.60
50- 60 0.40 2.40 410 - '" 1.34 28.10 770 - 780 0.57 70.70 1130- 1140 0.40 88.00
60- 70 0.40 2;80 420 - 430 1.34 29.44 780 - 790 0.57 71.27 1140. 1150 0.40 88.40
70. 80 0.40 3.20 430 - 440 1.80 31.24 790e 800 0,57 71.84 1150 - 1160 0.40 88.80
80, 90 0.40 3.60 440- 450 1.80 33.04 800- 810 0.57 72.41 1160- 1170 0.40 89.20
I 90, 100 0.40 4.00 450 . 460 3.40 36.44 810- 820 0.57 72:98 1170. 1180 0.40 89.60
100 ' 110 0.50 4.50 460 - 470 5.40 41.84 820- 830 0.57 73.55 1180 - 1190 0.40 90.00
110 - 120 0.50 5.00 470- 480 2.70 44.54 830 - 840 0.57 74.12 1190. 1200 0.40 90.40
120- 130 0.50 5.50 480- 490 1.80 46.34 840 - aso 0.57 74;69 1200- 1210 0.40 90.80
I 130- 140 0.50 6.00 490 - 500 1.34 47,68 850- 860 0.57 75.26 1210-, 1220 0.40 91,20
140 - 150 0.50 6.50 500 . 510 1.34 49,02 860 - 870 0.57 75.83 1220- 1230 0.40 91.60
150- 160 0.50 7.-00 510 - 520 1.34 50.36 870- 880 0.57 76.40 1230- 1240 0.40 92.00
160,- 170 0.60 ?t!'O 520- :530 0,88 51.24 880e 890 0,50 76.90 1240- 1250 DAD 92.40
I 170- 180 0.60 8;20 530- 540 0.88 52.12 890- goo 0.50 77.40 1250 1260 0.40 92.80
180 - 190 0.50 8.80 540 - 550 0.88 53.00 900 - 910 0.50 77.90 1260 - 1270 0.40 93.20
190 - 200 0.50 9.40 ?50 - 560 0.88 53,88 910. 920 0.50 78.40 1270 1280 0.40 93.60
200 - 210 0.60 ,10.00 560 - 570 0.88 54.76 '"920- 930 0,50 78:90 0,10 94.00
I 210- 220 0.60 10.60 570' ~ 580 0.88 55.64 930- 940 0,50 79.40 1290 - 1300 OAO 94040
220- 230 0.70 11.30 580 - 590 0.88 56.52 940. 950 050 79.90 1300 - 1310 0.40 94.80
230 . 240 0.70 12.00 590 - 600 0.88 57.40 950. 960 0.50 80.40 1310- 1320 0.40 95.20
240 - 250 0.70 12.70 600e ; 610 0,88 58.28 960- 970 0.50 BOt90 1320~, 1330 0.40 95.60
250- 260 0.70 13.40 610- 620 0,88 59.16 970- 980 0,50 81.40 1330 - 1340 DAD 96.00
I 260 - 270 0.70 14.10 620 - 630 0.88 60.04 980. 990 0.50 81.90 1340 - 1350 0.40 96.40
270 - 280 0.70 14.80 630,- 640 0.88 60.92 990 - 1000 0.50 82.40 1350- 1360 0.40 96.80
280- 290 0.82 15.62 640"~' 650 0.7_2 61.64 -1000- 1010 0.40 82.80 1360' 1370 0040 97.20
290- 300 0.82 16.44 650 860 0.72 62,36 1010- 1020 0040 83;20 1370 c 1380 0.40 97.60
I 300 - 310 0.82 17.26 860 - 670 0.72 63.08 1020- 1030 0.40 83.60 1380. 1390 0.40 98.00
310 - 320 0.82 18.08 670 - 680 0,72 63.80 1030. 1040 0.40 84.00 1390 - 1400 0.40 98.40
320- 330 0.82 18.90 680. .S90 0.72 64,52 1040. 1050 0040 84.40 1400c 1410 0.40 98.80
330- 340 0.82 19:72 690- 700 o5'if 65,24 1050. 1060 0040 84.80 1410:" 1420 0.40 99.20
I 340. 350 0.95 20.67 700 . 710 0.72 65.96 1060. 1070 0.40 85,20 1420 - 1430 0.40 99.60
350 - 360 0.95 21.62 710 - 720 0.72 66.68 .1070 - 1080 0040 85.60 1430- 1440 0040 100.00
Date Received:
I Storm water Management Manual Page C-? DEe
Adopted July 1, 1999; revised September 1, 2004 2 1 2009
I Original Submittal
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APPENDIX C
HYDROGRAPH & OUTPUT-
TOTAL DRAINAGE AREA
Date Received:
DEe 2 1 2009
Original Submittal
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TACO BEll EXISTING TOTAL AREA (AREA "A" & AREA "B") 2-YR. STORM
AREA: 0.63 p= 3.3 dt= 10
PERVIOUS AREA: 0 CN= 30 S= 23.333 0.2S= 4.667
IMPERVIOU.S AREA: 0.63 CN= 98 S= 0.204 O.2S= 0.041
Tc= 5 w= 0.500
PERVIOUS IMPERVIOUS
TIME TIME RAINFALL INCREM. ACCUM. ACCUM. INCREM. ACCUM. INCREM. TOTAL INST. DESIGN
INCREMENT (MINUTES) DIST. RAINFALL RAINFALL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF FLOWRATE FLOWRA TE
1 0 0 0.000 0.000 0.000 0.000. 0.000 0.000 0.000 0.0 0.0
2 10 0.004 0.013 0.013 0.000 0.000 0:000 0.000 0.000 0.0 0.0
3 20 0.004 0.013 0.026 0.000 0.000 0.000 0.000 0.000 0.0 0.0
4 30 0.004 0.013 0.040 0.000 0.000 0.000 0.000 0.000 0.0 0.0
5 40 0.004 0.013 0.053 0.000 0.000 0.001 0.001 0.001 0.0 0.0
6 50 0.004 0.013 0.066 0.000 0.000 0.003 0.002 0.002 0.0 0.0
7 60 0.004 0.013 0.079 0.000 0.000 0.006 0.003 0.003 0.0 0.0
8 70 0.004 0.013 0.092 0.000 0.000 0.010 0.004 0.004 0.0 0.0
9 80 0.004 0.013 0.106 0.000 0.000 0.016 0.005 0.005 0.0 0.0
10 90 0.004 0.013 0.119 0.000 0.000 0.022 0.006 0.006 0.0 0.0
11 100 0.004 0.013 0.132 0.000 0.000 0.028 0.007 0.007 0.0 0.0
12 110 0.005 0.017 0.149 0.000 0.000 0.037 0.009 0.009 0.0 0.0
13 120 0.005 0.017 0'165 0.000 0.000 - 0.047 .0.010 0.010 0.0 0.0
14 130 0.005 0.017 0.182 0.000 0.000 0.057 0.010 0.010 0.0 0.0
15 140 0.005 0.017 0.198 0.000 0.000 0.068 0.011 0.011 0.0 0.0
16 150 0.005 0.017 0.215 0.000 0.000 0.080 0.011 0.011 0.0 0.0
.17 160 0.005 0.017 0.231 0.000 0.000 0.092 0.012 0.012 0.0 0.0
18 170 0.006 0.020 0.251 0.000 0.000 0.106 0.015 0.015 0.1 0.1
19 180 0.006 0.020 0.271 0.000 0.000 0.122 0.D15 0.D15 0.1 0.1
20 190 0.006 0:020 0.290 0.000 0.000 0.137 0.016 0.D16 0.1 0.1
0 21 200 0.006 0.020 0.310 0.000 0.000 0.153 0.016 0,016 0.1 0.1
....
10' 22 210 0.006 0.020 0.330 0.000 0000 0.170 0.016 0.016 0.1 0.1
5' li3 220 0.006 0.020 0.350 0.000 0.000 0.186 0.017 0.D17 0.1 0.1
!!!..
en CJ rU 230 0.007 0.023 0.373 0.000 0.000 0.206 0.020 0.020 0.1 0.1
<= m ~5 240 0.007 0.023 0.396 0,000 0.000 0.226 0.020 0.020 0.1 0.1
c:r n
3 ~ ::2il 250 0.007 0.023 0.419 0.000 0.000 0.246 0.020 0.020 0.1 0.1
:= CD
~ ()
~ CD
= <"
=
(Q CD
C.
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-
27 260 0.007 0.023 0.442 0.000 0.000 0.266 0.020 0.020 0.1 0.1
28 270 0.007 0.023 0.465 0.000 0.000 0.287 0.021 0.021 0.1 0.1
29 280 0.007 0.023 0.488 0.000 0.000 0.307 0.021 0.021 0.1 0.1
30 290 0.008 0.026 0.515 0.000 0.000 0.331 0.024 0.024 0.1 0.1
31 300 0.008 0.026 0.541 0.000 0.000 0.355 0.024 0.024 0.1 0.1
32. 310 0.008 0.026 0.568 0.000 0.000 0.380 0.024 0.024 0.1 0.1
33 320 0.008 0.026 0.594 0.000 0.000 0.404 0.024 0.024 0.1 0.1
34 330 0.008 0.026 0.620 0.000 0.000 0.429 0.025 0.025 0.1 0.1
35 340 0.008 0.026 0.647 0.000 0.000 0.453 0.025 0.025 0.1 0.1
36 350 0.01 0.033 0.680 0.000 0.000 0.484 0.031 0.031 0.1 0.1
37 360 0.01 0.033 0.713 0.000 0.000 0.515 0.031 0.031 0.1 0.1
38 370 0.Q1 0.033 0.746 0.000 0.000 0.547 0.031 0.031 0.1 0.1
39 380 0.Q1 0.033 0.779 0.000 0.000 0.578 0.031 0.031 0.1 0.1
40 390 0.Q1 0.033 0.812 0.000 0.000 0.610 0.032 0.032 0.1 0.1
41 400 0.Q1 0.033 0.845 0.000 0.000 0.641 0.032 0.032 0.1 0.1
42 410 0.013 0.043 0.888 0.000 0.000 0.682 0.041 0.041 0.2 0.1
43 420 0.013 0.043 0.931 0.000 0.000 0.724 0.041 0.041 0.2 0.2
44 430 0.013 0.043 0.974 0.000 0.000 0.765 0.041 0.041 0.2 0.2
45 440 0.018 0.059 1.033 0.000 0.000 0.823 0.058 0.058 0.2 0.2
46 450 0.018 0.059 1.092 0.000 0.000 0.881 0.058 0.058 0.2 0.2
47 460 0.034 0.112 1.205 0.000 , 0.000 0.990 0.109 0.109 0.4 0.3
48 470 0.054 0.178 1.383 0.000 0.000 1.165 0.175 0.175 0.7 0.5
49 480 0.027 0.089 1.472 0.000 0.000 1.252 0.088 0.088 0.3 0.5
50 490 0.018 0.059 H31 0.000 0.000 1.311 0.059 0.059 0.2 0.3
51 500 0.013 0.043 1.574 0.000 0.000 1.353 0.042 0.042 0.2 0.2
52 510 0.013 0.043 1.617 0.000 0.000 1.395 0.042 0.042 0.2 0.2
53 520 0.013 0.043 1.660 0.000 0.000 1.438 0.042 0.042 0.2 0.2
54 530 0.009 0.030 1.690 0.000 0.000 1.467 0.029 0.029 0.1 0.1
55 540 0.009 0.030 1.719 0.000 0.000 1.497 0.029 0.029 0.1 0.1
56 550 0.009 0.030 1.749 0.000 0.000 1.526 0.029 0.029 0.1 0.1
0 57 560 0.009 0.030 1.779 0.000 0.000 1.555 0.029 0.029 0.1 0.1
::!.
ce 58 570 0.009 0.030 1.808 0.000 0.000 1.585 0.029 0.029 0.1 0.1
5" 0 59 580 0.009 0.030 1.838 0.000 0.000 1.614 0.029 0.029 0.1 0.1
~ Q) 60 590 0.009 0.030 1.868 0.000 0.000 1.643 0.029 0.029 0.1 0.1
en C -
c m CD 61 600 0.009 0.030 1.898 0.000 0.000 1.673 0.029 0.029 0.1 0.1
tT n ;;0
3 ...... 62 610 0.009 0.030 1.927 0.000 0.000 1.702 0.029 0.029 0.1 0.1
;::;: CD 63 620 0.009 0.030 1.957 0.000 0.000 1.732 0.029 0.029 0.1 0.1
- - 0
'2. ...... CD
= <.
13 CD
c.
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-
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-
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-
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-
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-
-
-
-
-
-
-
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-
64 630 0.009 0.030 1.987 0.000 0.000 1.761 0.029 0.029 0.1 0.1
65 640 0.009 0.030 2.016 0.000 0.000 1.791 0.029 0.029 0.1 0.1
66 650 0.007 0.023 2.039 0.000 0.000 1.813 0.023 0.023 0.1 0.1
67 660 0.007 0.023 2.063 0.000 0.000 1.836 0.023 0.023 0.1 0.1
68 670 0.007 0.023 2.086 0.000 0.000 1.859 0.023 0.023 0.1 0.1
69 680 0.007 0.023 2.109 0.000 0.000 1.882 0.023 0.023 0.1 0.1
70 690 0.007 0.023 2.132 0.000 0.000 1.905 0.023 0.023 0.1 0.1
71 700 0.007 0.023 2.155 0.000 0.000 1.928 0.023 0.023 0.1 0.1
72 710 0.007 0.023 2.178 0.000 0.000 1.951 0.023 0.023 0.1 0.1
73 720 0.007 0.023 2.201 0.000 0.000 1.974 0.023 0.023 0.1 0.1
74 730 0.007 0.023 2.224 0.000 0.000 1.997 0.023 0.023 0.1 0.1
75 740 0.007 0.023 2.247 0.000 0.000 2.020 0.023 0.023 0.1 0.1
76 750 0.007 0.023 2.270 0.000 0.000 2.043 0.023 0.023 0.1 0.1
77 760 0.007 0.023 2.294 0.000 0.000 2.066 0.023 0.023 0.1 0.1
78 770 0.006 0.020 2.313 0.000 0.000 2.085 0.020 0.020 0.1 0.1
79 780 0.006 0.020 2.333 0.000 0.000 2.105 0.020 0.020 0.1 0.1
80 790 0.006 0.020 2.353 0.000 0.000 2.125 0.020 0.020 0.1 0.1
81 800 0.006 0.020 2.373 0.000 0.000 2.144 0.020 0.020 0.1 0.1
82 810 0.006 0.020 2.393 0.000 0.000 2.164 0.020 0.020 0.1 0.1
83 820 0.006 0.020 2.412 0.000 0.000 2.184 0.020 0.020 0.1 0.1
84 830 0.006 0.020 2.432 0.000 0.000 2.203 0.020 0.020 0..1 0.1
85 840 0.006 0.020 2.452 0.000 0.000 2.223 0.020 0.020 0.1 0.1
86 850 0.006 0.020 2.472 0.000 0.000 2.243 0.020 0.020 0.1 0.1
87 860 0.006 0.020 2.492 0.000 0.000 2.262 0.020 0.020 0.1 0.1
88 870 0.006 0.020 2.511 0.000 0.000 2.282 0.020 0.020 0.1 0.1
89 880 0.006 0.020 2.531 0.000 0.000 2.302 0.020 0.020 0.1 0.1
90 890 0.005 0.017 2.548 0.000 0.000 2.318 0.016 0.016 0.1 0.1
91 900 0.005 0.017 2.564 0.000 0.000 2.334 0.016 0.016 0.1 0.1
92 910 0.005 0.017 2.581 0.000 0.000 2.351 0.016 0.016 0.1 0.1
93 920 0.005 0.017 2.597 0.000 0.000 2.367 0.016 0.016 0.1 0.1
0 94 930 0.005 0.017 2.614 0.000 0.000 2.384 0.016 0.016 0.1 0.1
...., 95 940 0.005 0.017 2.630 0.000 0.000 2.400 0.Q16 0.016 0.1 0.1
<15'
:r 96 950 0.005 0.017 2.647 0.000 0.000 2.417 0.016 0.Q16 0.1 0.1
!!!.. 0 97 960 0.005 0.017 2.663 0.000 0.000 2.433 0.016 0.Q16 0.1 0.1
III
en c::J (jj 98 970 0.005 0.017 2.680 0.000 0.000 2.449 0.016 0.016 0.1 0.1
C IT1
e- n ;;0 99 980 0.005 0.017 2.696 0.000 0.000 2.466 0.016 0.016 0.1 0.1
3 ..... 100 990 0.005 0.017 2.713 0.000 0.000 2.482 0.Q16 0.016 0.1 0.1
;::;: CD
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CD
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101 1000 0.005 0.017 2.729 0.000 0.000 2.499 0.016 0.016 0.1 0.1
102 1010 .0.004 0.013 2.742 0.000 0.000 2.512 0.013 0.013 0.1 0.1
103 1020 0.004 0.013 2.756 0.000 0.000 2.525 0.013 0.013 0.1 0.1
104 1030 0.004 0.013 2.769 0.000 0.000 2.538 0.013 0.013 0.1 0.1
105 1040 0.004 0.013 2.782 0000 0.000 2.551 0.013 0.013 0.1 0.1
106 1050 0.004 0.013 2.795 0,000 0.000 2.564 0.013 Om3 0.1 0.1
107 1060 0.004 0.013 2.808 0.000 0000 2.577 0.013 0.013 0.1 0.1
108 1070 0.004 0.013 2.822 0.000 0.000 2.591 0.013 0.013 0.1 0.1
109 1080 0.004 0.013 2.835 0.000 0.000 2.604 om'l 0.013 0.1 0.1
110 1090 0.004 0.013 2.848 0.000 0.000 2.617 0.013 0.013 0.1 0.1
111 1100 0.004 0.013 2.861 0.000 0.000 2.630 0.013 0.013 0.1 0.1
112 1110 0.004 0.013 2.874 0.000 0.000 2.643 0.013. 0.013 0.1 0.1
113 1120 0.004 0.013 2:888 0.000 0,000 2.656 0.013 0.013 0.1 0.1
114 1130 0.004 0.013 2.901 0.000 0.000 2.669 0.013 0.013 0.1 0.1
115 1140 0.004 0,013 2.914 0.000 0.000 2.683 0.013 0.013 0.1 0.1
116 1150 0.004 0.013 2.927 0.000 0000 2.696 0.013 0.013 0.1 0,1
117 1160 0.004 0,013 2.940 0.000 0.000 2.709 0.013 0.013 0.1 0.1
118 1170 0.004 0.013 2.954 0.000 0.000 2.722 0.013 0,013 0.1 0,1
119 1180 0.004 0.013 2.967 0.000 0.000 2.735 0.013 0.013 0.1 0.1
120 1190 0.004 0.013 2.980 0.000 0.000 2.748 0.013 0.013 0.1 0.1
121 1200 0.004 0.013 2.993 0.000 0.000 2:761 0.013 0.013 0.1 0.1
122 1210 0.004 0.013 3.006 0.000 0.000 2.775 0.013 0.013 0.1 0.1
123 1220 0.004 0.013 3.020 0.000 0.000 2.788 0.013 0.013 0.1 0.1
124 1230 0.004 0.013 .3.033 0.000 0.000 2.801 0.013 0.013 0.1 0.1
125 1240 0.004 0.013 3.046 0.000 0.000 2.814 0.013 0.013 0.1 0.1
126 1250 0.004 0.013 3.059 0.000 0.000 2.827 0.013 0.013 0.1 0.1
127 1260 0.004 0.013 3.072 0.000 0.000 2.840 0.013 0.013 0.1 0.1
128 1270 0.004 0.013 3.086 0.000 0.000 2.853 0.013 0.013 0.1 0.1
129 1280 0.004 0.013 3.099 0.000 0.000 2,867 Om3 0.013 0.1 0.1
0 130' 1290 0.004 0.013 3.112 0.000 0.000 2.880 0.013 0.013 0.1 0.1
., 131 1300 0.004 0.013 3.125 0.000 0.000 2.893 0.013 0,013 0.1 0.1
5' 132 1310 0.004 0.013 3.138 0.000 0.000 2.906 0.013 0.013 0.1 0.1
'S" 0
!!!. Q) 133 1320 0.004 0.013 3.152 0.000 0.000 2.919 0.013 0.013 0.1 0.1
(Jl c:::J - 134 1330 0.004 0.013 3.165 0.000 0.000 2.932 0.013 0.013 0.1 0.1
c ITl C1>
0- n ;:u 135 1340 0.004 0.013 3.178 0.000 0.000 2.945 0.013 0.013 0.1 0.1
3 ..... 136 1350 0.004 0.013 3.191 0.000 0.000 2.959 0.013 0.013 0.1 0.1
;:;: C1>
- - g 137 1360 0.004 0.013 3.204 0.000 0.000 2.972 0.013 0,013 0.1 0.1
!!!. ~
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a.
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_.-
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-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
138 1370 0.004 0.013 3.218 0.000 0.000 2.985 0.013 0.013 0.1 0.1
139 1380 0.004 0.013 3.231 0.000 0.000 2.998 0.013 0.013 0.1 0.1
140 1390 0.004 Om3 3.244 0.000 0.000 3.011 0.013 0.013 0.1 0.1
141 1400 0.004 0.013 3.257 0.000 0.000 3.024 0.013 0.013 0.1 0.1
142 1410 0.004 0.013 3.270 0.000 0.000 3.038 0.013 0.013 0.1 0.1
143 1420 0.004 0.013 3.284 0.000 0.000 3.051 0.013 0.013 0.1 0.1
144 1430 0.004 0.013 3.297 0.000 0.000 3.064 0,013 0.013 0.1 0.1
145 1440 0.004 0.013 3.310 0.000 0.000 3.077 0.013 0.013 0.1 0.1
'\
0.000 7036.777 7036.777 cuft. Total Runoff
7036.777
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TACO BELL POST-DEVELOPMENT TOTAL AREA (AREA "A" & AREA "B") 2-YR. STORM
AREA: 0.63 P= 3.3 d'= 10
PERVIOUS AREA: 0.1 CN= 61 S= 6.393 0.2S= 1.279
IMPERVIOUS AREA: 0.53 CN= 98 S= 0.204 0.2S= 0.041
Tc = 5 w= 0.500
PERVIOUS IMPERVIOUS
TIME TIME RAINFAll INCREM. ACCUM. ACCUM. INCREM. ACCUM. INCREM. TOTAL INST. DESIGN
INCREMENT (MINUTES) DIST. RAINFAll RAINFAll RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF FlOWRA TE FlOWRA TE
1 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.0
2 10 0.004 0.013 0.013 0.000 0.000 0.000 0.000 0.000 0.0 0.0
3 20 0.004 0.013 0.026 0.000 0.000 0.000 0.000 0.000 0.0 0.0
4 30 0.004 0.013 0.040 0.000 0.000 0.000 0.000 0.000 0.0 0.0
5 40 0.004 0.013 0.053 0.000 0.000 0.001 0.001 0.001 0.0 0.0
6 50 0.004 0.013 0.066 0.000 0.000 0.003 0.002 0.002 0.0 0.0
7 60 0.004 0.013 0.079 0.000 0.000 0.006 0.003 0.003 0.0 0.0
8 70 0.004 0.013 0.092 0.000 0.000 0.010 0.004 0.004 0.0 0.0
9 80 0.004 0.013 0.106 0.000 0.000 0.016 0.005 0.004 0.0 0.0
10 90 0.004 0.013 0.119 0.000 0.000 0.022 0.006 0.005 0.0 0.0
11 100 0.004 0.013 0.132 0.000 0.000 0.028 0.007 0.006 0.0 0.0
12 110 0.005 0.017 0.149 0.000 0.000 0.037 0.009 0.008 0.0 0.0
13 120 0.005 0.017 0.165 0.000 0.000 0.047 0.010 0.008 0.0 0.0
14 130 0.005 0.017 0.182 0.000 0.000 0.057 0.010 0.009 0.0 0.0
15 140 0.005 0.017 0.198 0.000 0.000 0.068 0.011 0.009 0.0 0.0
16 150 0.005 0.017 0.215 0.000 0.000 0.080 0.011 0.010 0.0 0.0
17 160 0.005 0.017 0.231 0.000 0.000 0.092 0.012 0.010 0.0 0.0
18 170 0.006 0.020 0.251 0.000 0.000 0.106 0.Q15 0.012 0.0 0.0
19 180 0.006 0.020 0.271 0.000 0.000 0.122 0.015 0.013 0.0 0.0
0 20 190 0.006 0.020 0.290 0.000 0.000 0.137 0.016 0.013 0.1 0.0
.,
cO' 21 200 0.006 0.020 0.310 0.000 0.000 0.153 0.016 0.013 0.1 0.1
5'
!l!. 012 210 0.006 0.020 0.330 0.000 0.000 0.170 0.016 0.014 0.1 0.1
en 0 0)23 220 0.006 0.020 0.350 0.000 0.000 0.186 0.017 0.014 0.1 0.1
c: /'T1 .....
CT ('"') CD 24 230 0.007 0.023 0.373 0.000 0.000 0.206 0.020 0.016 0.1 0.1
3 "-> ;025 240 0.007 0.023 0.396 0.000 0.000 0.226 0.020 0.017 0.1 0.1
r CD 26 250 0.007 0.023 0.419 0.000 0.000 0.246 0.020 0.017 0.1 0.1
()
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a. Page 1
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27 260 0.007 0.023 0.442 0.000 0.000 0.266 0.020 0.017 0.1 0.1
28 270 0.007 0.023 0.465 0.000 0.000 0.287 0.021 0.017 0.1 0.1
29 280 0.007 0.023 0.488 0.000 0.000 0.307 0.021 0.017 0.1 0.1
30 290 0.008 0.026 0.515 0.000 0.000 0.331 0.024 0.020 0.1 0.1
31 300 0.008 0.026 0.541 0.000 0.000 0.355 0.024 0.020 0.1 0.1
32 310 0.008 0.026 0.568 0.000 0.000 0.380 0.024 0.020 0.1 0.1
33 320 0.008 0.026 0.594 0.000 0.000 0.404 0.024 0.021 0.1 0.1
34 330 0.008 0.026 0.620 0.000 0.000 0.429 0.025 0.021 0.1 0.1
35 340 0.008 0.026 0.647 0.000 0.000 0.453 0.025 0.021 0.1 0.1
36 350 0.01 0.033 0.680 0.000 0.000 0.484 0.031 0.026 0.1 0.1
37 360 0.01 0.033 0.713. 0.000 0.000 0.515 0.031 0.026 0.1 0.1
38 370 0.01 0.033 0.746 0.000 0.000 0.547 0.031 0.026 0.1 0.1
39 380 0.01 0.033 0.779 0.000 0.000 0.578 0.031 0.026 0.1 0.1
40 390 0.Q1 0.033 0.812 0.000 0.000 0.610 0.032 0.027 0.1 0.1
41 400 0.Q1 0.033 0.845 0.000 0.000 0.641 0.032 0.027 0.1 0.1
42 410 0.013 0.043 0.888 0.000 0.000 0.682 0.041 0.035 0.1 0.1
43 420 0.013 0.043 0.931 0.000 0.000 0.724 0.041 0.Q35 0.1 0.1
44 430 0.013 0.043 0.974 0.000 0.000 0.765 0.041 0.Q35 0.1 0.1
45 440 0.018 0.059 1.033 0.000 0.000 0.823 0.058 0.048 0.2 0.2
46 450 0.018 0.059 1.092 0.000 0.000 0.881 0.058 0.049 0.2 0.2
47 460 0.034 0.112 1.205 0.000 0.000 0.990 0.109 0.092 0.4 0.3
48 470 0.054 0.178 1.383 0.002 0.002 1.165 0.175 0.147 0.6 0.5
49 480 0.027 0.089 1.472 0.006 0.004 1.252 0.088 0.074 0.3 0.4
50 490 0:018 0.059 1.531 0.010 0.004 1.311 0.059 0.050 0.2 0.2
51 500 0.013 0.043 1.574 0.013 0.003 1.353 0.042 0.036 0.1 0.2
52 510 0.013 0.043 1.617 0.017 0.004 1.395 0.042 0.036 0.1 0.1
53 520 0.013 0.043 1.660 0.021 0.004 1.438 0.042 0.036 0.1 0.1
54 530 0.009 0.030 1.690 0.025 0.003 1.467 0.029 0.025 0.1 0.1
55 540 0.009 0.030 1.719 0.028 0.004 1.497 0.029 0.025 0.1 0.1
56 550 0.009 0.030 1.749 0.032 0.004 1.526 0.029 0.025 0.1 0.1
57 560 0.009 0.030 1.779 0.036 0.004. 1.555 0.029 0.025 0.1 0.1
.J 58 570 0.009 0.030 1.808 0.041 0.004 1.585 0.029 0.025 0.1 0.1
,
cO. 59 580 0.009 0.030 1.838 0.045 0.004 1.614 0.029 0.025 0.1 0.1
:;' 060
~ 590 0.009 0.030 1.868 0.050 0.005 1.643 0.029 0.025 0.1 0.1
en 0 9) 61 600 0.009 0.030 1.898 0.055 0.005 1.673 0.029 0.026 0.1 0.1
....
c: m (0 62 610 0.009 0.030 1.927 0.060 0.005 1.702 0.Q29 0.026 0.1 0.1
r:T ('"')
3 ,...., ;;0 63 620 0.009 0.030 1.957 0.065 0.005 1.732 0.029 0.026 0.1 0.1
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64 630 0.009 0.030 1.987 0.071 0.006 1.761 0.029 0.026 0.1 0.1
65 640 0.009 0.030 2.016 0.076 0.006 1.791 0.029 0.026 0.1 0.1
66 650 0.007 0.023 2.039 0.081 0.005 1.813 0.023 0.020 0.1 0.1
67 660 0.007 0.023 2.063 0.086 0,005 1.836 0.023 0.020 0.1 0.1
68 670 0.007 0.023 2.086 0.090 0.005 1.859 0.023 0.020 0.1 0.1
69 680 0.007 0.023 2.109 0.095 0.005 1.882 0.023 0.020 0.1 0.1
70 690 0.007 0.023 2.132 0.100 0.005 1.905 0.023 0.020 0.1 0.1
71 700 0.007 0.023 2.155 0.106 0.005 1.926 . 0.023 0.020 0.1 0.1
72 710 0.007 0.023 2.178 0.111 0.005 1.951 0.023 0:020 0.1 0.1
73 720 0.007 0.023 2.201 0.116 0.005 1.974 0.023 0.020 0.1 0.1
74 730 0.007 0.023 2.224 0.122 0.006 1.997 0.023 0.020 0.1 0.1
75 740 0.007 0.023 2.247 0.127 0.006 2.020 0.023 0.020 0.1 0.1
76 750 0.007 0.023 2.270 0:133 0.006 2.043 0.023 0.020 0.1 0.1
77 760 0.007 0.023 2.294 0.139 0.006 2.066 0.023 0.020 0.1 0.1
76 770 0.006 0.020 2.313 0.144 0.005 2.065 0.020 0.017 0.1 0.1
79 760 0.000 0.020 2.333 0.149 0.005 2.105 0.020 0.017 0.1 0.1
60 790 0.006 0.020 2.353 0.155 0.005 2.125 0.020 0.017 0.1 0.1
61 600 0.006 0.020 2.373 0.160 0.005 2.144 0.020 0.017 0.1 0.1
82 610 0.006 0,020 2.393 0.165 0.005 2.164 0.020 0.017 0.1 0.1
83 620 0.006 0.020 2.412 0.171 0.005 2.164 0.020 0.017 0.1 0.1
84 830 0.006 0.020 2.432 0.176 0.006 2.203 0.020 0.017 0.1 0.1
85 640 0.006 0.020 2.452 0.182 0.006 2.223 0.020 0.017 0.1 0.1
86 650 0.006 0.020 2472 0.188 0.006 2.243 0.020 0,017 0.1 0.1
87 660 0.006 0.020 2.492 0.193 0.006 2.262 0.020 0.017 0.1 0.1
86 670 0.006 0.020 2.511 0.199 0.006 2.282 0.020 0.017 0.1 0.1
89 660 0.006 0.020 2.531 0.205 0.006 2.302 0.020 0.Q1 6 0.1 0.1
90 890 0.005 0.017 2.546 0.210 0.005 2.318 0.016 0.015 0.1 0.1
91 900 0.005 0.017 2.564 0.215 0.005 2.334 0.016 0.015 0.1 0.1
92 910 0.005 0.017 2.561 0.220 0.005 2.351 0.016 0.015 0.1 0.1
0 93 920 0.005 0.017 2.597 0.225 0.005 2.367 0.016 0.015 0.1 0.1
.... 94 930 0.005 0.017 2.614 0.231 0.005 2.364 0.016 0.015 0.1 0,1
cO'
3' 0 95 940 0.005 0.017 2.630 0.236 0.005 2.400 0.016 0.015 0.1 0.1
!!!.. ~ 96 950 0.005 0.017 2.647 0.241 0.005 2.417 0.016 0.015 0.1 0.1
en C
c IT1 CD 97 960 0.005 0.017 2.663 0.246 0.005 2.433 0.016 0.Q15 0.1 0.1
D' n :;0 96 970 0.005 0.017 2.680 0.252 0.005 2.449 0.016 0.015 0.1 0.1
3 '" CD 99 960 0.005 0.017 2.696 0.257 0.005 2.466 0.016 0.015 0.1 0.1
::; @
!!!.. 100 990 0.005 0.017 2.713 0.263 0,005 2.462 0.016 0.015 0.1 0.1
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Page 3
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101 1000 0.005 0.017 2.729 0.268 0.006 2.499 0.016 0.015 0.1 0.1
102 1010 0.004 0.013 2.742 0.273 0.004 2.512 0.013 0.012 0.0 0.1
103 1020 0.004 0.013 2.756 0.277 0.004 2.525 0.013 0.012 0.0 0.0
104 1030 0.004 0.013 2.769 0.282 0.005 2.538 0.013 0.012 0.0 0.0
105 1040 0.004 0,013 2.782 0.286 0.005 2.551 0.013 0.012 0.0 0.0
106 1050 0.004 0.013 2.795 0.291 0.005 2.564 0.013 0.012 0.0 0.0
107 1060 0.004 0.013 2.808 0.295 0.005 2.577 0.013 0.012 0.0 0.0
108 1070 0.004 0.013 2.822 0.300 0.005 2.591 0.013 0.012 0.0 0.0
109 1080 0.004 0.013 2.835 0.305 0.005 2.604 0.013 .0.012 0.0 0.0
110 ,
1090 0.004 0.013 2,848 0.309 0.005 2.617 0.013 0.012 0.0 0.0
111 1100 0.004 0.013 2.861 0.314 0.005 2.630 0.013 0.012 0.0 0.0
112 1110 0.004 0.013 2.874 0.319 0.005 2.643 0.013 0.012 0.0 0.0
113 1120 0.004 0.013 2.888 0.323 0.005 2.656 0.013 0.012 0.0 0.0
114 1130 0.004 0.013 2.901 0,328 0.005 2.669 0.013 0.012 0.0 0.0
115 1140 0.004 0.013 2.914 0.333 0.005 2.683 0.013 0.012 0.0 0.0
116 1150 0.004 0.013 2.927 0.338 0.005 2.696 0.013 0.012 0.0 0.0
117 1160 0.004 0.013 2.940 0.343 0.005 2.709 0.013 0.012 0.0 0.0
118 1170 0.004 0.013 2.954 0.348 0.005 2.722 0.013 0.012 0.0 0.0
119 1180 0.004 0.013 2.967 0.353 0.005 2.735 0.013 0.012 0.0 0.0
120 1190 0.004 0.013 2.980 0.358 0,005 2.748 0.013 0.012 0.0 0.0
121 1200 0.004 0.013 2.993 0.363 0.005 2.761 0.013 0.012 0.0 0.0
122 1210 0.004 0.013 3.006 0.368 0.005 2.775 0.013 0.012 0.0 0,0
123 1220 0004 0.013 3.020 0.373 0.005 2.788 0.013 0.012 0.0 0.0
124 1230 0.004 0.013 3.033 0.378 0,005 2.801 0.013 0.012 , .0.0 0.0
125 1240 0.004 0.013 3.046 0.383 0.005 2.814 0.013 0.012 0.0 0.0
126 1250 0.004 0.013 3.059 0.388 0.005 2.827 Q.013 0.012 0.0 0.0
127 1260 0.004 0.013 3.072 0.393 0.005 2.840 0.013 0.012 0.0 0.0
128 1270 0.004 0.013 3.086 0.398 0.005 2.853 0,013 0.012 0.0 0.0
129 1280 0.004 0.013 3.099 0.403 0.005 2.867 0.013 0.012 0.0 0.0
130 1290 0.004 0.013 3.112 0.409 0.005. 2.880 0.013 0.012 0.0 0.0
0 131 1300 0.004 0.013 3.125 0.414 0.005 2.893 0.013 0.012 0,0 0.0
~
:cr 132 1310 0.004 0.013 3.138 0.419 0.005 2.906 0.013 0.012 0.0 0:0
:;' 0
!!!.. Q) 133 1320 0.004 0.013 3.152 0.424 0.005 2.919 0.013 0.012 0.0 0.0
(j) C - 134 1330 0.004 0.013 3.165 0.430 0.005 2.932 0.013 0.012 0.0 0.0
c I'TI CD 135 1340
<T n 0.004 0.013 3.178 0.435 0.005 2.945 0.013 0.012 0.0 0.0
3 ,..... :;0 136 1350 0.004 0.013 3.191 0.440 0.005 2.959 0.013 0.012 0.0 0.0
~ - CD
.- 0 137 1360 0.004 0.013 3.204 0.446 0.005 2.972 0.013 0.012 0.0 0.0
~ ~ CD
= <"
<D CD
0-
Page 4
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138 1370 0.004 0.013 3.218 0.451 0.005 2.985 0.013 0.012 0.0 0.0
139 1380 0.004 0.013 3.231 0.457 0.005 2.998 0.013 0.012 0.0 0,0
140 1390 0.004 0.013 3.244 0.462 0.005 3.011 0.013 0.012 0.0 0.0
.141 1400 0.004 0.013 3.257 0.468 0.005 3.024 0.013 0:012 0.0 0.0
142 1410 0.004 0.013 .3.270 0.473 0.006 .3:038 0.013 0.012 .00 0.0.
143 1420 0.004 0.013 3.284 OA(9 0.006 3.051 0.013 0.012 0.0 0.0
144 1430 0.004 0.013 3.297 0.484 0.006 3.064 0.013 0.012 0.0 0.0
145 1440. 0.004 0.013 3.310 0.490 0.006 3.077 0.013 0.012 0.0 0.0
177773 5919.828 6097.601 cuft. Total Runoff
6097.601
0
..,
cc'
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en 0 m
<= IT! CD
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Page 5
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0.600
0,500
0.400
~
~ 0,300
?
0,200
0,100
0,000
TACO BELL TOTAL AREA (AREA "A" & AREA "B") 24 HR./2-YR. STORM
f-,
POST-DEVELOPMENT TOTAL RUNOFF: 6100 CU, FT,
EXISTING TOTAL RUNOFF: 7040 CU, FT,
- 1-
RUNOFF DELTA: .~ 4r CU, FT,
==== = =-"'\.
'-
~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
, ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ G ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Time (min.)
- EX. DESIGN FLOW
- POST-DEV. DESIGN FLOW
Date Received:
DEe 2 1 2009
Original Submittal
I
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. APPENDIX D
HYDROGRAPH & OUTPUT -
DRAINAGE AREA "A"
?
Original Submittal
. Date Received:
DEe 2 I 2009
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TACO BEll STORM DRAIN AREA "A" EXISTING 2-YR. STORM
AREA: 0.42 P= 3.3 dt= 10
PERVIOUS AREA: 0 CN= 30 s= 23.333 O.2S= 4.667
IMPERVIOUS AREA: 0.42 CN= 98 S- 0.204 O.2S= 0.041
Tc :::: 5 w= 0.500
PERVIOUS IMPERVIOUS
TIME TIME RAINFALL INCREM. ACCUM. ACCUM. INCREM. ACCUM. INCREM. TOTAL INST. DESIGN
INCREMENT (MINUTES) DIST. RAINFALL RAINFALL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF FLOWRA TE FLOWRATE
1 0 0 .0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.0
2 10 .0.004 0.013 0.013 0.000 0.000 0.000 0.000 0.000 0.0 0.0
3 20 0.004 0.013 0.026 0.000 0.000 0:000 0.000 0.000 0.0 0.0
4 30 0.004 0.013 0.040 0.000 0.000 0.000 0.000 0.000 0.0 0.0
5 40 0.004 0.013 0.053 0.000 0.000 0.001 0.001 0.001 0.0 0.0
6 50 0.004 0.013 0.066 0.000 0.000 0.003 0.002 0.002 0.0 0.0
60 0.013 0.079 0.000 - 0.000 0.006 0.003 0.003 0.0 0.0
7 0.004
8 70 0.004 0.013 0.092 0.000 0.000 0.010 0.004 0.004 0.0 0.0
9 80 0.004 0.013 0.106 0.000 0.000 0.016 . 0.005 0.005 0.0 0.0
10 90 0.004 0.013 0.119 0.000 0.000 0.022 0.006 0.006 0.0 0.0
11 100 0.004 0.013 0.132 0.000 0.000 0.028 0.007 0.007 0.0 0.0
12 110 0.005 0.017 0.149 0.000 0.000 0.037 0.009 0.009 0.0 0.0
13 120 .0.005 0.017 0.165 0.000 0.000 0.047 0.010 0:010 0.0 0.0
14. 130 0.005 0.017 0.182 0.000 0.000 0.057 0.010 0.010 0.0 0.0
15 140 0.005 0.017 0.198 0.000 0.000 0.068 0.011 0.011 0.0 0.0
16 150 0.005 0.017 0.215 0.000 0.000 0.080 0.011 0.011 0.0 0.0
17 160 0.005 0.017 0.231 0.000 0.000 0.092 0.012 0.012 0.0 0.0
18 170 0.006 0.020 0.251 0.000 0.000 0.106 0.015 0.015 0.0 0.0
0 19 180 0.006 0.020 0.271 0.000 0.000 0.122 0.015 0.015 0.0 0.0
.., 20 190 0.006 0.020 0.290 0.000 0.137 0.016 0.016 0.0 0.0
<0' 0.000
~. l3JI 200 0.006 0.020 0.310 0.000 0.000 0.153. 0.016 0.Q16 0.0 0.0
~ 1122 210 0.006 0.020 0.330 0.000 0.000 0.170 0.016 0.Q16 0.0 0.0
en c ....
c ITl 023 220 0.006 0.020 0.350 0.000 0.000 0.186 0.017 0.017 0.0 00
CT n :~ 230 0.206 0.020 0.020 0.0 0.0
3 0.007 0.023 0.373 0.000 0.000
...., C25
a 240 0.007 0.023 0.396 0.000 0.000 0.226 0.020 0.020 0.1 0.1
~ ~6 250 0.007 0.023 0.419 0.000 0.000 0.246 0.020 0.020 0.1 0.1
...., C.
= :ct
=
to CD
0..
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-
-
-
-
-
-
-
-
-
-
-
-
-,-
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-
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27 260 0.007 0.023 0.442 0.000 0.000 0.266 0.020 0.020 0.1 0.1
28 270 0.007 0.023 0.465 0.000 0.000 0.287 0.021 0.021 0.1 0.1
29 280 0.007 0.023 0.488 0.000 0.000 0.307 0.021 0.021 0.1 0.1
30 290 0.008 0.026 0.515 0.000 0.000 0.331 0.024 0.024 0.1 0.1
31 300 0.008 0.026 0.541 0.000 0.000 0.355 0.024 0.024 0.1 0.1
32 310 0.008 0.026 0.568 0.000 0.000 . 0.380 0.024 0.024 0.1 0.1
33 320 0.008 0.026 0.594 0.000 0.000 0.404 0.024 0.024 0.1 0.1
34 330 0.008 0.026 0.620 0.000 0.000 0.429 0.025 0.025 0.1 0.1
35 340 0.008 0.026 0.647 0.000 . 0.000 0.453 0.025 0.025 0.1 0.1
.36 350 0.01 0.033 .0.680 0.000 0.000 0.484 0.031 0.031 0.1 0.1
37 360 0.01 0.033 0.713 0.000 0.000 0.515 0.031 0.031 0.1 0.1
38 370 0.01. 0.033 0.746 0.000 0.000 0.547 0.031. 0.031 0.1 0.1
39 380 0.01 0.033 0.779 0.000. 0.000 0.578 0.031 0.031 0.1 0.1
40 390 0.01 0033 0.812 0.000 0.000 0.610 0.032 0.032 0.1 0.1
41 400 0.01 0.033 0.845 0.000 0.000 0.641 0.032 0.032 0.1 0.1
42 410 0.013 0.043 0.888 0.000 . 0.000 0.682 0.041 0.041 0.1 0.1
43 420 0.013 0.043 0.931 0.000 0.000 0.724 0.041 0.041 0.1 0.1
44 430 0.013 0.043 0.974 0.000 0.000 0.765 0.041. 0.041 0.1 0.1
45 440 0.D18 0.059 1.033 0.000 0.000 0.823 0.058 0.058 0.1 0.1
46 450 0.D18 0.059 1.092 0.000 0.000 . 0.881 0.058 0.058 0.1 0.1
47 460 0.034 0.112 1.205 0.000 0.000 0.990 0.109 0.109 0.3 0.2
48 470. 0.054 .0.178 1.383 0.000 0.000 1.165 0.175 0.175 0.4 .0.4
49 480 0.027 0.089 1.472 0.000 0.000 1.252 0.088 0.088 0.2 0.3
50 490 0.D18 0.059 1.531 0.000 0.000 1.311 0.059 0.059 0.1 0.2
51 500 0.013 0.043 1.574 0.000 0.000 1.353 0.042 0.042 0.1 0.1
52 510 0.013 0.043 1.617 0.000 0.000 1.395 0.042 0.042 0.1 0.1
53 520 0.013 0.043 1.660 0.000 0.000 1.438 0.042 0.042 0.1 0.1
54 530 0.009 0.030 1.690 0.000 0.000 1.467 0.029 0.029 0.1 0.1
55 540 0.009 0.030 1.719 0.000 0.000 1.497 0.029 0.029 0.1 0.1
56 550 0.009 0.030 1.749 0.000 0.000 1.526 0.029 0.029 0.1 0.1
0 57 560 0.009 0.030 1.779 0.000 0.000 1.555 0.029 0.029 0.1 0.1
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c: I'Tl CD 61 600 0.009 0.030 1.898 0.000 0.000 1.673 0.029 0.029 0.1 0.1
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64 630 0.009 0.030 1.987 0.000 0.000 1.761 0.029 0.029 0.1 0.1
65 640 0.009 0.030 2.016 0.000 0.000 1.791 0.029 0.029 0.1 0.1
66 650 0.007 0.023 2.039 0.000 0.000 1.813 0.023 0,023 0.1 0.1
67 660 0.007 0.023 2.063 0.000 0.000 1.836 0.023 0.023 0.1 0.1
68 670 0.007 0.023 2.086 0.000 0.000 1.859 0.023 0.023 0.1 0.1
69 680 0.007 0.023 2.109 0.000 0.000 1.882 0.023 0.023 0.1 0.1
70 690 0.007 0.023 2.132 0.000 0.000 1.905 0.023 0.023 0.1 0.1
71 700 0.007 0.023 2.155 0.000 0.000 1.928 0.023 0.023 6,1. 0.1
72 710 0.007 0.023 2.178 0.000 0.000 1.951 0.023 0.023 0.1 0.1
73 720 0.007 0.023 2.201 0.000 0.000 1.974 0.023 0.023 0.1 0.1
74 730 0.007 0,023 2.224 0.000 0.000 1.997 0.023 0.023 0.1 0.1
75 740 0.007 0.023 2.247 0000 0.000 2.020 0.023 0.023 0.1 0.1
76 750 0.007 0.023 2.270 0.000 0.000 2.043 0.023 0.023 0.1 0.1
77 760 0.007 0.023 2.294 0.000 0.000 2.066 0.023 0.023 0.1 0.1
78 770 0.006 0.020 2.313 0.000 0.000 2.085 0.020 0.020 0.0 0.1
79 780 0.006 0.020 2.333 0.000 0.000 2.105 0.020 0.020 0.0 0.0
80 790 0,006 0.020 2.353 0.000 0.000 2.125 0.020 0.020 0.0 0.0
81 800 0.006 0.020 2.373 0.000 0.000 2.144 0.020 0.020 0.0 0.0
82 810 0.006 0.020 2.393 0.000 0.000 2.164 0.020 0.020 0.0 0.0
83 820 0.006 0.020 2.412 0.000 0.000 2.184 0.020 0.020 0.0 0.0
84 830 0.006 0.020 2.432 0.000 0.000 2.203 0.020 0.020 0.0 0.0
85 840 0.006 0.020 2.452 0.000 0.000 2.223 0.020 0.020 0.1 0.1
86 850 0.006 0.020 2.472 0.000 0.000 2.243 0.020 0.020 0.1 0.1
87 860 0.006 0.020 2.492. 0.000 0.000 2.262 0.020 0.020 0.1 0.1
88 870 0.006 0.020 2.511 0.000 0.000 2.282 0.020 0.020 0.1 0.1
89 880 0.006 0.020 2.531 0.000 0.000 2.302 0.020 0.020 0.1 0.1
90 890 . 0.005 0.017 2.548 0.000 0.000 2.318 0.016 0.016 0.0 0.0
91 900 0.005 0.017 2.564 0.000 0.000 2.334 0.016 0.016 0.0 0.0
92 910 0.005 0,017 2.581 0.000 0.000 2.351 0.Q16 0.016 0.0 0.0
93 920 0.005 0.017 2.597 0.000 0.000 2.367 0.016 0.016 0.0 0.0
0 94 . 930 0.005 0.017 2.614 0.000 0.000 2.384 0.Q16 0.016 0.0 0.0
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5' 096 0.016 0.0
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<:: m CI> 98 970 0.005 0.017 2.680 0.000 0.000 2.449 0.016 0.016 0.0 0.0
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101 1000 0.005 0.017 2.729 0.000 0.000 2.499 0.016 0.016 0.0 0.0
102 1010 0.004 0.013 2.742 0.000 0.000 2.512 0.013 0.013 0.0 0.0
103 1020 0.004 0.013 2.756 0.000 0.000 2.525 0.013 0.013 0.0 0.0
104 1030 0.004- 0.013 2.769 0.000 0.000 2.538 0.013 0.013 0.0 0.0
105 1040 0.004 0.013 2.782 0.000 0.000 2.551 0.013 0.013 0.0 0.0
106 1050 0.004 0.013 2.795 0.000 0.000 2.564 0.013 0.013 0.0 0.0
107 1060 0.004 0.013 2.808 0.000 0.000 2.577 0.013 0.013 0.0 0.0
108 1070 0.004 0.013 2.822 0.000 0.000 2.591 0.013 0.013 0.0 0.0
109 1080 0.004 0.013 2.835 0.000 0.000 2.604 0.013 0.013 0.0 0.0
110 1090 0.004 0.013 2.848 0.000 0.000 2.617 0.013 0.013 0.0 0.0
111 1100 0.004 0.013 2.861 0.000 0.000 2.630 0.013 0.013 0.0 0.0
112 1110 0.004 0.013 2.874 0.000 0.000 2.643 0.013 0.013 0.0 0.0
113 1120 0.004 0.013 2.888 0.000 0.000 2.656 0.013 0.013 0.0 0.0
114 1130 0.004 0.013 2.901 0.000 0.000 2.669 0.013 0.013. 0.0 0.0
115 1140 0.004 0.013 2.914 0.000 0.000 2.683 0.013 0.013 0.0 0.0
116 1150 0.004 0.013 2.927 0.000 0.000 2.696 0.013 0.013 0.0 0.0
117 1160 0.004 0.013 2.940 0.000 0.000 2.709 0.013 0.013 0.0 0.0
118 1170 0.004 0.013 2.954 0.000 0.000 2.722 0.013 0.013 0.0 0.0
119 1180 0,004 0.013 2.967 0.000 0.000 2.735 0.013 0.013 0.0 0.0
120 1190 0.004 0.013 2.980 0.000 0.000. 2.748 0.013 0.013 0.0 0.0
121 1200 0.004 0.013 2.993 0.000 0.000 2.761 0.013 0.013 0.0 0.0
122 1210 0.004 0.013 3.006 0.000 0.000 2.775 0.013 0.013 0.0 0.0
123 1220 0,004 0.013 3.020 0.000 0.000 2.788 0.013 0.013 0.0 0.0
124 1230 0.004 0.013 3.033 0.000 0.000 2.801 0.013 0.013 0.0 0.0
125 1240 0.004 0.013 3.046 0.000 0.000 2.814 0.013 0.013 0.0 0.0
126 1250 0.004 0.013 3.059 0.000 0.000 2.827 0.013 0.013 0.0 0.0
127 1260 0.004 0.013 3.072 0.000 0.000 2,840 0.013 0.013 0.0 0.0
128 1270 0.004 0.013 3.086 0.000 0.000 2.853 0.013 0.013 0.0 0.0
0 129 1280 0.004 0.013 3.099 0.000 0.000 2.867 0.013 0.013 0.0 0.0
~ 130 1290 0.004 0.013 3.112 0.000 0.000 2.880 0.013 0.013 0.0 0.0
1-:9:
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!!!. ll.l 132 1310 0.004 0.013 3.138 0.000 0.000 2.906 0.013 0.013 0.0 0.0
CJl C CD 133 1320 0.004 0.013 3.152 0.000 0.000 2.919 0.013 0.013 0.0 0.0
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or () 136 1350 0.004 0.013 3.191 0.000 0.000 2.959 0.013 0.013 0.0 0.0
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138 1370 0.004 0.013 3.218 0.000 0.000 2.985 0.013 0.013 0.0 0.0
139 1380 0.004 0.013 3.231 0.000 0.000 2.998 0.013 0.013 0.0 0.0
140 1390 0.004 0.013 3.244 0.000 0.000 3.011 0.013 0.013 0.0 0.0
141 1400 0.004 0.013 3.257 0.000 0.000 3.024 0.013 0.013 0.0 0.0
142 1410 0.004 0.013 3.270 0.000 0.000 3.038 0.013 0.013 0.0 0.0
143 1420 0.004 0.013 3.284 0.000 0.000 3.051 0.013 0.013 0.0 0.0
144 1430 0.004 0.013 3.297 0.000 0.000 3.064 0.013. 0.013 0.0 0.0
145 1440 0.004 0.013 3.310 0.000 0.000 3.077 0.013 0.013 0.0 0.0
0.000 4691.185 4691.185 cuft. Total Runoff
4691.185
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TACO BELL STORM DRAIN AREA "A" POST-DEVELOPMENT 2-YR. STORM
AREA: 0.42 P= 3.3 dl= 10
PERVIOUS AREA: 0.01 CN= 61 S= 6.393 0.2S= 1.279
IMPERVIOUS AREA: 0.41 CN= 98 S= 0.204 0.2S= 0.041
Tc = 5 w= 0.500
PERVIOUS IMPERVIOUS
TIME TIME RAINFALL INCREM. ACCUM. ACCUM. INCREM. ACCUM. INCREM. TOTAL INST. DESIGN
INCREMENT (MINUTES) D1ST. RAINFALL RAINFALL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF FLOWRATE FLOWRATE
1 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.0
2 10 0.004 0.013 0.013 0.000 0.000 0.000 0.000 0.000 0.0 0.0
3 20 0.004 0.013 0.026 0.000 0.000 0.000 0.000 0.000 0.0 0.0
4 30 0.004 0.013 0.040 0.000 0.000 0.000 0.000 0.000 0.0 0.0
5 40 0.004 0.013 0.053 0.000 0.000 0.001 0.001 0.001 0.0 0.0
6 50 0.004 0.013 0.066 0.000 0.000 0.003 0.002 0.002 0.0 0.0
7 60 0.004 0.013 0.079 0.000 0.000 0.006 0.003 0.003 0.0 0.0
8 70 0.004 0.013 0.092 0.000 0.000 0.010 0.004 0.004 0.0 0.0
9 80 0.004 0.013 0.106 0.000 0.000 0.016 0.005 0.005 0.0 0.0
10 90 0.004 0.013 0.119 0000 0.000 0.022 0.006 0.006 0.0 0.0
11 100 0.004 0.013 0.132 0.000 0.000 0.028 0.007 0.006 0.0 0.0
12 110 0.005 0.017 0.149 0.000 0.000 0.037 0.009 0.009 0.0 0.0
13 120 0.005 0.017 0.165 0.000 0.000 0.047 0.010 0.010 0.0 0.0
14 130 0.005 0.017 0.182 0.000 0.000 0.057 0.010 0.010 0.0 0.0
15 140 0.005 0.017 0.198 0.000 0.000 0.068 0.011 0.011 0.0 0.0
16 150 0.005 0.017 0.215 0.000 0.000 0.080 0.011 0.011 0.0 0.0
17 160 0.005 0.017 0.231 0.000 0.000 0.092 0.012 0.012 0.0 0.0
18 170 0.006 0.020 0.251 0.000 0.000 0.106 0.015 0.014 0.0 0.0
19 180 0.006 0.020 0.271 0000 0.000 0.122 0.015 0.015 0.0 0.0
,) 20 190 0.006 0.020 0.290 0.000 0.000 0.137 0.016 0.015 0.0 0.0
, 21 200 0.006 0.020 0.310 0.000 0.000 0.153 0.016 0.016 0.0 0.0
5' 22 210 0.006 0.020 0.330 0.000 0.000 0.170 0.016 0.016 0.0 0.0
3' 0
~ III 23 220 0.006 0.020 0.350 0.000 0.000 0.186 0.017 0.016 0.0 0.0
CJl 0 - 24 230 0.007 0.023 0.373 0.000 0.000 0.206 0.020 0.019 0.0 0.0
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0- n ;:0 25 240 0.007 0.023 0.396 0.000 0.000 0.226 0.020 0.019 0.0 0.0
3 ,...., 26 250 0.023 0.419 0.000 0.000 0.246 0.020 0.020 0.0 0.0
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27 260 0.007 0.023 0.442 0.000 0.000 0.266 0.020 0.020 0.1 0.1
28 270 0.007 0.023 0.465 0.000 0.000 0.287 0.021 0.020 0.1 0.1
29 280 0.007 0.023 0.488 0.000 0.000 0.307 0.021 0020 0.1 0.1
30 290 0.008 0.026 ,0.515 0.000 0.000 0.331 0.024 0.023 0.1 0.1
31 300 0.008 0.026 0.541 0.000 0.000 0.355 0.024 0.024 0.1 0.1
32 310 0.008 0.026 0.568 0.000 0.000 0.380 0.024 0.024 0.1 0.1
33 320 0.008 0.026 0.594 0.000 0.000 0.404 0.024 0.024 0.1 0.1
34 330 0.008 0.026 0.620 0.000 0.000 0.429 0.025 0.024 0.1 0.1
35 340 0.008 0.026 0.647 0.000 0.000 0.453 0.025 0.024 0.1 0.1
36 350 0.01 0.033 0.680 0.000 0.000 0.484 0.031 0.030 0.1 0.1
37 360 0,01 0.033 0.713 0.000 0.000 .0,515 0.031 0.030 0.1 0.1
38 370 0.01 0.033 0.746 0:000 0.000 0.547 0.031 0.031 0.1 0.1
39 380 0.01 0.033 0.779 0.000 0.000 0.578 0.031 0.031 0.1 0.,1
40 390 0.01 0.033 0.812 0.000 0.000 0.610 0.032 0,031 0.1 0.1
41 400 0,01 0.033 0.845 0.000 0.000 0.641 0.032 0.031 0.1 0.1
42 410 0.013 0.043 0.888 0.000 0.000 0.682 0.041 0.040 0.1 0.1
43 420 0.013 0.043 0.931 0.000 0.000 0.724 0.041 0,040 0.1 0.1
44 430 0.013 0.043 0.974 0.000 0.000 0.765 0.041 0.040 0.1 0.1
45 440 0.018 0.059 1.033 0.000 0.000 0.823 0.058 0.056 0.1 0.1
46 450 0.018 0.059 1.092 0.000 0.000 0.881 0.058 0.056 0.1 0.1
47 460 0.034 0.112 1.205 0.000 0.000 0.990 0,109 0.107 0.3 0.2
48 470 0,054 0.178 1.383 0.002 0.002 1.165 0.175 0.171 0.4 0.4
49 480 0,027 0.089 1.472 0.006 0.004 1.252 0,088 0.086 0.2 0.3
50 490 0.018 0.059 1.531 0.010 0.004 1.3.11 0.059 0.057 0.1 0.2
51 500 0.013 0.043 1.574 0.013 0.003 1.353 0.042 0,041 0.1 0.1
52 510 .0.013 0.043 1.617 0.017 0.004 1.395 0.042 0.041 0.1 0.1
53 520 0.013 0.043 1.660 0.021 0.004 1.438 0.042 0.041 0.1 0.1
54 530 0.009 0.030 1.690 0.025 0.003 1.467 0.029 0.029 0.1 0.1
55 540 0.009 0.030 1.719 0.028 0.004 1.497 0.029 0.029 0.1 0.1
56 550 0.009 0.030 1.749 0.032 0.004 1.526 0.029 0.029 0.1 0.1
0 57 560 0.009 0,030. 1.779 0.036 0.004 1.555 0.029 0,029 0.1 0.1
-,
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::l 0 59 580 0.009 0.030 1.838 0.045 0.004 1.614 0.029 0,029 0.1 0.1
~ Q) 60 590 0.009 0.030 1.868 0.050 0.005 1.643 0.029 0.029 0.1 0.1
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3 62 610 0.009 0.030 1.927 0,060 0.005
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64 630 0,009 0.030 1.987 0.071 0.006 1.761 0.029 0.029 0.1 0.1
65 640 0.009 0.030 2.016 0.076 0.006 1.791 0.029 0.029 0.1 0.1
66 650 0.007 0.023 2.039 0.081 0.005 1.813 0.023 0.022 0.1 0.1
67 660 0.007 0.023 2.063 0.086 0.005 1.836 0.023 0.022 0.1 0.1
68 670 0.007 0.023 2.086 0.090 0.005 1.859 0.023 0.022 0.1 0.1
69 680 0.007 0.023 2.109 0.095 0.005 1.882 0.023 0.022 0.1 0.1
70 690 0.007 0.023 2.132 0.100 0,005 1.905 0.023 0.022 0.1 0.1
71 700 0.007 0.023 2.155 0.106 0.005 1.928 0.023 0.022 0.1 0.1
72 710 0.007 0.023 2.178 0.111 0.005 1.951 0.023 0.023 0.1 0.1
73 720 0.007 0.023 2.201 0.116 0.005 1.974 0.023 0.023 0.1 0.1
74 730 0.007 0.023 2.224 0.122 0.006 1.997 0.023 0.023 0.1 0.1
75 740 0.007 0.023 2.247 0.127 0.006 2.020 0.023 0.023 0,1 0.1
76 750 0.007 0.023 2.270 0.133 0.006 2.043 0.023- 0.023 0.1 0.1
77 760 0.007 0.023 2.294 0.139 0,006 2.066 0.023 0.023 0.1 0.1
78 770 0.006 0.020 2.313 0.144 0.005 2.085 0.020 0.019 0.0 0.1
79 780 0.006 0.020 2.333 0.149 0.005 2.105 0.020 0.019 0.0 0,0
80 790 0.006 0.020 2.353 0.155 0,005 2.125 0.020 0.019 0.0 0.0
81 800 0.006 0.020 2.373 0.160 0,005 2.144 0.020 0.019 0.0 0.0
82 810 0.006 0.020 2.393 0.165 0.005 2.164 0.020 0.019 0.0 0.0
83 820 0.006 0.020 2.412 0.171 0.005 2.184 0.020 0.019 0.0 0.0
84 830 0,006 0.020 2.432 0.176 0.006 2.203 0.020 0.019 0.0 0.0
85 840 0.006 0.020 2.452 0.182 0.006 2.223 0.020 0.019 0.0 0.0
86 850 0.006 0.020 2.472 0.188 0.006 2.243 0.020 0.019 0.0 0.0
87 860 0.006 0.020 2.492 0.193 0.006 2.262 0.020 0.019 0.0 0.0
88 870 0.006 0.020 2,511 0.199 0.006 2.282 0.020 0.019 0.0 0.0
89 880 0.006 0.020 2.531 0.205 0.006 2.302 0.020 0.019 0,0 0.0
90 890 0.005 0,017 2.548 0.210 0.005 2.318 0.016 0.016 0,0 0.0
91 900 0.005 0.017 2.564 0.215 0.005 2.334 0.016 0.016 0.0 0.0
92 910 0.005 0.017 2.581 0.220 0.005 I 2.351 0.016 0.016 0.0 0.0
93 920 0.005 0.017 2.597 0.225 0.005 2.367 0.016 0.016 0.0 0.0
94 930 0,005. 0.017 2.614 0.231 0.005 2.384 0.016 . 0.016 0.0 0.0
0 95' 940 0.005 0.017 2.630 0.236 0.005 2.400 0.016 0.016 0.0 0.0
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5' 097 960 0.005 0.017 2.663 0.246 0,005 2.433 0.016 0.016 0.0 0.0
!!!.
CJl 0 1;) 98 970 0.005 0.017 2.680 0.252 0,005 2.449 0.016 0.016 0.0 0.0
c: ~ ......... 99 980 0.005 0.017 2.696 0.257 0.005 2.466 0.016 0.016 0,0 0.0
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101 1000 0.005 0.017 2.729 0.268 0.006 2.499 0.016 0.016 0.0 0.0
102 1010 0.004 0.013 2.742 0.273 0.004 2.512 0.013 0.Q13 0.0 0.0
103 1020 0.004 0.013 2.756 0.277 0.004 2.525 0.013 0.013 0.0 0.0
104 1030 0.004 0.013 2.769 0.282 0.005 2.538 0.013 0.013 0.0 0.0
105 1040 0.004 0.013 2.782 0.286 0.005 2.551 0.013 0,013 0.0 0.0'
106 1050 0.004 0.013 2.795 0.291 0.005 2.564 0.013 0.013 0.0 0.0
107 1060 0.004 0.013 2.808 0.295 0.005 2.577 0.013 0.013 0.0 0.0
108 1070 0.004 0.013 2.822 0.300 0.005 2.591 0,013 0.013 0.0 0.0
109 1080 0.004 0.013 2.835 0.305 0.005 2.604 0.013 0,013 0.0 0.0
110 1090 0.004 0.013 2.848 0.309 0.005 2.617 0.013 0.013 0.0 0,0 ,
i
111 1100 0.004 0.013 2.861 0.314 0.005 2.630 0,013 0.013 0.0 0,0
112 1110 0.004 0.013 2.874 0,319 0.005 2.643 0.013 0.013 0.0 0,0
113 1120 0.004 0.013 2.888 0.323 0.005 2.656 0.013 0.013 0.0 0.0
114 1130 0.004 0.013 2.901 0.328 0.005 2.669 0.013 0.013 0.0 0.0
115 1140 0.004 0,013 2.914 0.333 0.005 2.683 0.013 0.013 0.0 0.0
116 1150 0.004 0.013 2.927 0.338 0.005 2.696 0.013 0.013 0.0 0.0
117 1160 0.004 0.013 2.940 0.343 0.005 2.709 0.013 0.013 0.0 0.0
118 1170 0.004 0.013 2.954 0.348 0.005 2.722 0,013 0.013 0.0 0.0
119 1180 0.004 0.013 2.967 0.353 0.005 2.735 0.013 0.013 0.0 0.0
120 1190 0.004 0.013 2.980 0.358 0.005 2.748 0.013 0.013 0.0 0.0
121 1200 0.004 0.013 2.993 0.363 0.005 2.761 0.013 0.013 0.0 0.0
122 1210 0.004 0.013 3.006 0.368 0.005 2.775 0.013 0.013 0.0 0.0
123 1220 0.004 0.013 3.020 0.373 0.005 2.788 0.013 0.013 0.0 0.0
124 1230 0.004 0.013 3.033 0.378 0.005 2:801 0.013 0.013 .0.0 0.0
125 1240 0.004 0.013 3.046 0.383 0.005 2.814 0.013 0.013 0.0 0.0
126 1250 0.004 0.013 3.059 0.388 0,005 2.827 0.013 0.013 . 0.0 0.0
127 1260 0.004 0.013 3.072 0.393 0.005 2.840 0.013 0,013 0.0 0.0
128 1270 0.004 0.013 3.086 0.398 0.005 2.853 0.013 0.013 0.0 0.0
129 1280 0.004 0.013 3.099 0.403 0.005 2.867 0.013 0.013 0.0 0.0
130 1290 0.004 0.013 3.112 0.409 0.005 2.880 0.013 0,013 0.0 0.0
0 131 1300 0.004 0.013 3,125 0.414 0.005 2.893 0,013 0,013 0,0 0.0
~ 132 1310 0.004 0.013 3,138 0.005 2.906 0.013 0.013 0.0 0.0
<9: 0.419
::l 0133 1320 0.004 0.013 3.152 0.424 0.005 2.919 0.013 0,013 0.0 0.0
!!!. Q) 134 1330 0.004 0.013 3.165 0.430 0,005 2.932 0.013 0.013 0.0 0.0
CJl 0 -
c: ITl CD 135 1340 0.004 0.013 3.178 0.435 0.005 2,945 0.013 0,013 0.0 0.0
0- n ;:0 136 1350 3.191 0.013 0.013 0.0 0.0
3 0.004 0.013 0.440 0,005 2.959
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138 1370 0,004 0.013 3.218 0.451 0.005 2.985 0.013 0.013 0.0 0.0
139 1380 0.004 0.013 3.231 0.457 0.005 2.998 0.013 0.013 0.0 0.0
140 1390 0.004 0.013 3.241 0.462 0.005 3.011 0.013 0.013 0.0 0.0
141 1400 0.004 0.013 3.257 0.468 0.005 3.024 0.013 0.013 0.0 0.0
142 1410 0.004 0.013 3.270 0.473 0.006 3.038 0.013 0.013 0.0 0.0
143 1420 0.004 0.013 3.284 0.479 0.006 3.051 0.013 0.013 0.0 0.0
144 1430 0.004 0.013 3.297 0.484 0.006 3.064 0.013 0.013 0.0 0.0
145 1440 0.004 0.013 3.310 0.490 0.006 3.077 0.013 0.013 0.0 0.0
17 .777 4579.490 4597.267 cuff:. Total Runoff
4597.267
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Page 5
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00400
0.350
0.300
0.250
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Ul
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0.150
0.100
0.050
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TACO BELL AREA "A" 24 HR./2-YR. STORM
POST-DEVELOPMENT TOTAL RUNOFF: 4600 CU. FT.
EXISTING TOTAL RUNOFF: 4700 CU. FT.
RUNOFF DELTA: 1C1l CU. FT.
~~~~~~n~~~~~'~~~~~~~~A~~~~~~~~~~~~~~~~~~
" V vVJJ ~ ~ ~ ~ ~ v v V \ \ V V ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Time (min.)
- EX. DESIGN FLOW
-POST-DEV. DESIGN FLOW
Date Received:
DEe 2 1 2009
Original Submittal
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APPENDIX E
HYDROGRAPH & OUTPUT -
DRAINAGE AREA "B"
Date Received:
DEe 2 1 2009
Original Submittal
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TACO BELL SWALE AREA "B" EXISTING 2-YR. STORM
AREA: 0.21 P= 3.3 dl= 10
PERVIOUS AREA: 0 CN= 30 S= 23.333 0.2S= 4.667
IMPERVIOUS AREA: 0.21 CN= 98 S= 0.204 0.2S= 0.041
Tc = 5 w= 0.500
PERVIOUS IMPERVIOUS
TIME TIME RAINFALL INCREM. ACCUM. ACCUM. INCREM. ACCUM. INCREM. TOTAL INST. DESIGN
INCREMENT (MINUTES) DIST. RAINFALL RAINFALL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF FLOWRATE FLOWRATE
1 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.0
2 . 10 0.004 0.013 0.013 0.000 0.000 0.000 0.000 0.000 0.0 0.0
3 20 0.004 0.013 0.026 0.000 0.000 0.000 0.000 0.000 0.0 0.0
4 30 0.004 0.013 0.040 0.000 0.000 0.000 0.000 0.000 0.0 0.0
5 40 0.004 0.013 0.053 0.000 0.000 0.001 0.001 0.001 0.0 0.0
6 50 0.004 0.013 0.066 0.000 0.000 0.003 0.002 0.002 0.0 0.0
7 60 0.004 0.013 0.Q79 0.000 0.000 0.006 0.003 0.003 0.0 0.0
8 70 0.004 0.013 0.092 0.000 0.000 0.010 0.004 0.004 0.0 0.0
9 80 0.004 0.013 0.106 0.000 0.000 0.016 0.005 0.005 0.0 0.0
10 90 0.004 0.013 0.119 0.000 0.000 0.022 0.006 0.006 0.0 0.0
11 100 0.004 0.013 0.132 0.000 0.000 0.028 0.007 0.007 0.0 0.0
12 110 0.005 0.017 0.149 0.000 0.000 0.037 0.009 0.009 0.0 0.0
13 120 0.005 0.017 0.165 0.000 0.000 0.047 0.010 0.010 0.0 0.0
14 130 0.005 0.017 0.182 0.000 0.000 0.057 0.010 0.010 0.0 0.0
15 140 0.005 0.017 0.198 0.000 0.000 0.068 0.011 0.011 0.0 0.0
16 150 0.005 0.017 0.215 0.000 0.000 0.080 0.011 0.011 0.0 0.0
17 160 0.005 0.017 0.231 0.000 0.000 0.092 0.012 0.012 0.0 0.0
0 18 170 0.006 0.020 0.251 0.000 0.000 0.106 0.Q15 0.015 0.0 0.0
~ 19 180 0.006 0.020 0.271 0.000 0.000 0.122 0.015 0.Q15 0.0 0.0
<C.
S' ~~ 190 0.006 0.020 0.290 0.000 0.000 0.137 0.016 0.016 0.0 0.0
!!!. 200 0.006 0.020 0.310 0.000 0.000 0.153 0.016 0.016 0.0 0.0
CJl 0 &2 210 0.006 0.020 0.330 0.000 0.000 0.170 0.016 0.016 0.0 0.0
c: JT1
0- n ~ 220 0.006 0.020 0.350 0.000 0.000 0.186 0.017 0.017 0.0 0.0
3 ...... 230 0.007 0.023 0.373 0.000 0.000 0.206 0.020 0.020 0.0 0.0
;::;:
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!!!. 0.000
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27 260 0.007 0.023 0.442 0.000 0.000 0.266 0.020 0.020 0.0 0.0
28 270 0.007 0.023 0.465 0.000 0.000 0.287 0.021 0.021 0.0 0.0
29 280 0.007 0.023 0.488 0.000 0.000 0.307 0.021 0.021 0.0 0.0
30 290 0.008 0.026 0.515 0.000 0.000 0.331 0.024 0.024 0.0 0.0
31 300 0.008 0.026 0.541 0.000 0.000 0.355 0.024 0.024 0.0 0.0
32 310 0.008 0.026 0.568 0.000 0.000 0.380 0.024 0.024 0.0 0.0
33 320 0.008 0.026 .0.594 0.000 0.000 0.404 0.024 0.024 0.0 0.0
34 330 0.008 0.026 0.620 0.000 0.000 0.429 0.Q25 0.Q25 0.0 0.0
35 340 0.008 0.026 0.647 0.000 0.000 0.453 0.Q25 0.025 0.0 0.0
36 350 0.01 0.033 0.680 0.000 0.000 0.484 0.031 0.031 0.0 0.0
37 360 0.01 0.033 0.713 0.000 0.000 0.515 0.031 0.031 0.0 0.0
38 370 0.01 0.033 0.746 0.000 0.000 0.547 0.031 . 0.031 0.0 0.0
39 380 0.01 0.033 0.779 0.000 0.000 0.578 0.031 0.031 0.0 0.0
40 390 0.01 0.033 0.812 0.000 0.000 0.610 0.032 0.032 0.0 0.0
41 400 0.01 0.033 0.845 0.000 0.000 0.641 0.032 0.032 0.0 0.0
42 410 0.013 0.043 0.888 0.000 0.000 0.682 0.041 0.041 0.1 0.0
43 420 0.013 0.043 0.931 0.000 0.000 0.724 0.041 0.041 0.1 0.1
44 430 0.013 0.043 0.974 0.000 0.000 0.765 0.041 0.041 0.1 0.1
45 440 0.018 0.059 1.033 0.000 0.000 0.823 0.058 0,058 0.1 0.1
46 450 0.018 0.059 1.092 0.000 0.000 0.881 0.058 0.058 0.1 0.1
47 460 0.034 0.112 1.205 0.000 0.000 0.990 0.109 0.109 0.1 0.1
48 470 0.054 0.178 1.383 0.000 0.000 1.165 0.175 0.175 0.2 0.2
49 480 0.027 0.089 1.472 0.000 0.000 1.252 0.088 0.088 0.1 0.2
50 490 0.018 0.059 1.531 0.000 0.000 1.311 0.059 0.059 0.1 0.1
51 500 0.013 0.043 1.574 0.000 0.000 1.353 0.042 0.042 0.1 0.1
52 510 0.013 0.043 1.617 0.000 0.000 1.395 0.042 0.042 0.1 0.1
53 520 0.013 0.043 1.660 0.000 0.000 1.438 0.042 0.042 0.1. 0.1
54 530 0.009 0.030 1.690 0.000 0.000 1.467 0.029 0.029 0.0 0.0
55 540 0.009 0.030 1.719 0.000 0.000 1.497 0.029 0.029 0.0 0.0
56 550 0.009 0.030 1.749 0.000 0.000 1.526 0.029 0.029 0.0 0.0
0 57 560 0.009 0.030 1.779 0.000 0.000 1.555 0.029 0.029 0.0 0.0
:::!. 58 570 0.009 0.030 1.808 0.000 0.000 1.585 0.029 0.029 0.0 0.0
CO
s' ~ 580 0.009 0.030 1.838 0.000 0.000 1.614 0.029 0.029 0.0 0.0
!!!. 590 0.009 0.030 1.868 0.000 0.000 1.643 0.029 0.029 0.0 0.0
CJl C
c: ITl ,'I} 600 0.009 0.030 1.898 0.000 0.000 1.673 0.029 0.029 0.0 0.0
0- n .62 610 0,009 0.030 1.927 0.000 0.000 1.702 0.029 0.029 0.0 0.0
3
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64 630 0.009 0.030 1.987 0.000 0.000 1.761 0.029 0.029 0.0 0.0
65 640 0.009 0.030 2.016 0.000 0.000 1.791 0.029 0.029 0.0 0.0
66 650 0.007 0.023 2.039 0.000 0.000 1.813 0.023 0.023 0.0 0.0
67 660 0.007 0.023 2.063 0.000 0.000 1.836 0.023 0.023 0.0 0.0
68 670 0.007 0.023 2.086 0.000 0.000 1.859 0.023 0.023 0.0 0.0
69 680 0.007 0.023 2.109 0.000 0.000 1.882 0.023 0.023 0.0 0.0
70 690 0.007 0.023 2.132 0.000 0.000 1.905 0.023 0.023 0.0 0.0
71 700 0.007 0.023 2.155 0.000 0.000 1.928 0.023 0.023 0.0 0.0
72 710 0.007 0.023 2.178 0.000 0.000 1.951 0.023 0.023 0.0 0.0
73 720 0.007 0.023 2.201 0.000 0.000 1:974 0.023 0.023 0.0 0.0
74 730 0.007 0.023 2.224 0.000 0.000 1.997 0.023 0.023 0.0 0.0
75 740 0.007 0.023 2.247 0.000 0.000 2.020 0.023 0.023 0.0 0.0
76 750 0.007 0.023 2.270 0.000 0.000 2.043 0.023 0.023 0.0 0.0
77 760 0.007 0.023 2.294 0.000 0.000 2.066 0.023 0.023 0.0 0.0
78 770 0.006 0.020 2.313 0.000 0.000 2.085 0.020 0.020 0.0 0.0
79 780 0.006 0.020 2.333 0.000 0.000 2.105 0.020 0.020 0.0 0.0
80 790 0.006 0.020 2.353 0.000 0.000 2.125 0.020 0.020 0.0 0.0
81 800 0.006 0.020 2.373 0.000 0.000 2.144 0.020 0.020 0.0 0.0
82 810 0.006 0.020 2.393 0.000 0.000 2.164 0.020 0.020 0.0 0.0
83 820 0.006 0.020 2.412 0.000 0.000 2.184 0.020 0.020 0.0 0.0
84 830 0.006 0.020 2.432 0.000 0.000 2.203 0.020 0.020 0.0 0.0
85 840 0.006 0.020 2.452 0.000 0.000 2.223 0.020 0.020 0.0 0.0
86 850 0.006 0.020 2.472 0.000 0.000 2.243 0.020 0.020 0.0 0.0
87 860 0,006 0.020 2.492 0.000 0.000 2.262 0.020 0.020 0.0 0.0
88 870 0.006 0.020 2.511 0.000 0.000 2.282 0.020 0.020 0.0 0.0
89 880 0.006 0.020 2.531 0.000 0.000 2.302 0.020 0.020 0.0 0.0
90 890 0.005 0.017 2.548 0.000 0.000 2.318 0.016 0.016 0.0 0.0
91 900 0.005 0.017 2.564 0.000 0.000 2.334 0.016 0.016 0.0 0.0
92 910 0.005 0.017 2.581 0.000 0.000 2.351 0.016 0.016 0.0 0.0
0 93 920 0.005 0.017 2.597 0.000 0.000 2.367 0.016 0.016 0.0 0.0
~
55' 94 930 0.005 0.017 2.614 0.000 0.000 2.384 0.016 0.016 0.0 0.0
:l' CJl5 940 0.005 0.017 2.630 0.000 0.000 2.400 0.016 0.016 0.0 0.0
!!!.
CJl C III 96 950 0.005 0.017 2.647 0.000 0.000 2.417 0.016 0.016 0.0 0.0
-
c: ", (1)97 960 0.005 0.017 2.663 0.000 0.000 2.433 0.016 0.016 0.0 0.0
0- n AJ98 0.016 0.016 0.0 0.0
3 ~ 970 0.005 0.017 2.680 0.000 0.000 2.449
;::;: (I) 99 980 0.005 0.017 2.696 0.000 0.000 2.466 0.016 0.016 0.0 0.0
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101 1000 0.005 0.017 2.729 0.000 0.000 2.499 0.016 0.016 0.0 0.0
102 1010 0.004 0.013 2.742 0.000 0.000 2.512 0.013 0.013 0.0 0.0
103 1020 0.004 0.013 2.756 0.000 0.000 2.525 0.013 0.013 0.0 0.0
104 1030 0.004 0.013 2.769 0.000 0.000 2.538 0.013 0.013 0.0 0.0
105 1040 0.004 0.013 2.782 0.000 0.000 2.551 0.013 0.013 0.0 0.0
106 1050 0.004 0.013 2.795 0.000 0.000 2.564 0.013 0.013 0.0 0.0
107 1060 0.004 0.013 2.808 0.000 0.000 2.577 0.013 0.013 0.0 0.0
108 1070 0.004 0.013 2.822 0.000 0.000 2.591 0.013 0.013 0.0 0.0
109 1080 0.004 0.013 2.835 0.000 0.000 2.604 0.013 0.013 0.0 0.0
110 1090 0.004 0.013 2.848 0.000 0.000 2.617 0.013 0,013 0.0 0.0
111 1100 0.004 0.013 2.861 0.000 0.000 2.630 0.013 0.013 0.0 0.0
112 1110 0.004 0.013 2.874 0.000 0.000 2.643 0.013 0.013 0.0 0.0
113 1120 0.004 0.013 2.888 0.000 0.000 2.656 0.013 0.013 0.0 0.0
114 1130 0.004 0.013 2.901 0.000 0.000 2.669 0.013 0.013 0.0 0.0
115 1140 0.004 0.013 2.914 0.000 0.000 2.683 0.013 0.013 0.0 0.0
116 1150 0.004 0.013 2.927 0.000 0.000 2.696 0.013 0.013 0.0 0.0
117 1160 0.004 0.013 2.940 0.000 0.000 2.709 0.013 0.013 0.0 0.0
118 1170 0.004 0.013 2.954 0.000 0.000 2.722 0.013 0.013 0.0 0.0
119 1180 0.004 0.013 2.967 0.000 0.000 2.735 0.013 0.013 0.0 0.0
120 1190 0.004 0.013 2.980 0.000 0.000 2.748 0.013 0.013 0.0 0.0
121 1200 0.004 0.013 2.993 0.000 0.000 2.761 0.013 0.013 0.0 0.0
122 1210 0.004 0.013 3.006 0.000 0.000 2.775 0.013 0.013 0.0 0.0
123 1220 0.004 0.013 3.020 0.000 0.000 2.788 0.013 0.013 0.0 0.0
124 1230 0.004 0.013 3.033 0.000 0.000 2.801 0.013 0.013 0.0 0.0
125 1240 0.004 0.013 3.046 0.000 0.000 2.814 0.013 0.013 0.0 0.0
126 1250 0.004 0.013 3.059 0.000 0.000 2.827 0.013 0.013 0.0 0.0
127 1260 0.004 0.013 3.072 0.000 0.000 2.840 0.013 0.013 0.0 0.0
128 1270 0.004 0.013 3.086 0.000 0.000 2.853 0.013 0.013 0.0 0.0
0 ;;~~~,,;".'-'-~" 129 1280 0.004 0.013 3.099 0.000 0.000 2.867 0.013 0.013 0.0 0.0
:::!. 130 1290 0.004 0.013 3.112 0.000 0.000 2.880 0.013 0.013 0.0 0.0
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5' 0131 1300 0.004 0.013 3.125 0.000 0.000 2.893 0.013 0.013 0.0 0.0
~ III 132 1310 0.004 0.013 3.138 0.000 0.000 2.906 0.013 0.013 0.0 0.0
CJl 0 r+133 1320 0.004 0.013 3.152 0.000 0.000 2.919 0.013 0.013 0.0 0.0
c: ", CD
0- n ::IJ 134 1330 0.004 0.013 3.165 0.000 0.000 2.932 0.013 0.013 0.0 0.0
3 '" 0.013 0.0 0.0
~ (f} 135 1340 0.004 0.013 3.178 0.000 0.000 2.945 0.013
i) 136 1350 0.004 0.013 3.191 0.000 0.000 2.959 0.013 0.013 0.0 0.0
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c ';'.-137 1360 0.004 0.013 3.204 0.000 0.000 2.972 0.013 0.013 0.0 0.0
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-
138 1370 0.004 0.013 3.218 0.000 0.000 2.985 0.013 0.013 0.0 0.0
139 1380 0.004 0.013 3.231 0.000 0.000 2.99B 0.013 0.013 0.0 0.0
140 1390 0.004 0.013 3.244 0.000 0.000 3.011 0.013 0.013 0.0 0.0
141 1400 0.004 0.013 3.257 0.000 O.oqo 3.024 0.013 0.013 0.0 0.0
142 1410 0.004 0.013 3.270 0.000 0.000 3.038 0.013 0.013 0.0 0.0
143 1420 0.004 0.013 3.284 0.000 0.000 3.051 0.013 0.013 0.0 0.0
144 1430 0.004 0.013 3.297 0.000 0.000 3.064 0.013 0.013 0.0 0.0
145 1440 0.004 0.013 3.310 0.000 0.000 3.077 0.013 0.013 0.0 0.0
0.000 2345.592 2345.592 cuft. Total Runoff
2345.592
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TACO BELL SWALE AREA "B" POST-DEVELOPMENT 2-YR. STORM
AREA: 0.21 P= 3.3 dl= 10
PERVIOUS AREA: 0.08 CN= 61 S= 6.393 0.2S= 1.279
IMPERVIOUS AREA: 0.13 CN= 98 S= 0.204 0.2S= 0.041
Tc= 5 w= 0.500
I PERVIOUS IMPERVIOUS
TIME TIME RAINFALL INCREM. ACCUM. ACCUM. INCREM. ACCUM. INCREM. TOTAL INST. DESIGN
INCREMENT (MINUTES) DIST. RAINFALL RAINFALL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF FLOWRATE FLOWRATE
1 0 0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0 0.0
2 10 0.004 0.013 0.013 0.000 0.000 0.000 0.000 0.000 0.0 0.0
3 20 0.004 0.013 0.026 0.000 0.000 0.000 0.000 0.000 0.0 0.0
4 30 0.004 0.013 0.040 0.000 0.000 0.000 0.000 0.000 0.0 0.0
5 40 0.004 0.013 0.053 0.000 0.000 0.001 0.001 0.000 0.0 0.0
6 50 0.004 0.013 0.066 0.000 0.000 0.003 0.002 0.001 0.0 0.0
7 60 0.004 0.013 0.079 0.000 0.000 0.006 0.003 0.002 0.0 0.0
8 70 0.004 0.013 0.092 0.000 0.000 0.010 0.004 0.003 0.0 0.0
9 80 0.004 0.013 0.106 0.000 0.000 0.016 0.005 0.003 0.0 0.0
10 90 0.004 0.013 0.119 0.000 0.000 0.022 0.006 0.004 0.0 0.0
11 100 0.004 0.013 0.132 0.000 0.000 0.028 0.007 0.004 0.0 0.0
12 110 0.005 0.017 0.149 0.000 0.000 0.037 0.009 0.006 0.0 0.0
13 120 0.005 0.017 0.165 0.000 0.000 0.047 0.010 0.006 0.0 0.0
14 130 0.005 0.017 0.182 0.000 0.000 0.057 0.010 0.006 0.0 0.0
15 140 0.005 0.017 0.198 0.000 0.000 0.068 0.011 0.007 0.0 00
16 150 0.005 0.017 0.215 0.000 0.000 0.080 0.011 0.007 0.0 0.0
17 160 0.005 0.017 0.231 0.000 0.000 0.092 0.012 0.007 0.0 0.0
18 170 0.006 0.020 0.251 0.000 0.000 0.106 0.015 0.009 0.0 0.0
19 180 0.006 0.020 0.271 0.000 0.000 0.122 0.015 0.009 0.0 0.0
0 20 190 0.006 0.020 0.290 0.000 0.000 0.137 0.016 0.010 0.0 0.0
~ 21 200 0.006 0.020 0.310 0.000 0.000 0.153 0.016 0.010 0.0 0.0
ii' 22 210 0.006 0.020 0.330 0.000 0.000 0.170 0.016 0.010 0.0 0.0
S'
!!!. OJ 220 0.006 0.020 0.350 0.000 0.000 0.186 0.017 0.010 0.0 0.0
CJl 0 n 230 0.007 0.023 0.373 0.000 0.000 0.206 0.020 0.012 0.0 0.0
c: ITl m 240 0.007 0.023 0.396 0.000 0.000 0.226 0.020 0.012 00 0.0
0- n
3 "-> 261 250 0.007 0.023 0.419 0.000 0.000 0.246 0.020 0.012 0.0 0.0
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27 260 0.007 0.023 0.442 0.000 0.000 0.266 0.020 0.013 0.0 0.0
28 270 0.007 0.023 0.465 0.000 0.000 0.287 0.021 0.013 0.0 0.0
29 280 0.007 0.023 0.488 0.000 0.000 0.307 0.021 0.013 0.0 0.0
30 290 0.008 0.026 0.515 0.000 0.000 0.331 0.024 0.Q15 0.0 0.0
31 300 0.008 0.026 0.541 0.000 0.000 0.355 0.024 0.015 0.0 0.0
32 310 0.008 0.026 0.568 0.000 0.000 0.380 0.024 0.015 0.0 0.0
33 320 0.008 0.026 0.594 0.000 0.000 0.404 0.024 0.015 0.0 0.0
34 330 0.008 0.026 0.620 0.000 0.000 0.429 0.025 0.015 0.0 0.0
35 340 0.008 0.026 0.647 0.000 0.000 0.453 0.025 0.015 0.0 0.0
36 350 0.01 0.033 0.680 0.000 0.000 0.484 0.031 0.019 0.0 0.0
37 360 0.01 0.033 0.713 0.000 0.000 0.515 0.031 0.019 0.0 0.0
38 370 0.01 0.033 0.746 0.000 0.000 0.547 0:031 0.019 0.0 0.0
39 380 0.01 0.033 0.779 0.000 0.000 0.578 0.031 0.019 0.0 0.0
40 390 0.01 0.033 0.812 0.000 0.000 0.610 0.032 0.020 0.0 0.0
41 400 0.01 0.033 0.845 0.000 0.000 0.641 0.032 0.020 0.0 0.0
42 410 0.013 0.043 0.888 0.000 0.000 0.682 0.041 0.026 0.0 0.0
43 420 0.013 0.043 0.931 0.000 0.000 0.724 0.041 0.026 0.0 0.0
44 430 0.013 0.043 0.974 0.000 0.000 0.765 0.041 0.026 0.0 0.0
45 440 0.018 0.059 1.033 0.000 0.000 0.823 0.058 0.036 0.0 0.0
46 450 0.018 0.059 1.092 0.000 0.000 0.881 . 0.058 0.036 0.0 0.0
47 460 0.034 0.112 1.205 0.000 0.000 0.990 0.109 0.068 0.1 0.1
48 470 0.054 0.178 1.383 0.002 0.002 1.165 0.175 0.109 0.1 0.1
49 480 0.027 0.089 1.472 0.006 0.004 1.252 0.088 0.056 0.1 0.1
50 490 0.018 0.059 1.531 0.010 0.004 1.311 0.059 0.038 0.0 0.1
51 500 0.013 0.043 1.574 0.013 0.003 1.353 0.042 0.027 0.0 0.0
52 510 0.013 0.043 1.617 0.017 0.004 1.395 0.042 0.028 0.0 0.0
53 520 0.013 0.043 1.660 0.021 0.004 1.438 0.042 0.028 0.0 0.0
54 530 0.009 0.030 1.690 0.025 0.003 1.467 0.029 0.019 0.0 0.0
55 540 0.009 0.030 1.719 0.028 0.004 1.497 0.029 0.020 0.0 0.0
56 550 0.009 0.030 1.749 0.032 0.004 1.526 0.029 0.020 0.0 0.0
0 ,;,~~".n 57 560 0.009 0.030 1.779 0.036 0.004 1.555 0.029 0.020 0.0 0.0
-.
!:-T 58 570 0.009 0.030 1.808 0.041 0.004 1.585 0.029 0.020 0.0 0.0
5' 059 580 0.009 0.030 1.838 0.045 0.004 1.614 0.029 0.020 0.0 0.0
~ ll.l 60 590 0.009 0.030 1.868 0.050 0.005 1.643 0.029 0.020 0.0 0.0
(f) ~ -
c: CD 61 600 0.009 0.030 1.898 0.055 0.005 1.673 0.029 0.020 0.0 0.0
cr ('"') ;;J62
3 rv 610 0.009 0.030 1.927 0.060 0.005 1.702 0.029 0.020 0.0 0.0
::: ro 63 620 0.009 0.030 1.957 0.065 0.005 1.732 0.029 0.020 0.0 0.0
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64 630 0.009 0.030 1.987 0.071 0.006 1.761 0.029 0.020 0.0 0.0
65 640 0.009 0.030 2.016 0.076 0.006 1.791 0.029 0.020 0.0 0.0
66 650 0.007 0.023 2.039 0.081 0.005 1.813 0.023 0.016 0.0 0.0
67 660 0.007 0.023 2.063 0.086 0.005 1.836 0.023 0.016 0.0 0.0
68 670 0.007 0.023 2.086 0.090 0.005 1.859 0.023 0.016 0.0 0.0
69 680 0.007 0.023 2.109 0.095 0.005 1.882 0.023 0.016 0.0 0.0
70 690 0.007 0.023 2.132 0.100 0.005 1.905 0.023 0.016 0.0 0.0
71 700 0.007 0.023 2.155 0.106 0.005 1.928 0.023 0.016 0.0 0.0
72 710 0.007 0.023 2.178 0.111 0.005 1.951 0.023 0.016 0.0 0.0
73 720 0.007 0.023 2.201 0.116 0.005 1.974 0.023 0.016 0.0 0.0
74 730 0.007 0.023 2.224 0.122 0.006 1.997 0.023 0.016 0.0 0.0
75 740 0.007 0.023 2.247 0,127 0.006 2.020 0.023 0.016 0.0 0.0
76 750 0.007 0.023 2.270 0.133 0.006 2.043 0.023 0.016 0.0 0.0
77 760 0.007 0.023 2.294 0.139 0.006 2.066 0.023 0.016 0.0 0.0
78 770 0.006 0.020 2.313 0.144 0.005 2.085 0.020 0.014 0.0 0.0
79 780 0.006 0.020 2.333 0.149 0.005 2.105 0.020 0.014 0.0 0.0
80 790 0.006 0.020 2.353 0.155 0.005 2.125 0.020 0.014 0.0 0.0
81 800 0.006 0.020 2.373 0.160 0.005 2.144 0.020 0.014 0.0 0.0
82 810 0.006 0.020 2.393 0.165 0.005 2.164 0.020 0.014 0.0 0.0
83 820 0.006 0.020 2.412 0.171 0.005 2.184 0.020 0.014 0.0 0.0
84 830 0.006 0.020 2.432 0.176 0.006 2.203 0.020 0.014 0.0 0.0
85 840 0.006 0.020 2.452 0.182 0.006 2.223 0.020 0.014 0.0 0.0
86 850 0.006 0.020 2.472 0.188 0.006 2.243 0.020 0.014 0.0 0.0
87 860 0.006 0.020 2.492 0.193 0.006 2.262 0.020 0.014 0.0 0.0
88 870 0.006 0.020 2.511 0.199 0.006 2.282 0.020 0.014 0.0 0.0
89 880 0.006 0.020 2.531 0.205 0.006 2.302 0.020 0.014 0.0 0.0
90 890 0.005 0.017 2.548 0.210 0.005 2.318 0.Q16 0.012 0.0 0.0
91 900 0.005 0.017 2.564 0.215 0.005 2.334 0.016 0.012 0.0 0.0
92 910 0.005 0.017 2.581 0.220 0.005 2.351 0.016 0.012 0.0 0.0
93 920 0.005 0.017 2.597 0.225 0.005 2.367 0.016 0.012 0.0 0.0
0 .~~~ 94 930 0.005 0.017 2.614 0.231 0.005 2.384 0.016 0.012 0.0 0.0
~. 95 940 0.005 0.017 2.630 0.236 0.005 2.400 0.016 0.012 0.0 0.0
u
:3' 096 950 0.005 0.017 2.647 0.241 0.005 2.417 0.016 0.012 0.0 0.0
'do ll.l 97 960 0.005 0.017 2.663 0.246 0.005 2.433 0.016 0.012 0.0 0.0
(f) C -
a- m CD 98 970 0.005 0.017 2.680 0.252 0.005 2.449 0.016 0.012 0.0 0.0
n ;:099 980 0.005 0.017 2.696 0.257 0.005 2.466 0.016 0.012 0.0 0.0
3 rv
::i: (1)100 990 0.005 0.017 2.713 0.263 0.005 2.482 0.016 0.012 0.0 0.0
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101 1000 0.005 0.017 2.729 0.268 0.006 2.499 0.016 0.012 0.0 0.0
102 1010 0.004 0.013 2.742 0.273 0.004 2.512 0.013 0.010 0.0 0.0
103 1020 0.004 0.013 2.756 0.277 0.004 2.525 0.013 0.010 0.0 0.0
104 1030 0.004 0.013 2.769 0.282 0.005 2.538 0.013 0.010 0.0 0.0
105 1040 0.004 0.013 2.782 0.286 0.005 2.551 0.013 0.010 0.0 0.0
106 1050 0.004 0.013 2.795 0.291 0.005 2.564 0.013 0.010 0.0 0.0
107 1060 0.004 0.013 2.808 0.295 0.005 2.577 0.013 0.010 0.0 0.0
108 1070 0.004 0.013 2.822 0.300 0.005 2.591 0.013 0.010 0.0 0.0
109 1080 0.004 0.013 2.835 0.305 0.005 2.604 0.013 0.010 0.0 0.0
110 1090 0.004 0.013 2.848 0.309 0.005 2.617 0.013 0.010 0.0 0.0
111 1100 0.004 0.013 2.861 0.314 0.005 2.630 0.013 0.010 0.0 0.0
112 1110 0.004 0.013 2.874 0.319 0.005 2.643 0.013 0.010 0.0 0.0
113 1120 0.004 0.013 2.888 0.323 0.005 2.656 0.013 0.010 0.0 0.0
114 1130 0.004 0.013 2.901 0.328 0.005 2.669 0.013 0.010 0.0 0.0
115 1140 0.004 0.013 2.914 0.333 0.005 2.683 0.013 0.010 0.0' 0.0
116 1150 0.004 0.013 2.927 0.338 0.005 2.696 0.013 0.010 0.0 0.0
117 1160 0.004 0.013 2.940 0.343 0.005 2.709 0.013 0.010 0.0 0.0
118 1170 0.004 0.013 2.954 0.348 0.005 2.722 0.013 0.010 0.0 0.0
119 1180 0.004 0.013 2.967 0.353 0.005 2.735 0.013 '0.010 0.0 0.0
120 1190 0.004 0.013 2.980 0.358 0.005 2.748 0.013 0.010 0.0 0.0
121 1200 0.004 0.013 2.993 0.363 0.005 2.761 0.013 0.010 0.0 0.0
122 1210 0.004 0.013 3.006 0.368 0.005 2.775 0.013 0.010 0.0 0.0
123 1220 0.004 0.013 3.020 0.373 0.005 2.788 0.013 0.010 0.0 0.0
124 1230 0.004 0.013 3.033 0.378 0.005 2.801 0.013 0.010 0.0 0.0
125 1240 0.004 0.013 3.046 0.383 0.005 2.814 0.013 0.010 0.0 0.0
126 1250 0.004 0.013 3.059 0.388 0.005 2.827 0.013 0.010 0.0 0.0
127 1260 0.004 0.013 3.072 0.393 0.005 2.840 0.013 0.010 0.0 0.0
128 1270 0.004 0.013 3.086 0.398 0.005 2.853 0.013 0.010 0.0 0.0
129 1280 0.004 0.013 3.099 0.403 0.005 2.867 0.013 0.010 0.0 0.0
130 1290 0.004 0.013 3.112 0.409 0.005 2.880 0.013 0.010 0.0 0.0
131 1300 0.004 0.013 3.125 0.414 0.005 2.893 0.013 0.010 0.0 0.0
0 132 1310 0.004 0.013 3.138 0.419 0.005 2.906 0.013 0.010 0.0 0.0
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CD 133 1320 0.004 0.013 3.152 0.424 0.005 2.919 0.013 0.010 0.0 0.0
S' 1:JD 1330 0.004 0.013 3.165 0.430 0.005 2.932 0.013 0.010 0.0 0.0
!!!.
CJl c lf~, 1340 0.004 0.013 3.178 0.435 0.005 2.945 0.013 0.010 0.0 0.0
c: m 136' 1350 0.004 0.013 3.191 0.440 0.005 2.959 0.013 0.010 0.0 0.0
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138 1370 0.004 0.013 3.218 0.451 0.005 2.985 0.013 0.010 0.0 0.0
139 1380 0.004 0.013 3.231 0.457 0.005 2.998 0.013 0.010 0.0 0.0
140 1390 0.004 0.013 3.244 0.462 0.005 3.011 0.013 0.010 0.0 0.0
141 1400 0.004 0.013 3.257 0.468 0.005 3.024 0.013 0.010 0.0 0.0
142 1410 0.004 0.013 3.270 0.473 0.006 3.038 0.013 0.010 0.0 0.0
143 1420 0.004 0.013 3.284 0.479 0.006 3.051 0.013 0.010 0.0 0.0
144 1430 0.004 0.013 3.297 0.484 0.006 3.064 0.013 0.010 0.0 0.0
145 1440 0.004 0.013 3.310 0.490 0.006 3.077 0.013 0.010 0.0 0.0
142.218 1452.033 1594.251 cuft. Total Runoff
1594.251
0
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TACO BELL AREA "B" 24 HR./2-YR. STORM
0.200
0.180 '
0.160
0.140
0.120
POST-DEVELOPMENT TOTAL RUNOFF: 1595 CU. FT.
EXISTING TOTAL RUNOFF: 2350 CU. FT.
~
.l!!
~ 0.100
?
+
RUNOFF DELTA: {" CU. FT.
0.080
0.060
0.040
,
0.020
0.000.
~~~~~~n~~~~~'~~~~~~~~A~~~~~~~~~~~~~~~~~~
., ., . v v 'V ~ ~ ~ ~ ~ 'J 'J v v V \ \ V V V ~ ~ ,,\:5 ,,\:5 ,,<::s ,," ,," ,,'V ,,'V ,,'V ,,~ ,,~ ,,~ ~
Time (min.)
- EX. DESIGN FLOW
- POST-DEV. DESIGN FLOW
Date Rec""'!.......
DEe 2 f 2: 3
Original Submittal
-----
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EXHIBIT I
TACO BELL RESTAURANT
MOHA WK BOULEV ARD, SPRINGFIELD
SITE LIGHTING SPECIFICATIONS
OCTOBER 20, 2009
Prepared for:
Belko Enterprises
Robin (Merrell) and Mike Sanders
P.O. Box FF
Springfield, OR 97477
Prepared by:
JRH Transportation Engineering
(Civil Engineering)
4765 Village Plaza Loop, Suite 201
Eugene, OR 97401
Telephone: 541-687- i 081
, Date Received:
DEe 2 1 2009
Original Submittal.
- -
TACO
- - --
BELL
1505 MOHA wI<
SPRINGFIELD)
PREPARED BY: JOHN
ACCUSERV LIGHTING
877-707-7378
502-961-0357 FAX
jbujo.k e@o.ccu-serV,COM
D~~,~R L 2009
cCO
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BLVD,
DR
BUJAI<E
8x EQUIPMENT
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I StCl tls'tfcClI 'AreCl SUMMClry
I P,ro.iect' All'-Pro.lects
I ~Clbel
I PARKING LOT SURFACE
I Av~
10.81
I MClX
25.5
I Mln
2.8
I Av~/Min I MClx/Mln
3.86 9.11
I LUMlnClire Schedule
I Pro.iect, All Pro iects
I SYMb~ Qty -
I fI 11
i -B 3
I -Fl 1
I ~ 1
I G-EI 2
LClbel
T3
S
A
B
C
ArrQnpeMen~__
SINGLE
SINGLE
SINGLE
2 Ii! 90 DEGREES
I BACK-BACK
LUMens
9500
8500
110000
110000
110000
-
LLF
0.800
0.700
0.720
ID-20
0.720
-
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Description
ACCU CSMBOS001/06211-015 Ii! 7.5' A.F.G.
ACCU KB3921BK Ii! IL7I' A.F.G.
ACCU 95200-FPIO I 95200-425S
ACCU (2) 95200-FPIO I 95200-425D90
ACCU (2) 95200-510 I 95200-425D180
LIGHT LEVELS ARE MAINTAINED FOOT -CANDLES, INITIAL LEVELS ARE SLIGHTLY HIGHER
ALL FIXTURES AND POLES ARE NE~
SITE FIXTURES ARE IOOO~ METAL HALIDE wi SAG LENSES
POLES ARE 25'-0' FOR AN OVERALL FIXTURE MOUNTING HEIGHT OF 27'-6' A.F.G.
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Original Submittal
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(1000 WATT MAX.]
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!iPECIFIC!\ 1I01\l!i
HDU!i11\l6: ONE PIECE orE FORMEO ALUMINUM CONSTRUCTION WITH SEPARATE BALLAST
[OMPARTMEN T.
LENS A!i!i'Y: ONE PIECE HINGED HEAVY GAUGE DIE FORMED ALUMINUM DOOR FRAME SURROUNDS
3/16- [LEAH CONVEX GLASS LENS. GLASS IS SEALED TO ODOR WITH HIGH TEMPERA TURE
SILICONE SEAL. TWO CAPTIVE THUMB SCREWS DISENGAGE LENS ASSEMBLY FROM
HOUSING WITHUUT THE USE OF TOOLS.
OPTICS: COMPUTER OESlfiNEO ONE PIECE SEGMENTED SPE[ULAH REFLECTOR COMBINES WITH
[LEAR CUNVEX LENS TO PRODUCE A 1-l16HL Y EFFICIENT WIDE SYMMETRIC LIGHT
DISTRIBUTION WITH OUTSTANDING UNlrlJRMITY.
6A!iKETIN6: CLOSED [ELL EPOM GASKETING COMPRESSED DE TWEEN
OPTICAL [HAMBER.
LAMP HOLDER: MOGUL BASE PORCELAIN.
ODOR ANU HOUSING SEALS
Date Received:
LAMP:
BALLA !iT:
ARM:
[BY OTHERS]
H.P.F.lLW.A. ^UTDTI<ANS~DRMEIl. -20' STARTIN6 TEMPERATLJR~Ee 2 I 20n9
FII\lI!iH:
3"XS"Xlc" LDNl.:l HEAVY WALL [XTRUOED ALUMINUM, AfitJI.l~ SfJ:..UREO TO HOUSIN6
AND TO PDLE WITH SI AINLESS STEfl RDDS. unglns ~Ubln'l...._____.
POLYESTER POWDER COAT.STATE OF THE ART 20 PSI PRESSURE PDWEH WASH AT
140' TEMPERA TURE IN[ORPORA TES FOUR STEfl IRON PI-H1SPHA TE PUoCESS TO
CLEANSE AND PRETREAT THE METAL SURFACE FOR MAXIMUM PAINT ADHESION.
ELECTROSTATICALLY APPLIED TEXTUHED POLYESTER POWDER TOP COAT IS BAKED
AT 400' T[MPERATURE Fon MAXIMUM HAfUJNESS AND [XTHHOR DURABILITY.
':.i'
SNTS SERIES
ENlilNEERIN6 IlA T A - --4-
Maximum EPA . Square Feet 'I~I .....
I ~
~"'~ MaXlmu100 MPHf 90 MPH 80 MPH ro "'1 I rD.
'-HAND
Number Fixt.wgt. 1B' f<lE
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[ZJ
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SNTS 124-11 400 12.2 16.1 20.4 25.8 6> Q:i
HfEjHT
SNTS 144-11 400 9.9 12.8 16,1 20.2 I 8".11" D1A
ED.. T (llClE
SNTS 154.11 400 8.9 11.4 14.4 17.9
SNTS 164-11 400 7.9 10.1 12.8 15.9
SNTS 184-11 400 6.2 8.2 10.1 13.8
SNTS 204-11 400 4.8 6.2 7,9 11.6 I
SNTS 204-7 450 8.8 11.3 14.0 17.4
SNTS 254-11 350 1.6 3.2 5.5 8.8 I~
OOL T PROJECTIU\J
SNTS 254-7 450 4.3 6.1 9.1 11.2 AOOVE CHAOE
,----- M1\JI\-LM_3'",,~
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-- I
All above design calculations are based on sustained wind forCES
plus additional 1.3 wind gust
Pole rated at 80 MPH withstands 104 MPH gusts)
25-4-7 2-90 DBM
POLES MOUNTING FINISH OPTIONS
T
S POLE WALL BOLT ANCHORAGE 02 3/B'X" TENON ::JDARK o DUPLEX RECEPTACLE
HEIGHT THICKNESS CIRCLE PT23 BRONZE DUP
0104-11 10' 11 9' 314'X'B'X3' DBM o GFI RECEPTACLE
N 0124-11 '2' l' 9' 3/"X'B'X3' 02 7/B'X" TENON ::JMEOIUM GFI
PT27 BRONZE o 3 WAY ADAPTER
T 0144-11 14' 11 9' 3/"X'B'X3' MBM
OOTHER TENON MT ::JBLACK T3120
0154-11 15' '1 9' 3/4"X1S"X3"
S 0164.11 BKM
16' 11 9' 3/"X1B'X3' ::JWHITE
0184-11 'B' l' 9' 3I"X'B'X3' DRILL MOUNT WTM
0204-11 20' 11 10' 3/"X2"X3' 0, ............ 03-00 -'- ::JSILVER
0204-7 20' 7 1" 31,'X30'X3' SLM o 1/2" COUPLING
02"8ll._ 0'.90 + CPLN1I2
0254-11 25' " 11' 314'X2"X3' OPTION: o 3/'" COUPLING
0254-7 25' 7 '1' 3/"X30'X3' m'- 03-'20mY JRIME PAIN I CPLN3/4
02.90 PP
:::!GALVANIZED o 2" COUPLING
3.120 GLV CPLN2
REQUIRES :::JTHERMOSET (SPECIFY COUPLING LOCATION)
PT27 POLYESTER
AND POWDER
T3120 PDR
ADAPTER
see ACCESSORIES SECTION
FOR OTHER OPTIONS
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Yum Brands!, INC
EXTERIOR SPECIFICATION
Yum!
Decorative Lighting
PROJECT: I
Taco Bell - All Buildings
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Type T3
3865 Produce Rd
Suite 208
Louisville, KY 40218
Toll Free: 877-707-7378
Phone: 502-961-0096
Fax: 502-961-0357
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Web: www.accu-serv.com
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Classification: Custom Bronze "Laser" Sconce w/ Up/Down Wall Pack
1~ 11_-
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Item # LLCWSCTTBO 1-008 I 06211-015
Finish: Bronze
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Dimensions: 18"H x 14"W
Lamp Type: 100W High Pressure Sodium
Location
Exterior
E / PCN # - TBD / TBD
TBD / TBD - Sconce Cover
E52801004/12727 - Wall Pack
Date Rece''''''''''
Leadtime In Stock
Lamp Type: .. --- ~,
DEe 2 1 2009
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Original Submittal
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